HomeMy WebLinkAboutWater System Plan July 2019CITY OF PORT TOWNSEND
Water System Plan Update
G&O #16268
July 2019
i
TABLE OF CONTENTS
CHAPTER 1 – DESCRIPTION OF WATER SYSTEM
INTRODUCTION ................................................................................................................. 1-1
SYSTEM OWNERSHIP AND MANAGEMENT ......................................................................... 1-1
PURPOSE ........................................................................................................................... 1-1
BACKGROUND INFORMATION ........................................................................................... 1-2
History of Water System Development ............................................................... 1-2
Geography ............................................................................................................ 1-3
Climate ................................................................................................................. 1-4
Adjacent Purveyors .............................................................................................. 1-4
Inventory of Existing Facilities ............................................................................ 1-4
Source of Supply ...................................................................................... 1-4
Raw Water Transmission ......................................................................... 1-7
Pre-Treatment Prior to Water Treatment Facility .................................... 1-7
Water Treatment Facility ......................................................................... 1-8
Reservoirs ................................................................................................ 1-8
Distribution System ................................................................................. 1-8
Booster Pumps ......................................................................................... 1-9
PROJECTS COMPLETED SINCE COMPLETION OF LAST WSP ............................................ 1-10
RELATED PLANNING DOCUMENTS .................................................................................. 1-11
DOH Planning Documents ................................................................................ 1-11
Regional Plans and Documents ......................................................................... 1-11
City of Port Townsend Planning Documents..................................................... 1-13
INTERLOCAL AGREEMENTS ............................................................................................. 1-15
Jefferson County PUD Agreement .................................................................... 1-15
SERVICE AREA CHARACTERISTICS .................................................................................. 1-15
Existing Service Area ........................................................................................ 1-15
Future Service Area and Retail Water Service Area ......................................... 1-15
LAND USE AND ZONING .................................................................................................. 1-16
SERVICE AREA AGREEMENTS ......................................................................................... 1-16
SERVICE AREA POLICIES ................................................................................................. 1-16
CONDITIONS OF SERVICE ................................................................................................ 1-16
Duty to Serve ..................................................................................................... 1-17
City Responsibility............................................................................................. 1-17
Customer Responsibility .................................................................................... 1-17
Connection Fee Schedule ................................................................................... 1-17
Meter and Materials Specifications ................................................................... 1-17
Consent Agreements for Inspection, Maintenance, and Repair Activities
Which May Disrupt Water Service .............................................................. 1-18
Cross-Connection Control Requirements .......................................................... 1-18
Latecomer Pay Back Provisions ........................................................................ 1-18
Developer Extension Requirements, Design Standards, Financing
Responsibilities, or Professional Engineer Design Required ...................... 1-18
COMPLAINTS ................................................................................................................... 1-19
SEPA .............................................................................................................................. 1-20
ii
CHAPTER 2 – BASIC PLANNING DATA
OBJECTIVE ........................................................................................................................ 2-1
HISTORIC POPULATION AND SERVICE CONNECTIONS ....................................................... 2-1
Service Area Population ...................................................................................... 2-1
Total Service Connections ................................................................................... 2-2
Growth Rate Projection........................................................................................ 2-3
WATER PRODUCTION ........................................................................................................ 2-5
Monthly Production by Source ............................................................................ 2-5
Water Use............................................................................................................. 2-5
Demand .................................................................................................... 2-5
Consumption ........................................................................................................ 2-7
Distribution System Leakage ............................................................................... 2-8
Equivalent Residential Units (ERUs) .................................................................. 2-9
Land Use ............................................................................................................ 2-10
Future Population and Demand ......................................................................... 2-10
CHAPTER 3 – WATER SYSTEM ANALYSIS
OBJECTIVE ........................................................................................................................ 3-1
SYSTEM DESIGN STANDARDS ........................................................................................... 3-1
Water Quality Standards ...................................................................................... 3-2
System Capacity Standards .................................................................................. 3-2
General Design Standards ........................................................................ 3-2
Fire Suppression Standards ...................................................................... 3-4
Storage Standards..................................................................................... 3-4
WATER QUALITY .............................................................................................................. 3-4
Introduction .......................................................................................................... 3-5
Source Water Quality ........................................................................................... 3-5
Surface Water Source Monitoring ........................................................... 3-5
Surface Water Treatment Regulatory Requirements ............................... 3-5
Inorganic Chemical and Physical Water Quality ..................................... 3-6
Volatile Organic Chemicals ..................................................................... 3-8
Synthetic Organic Chemicals ................................................................... 3-9
Radionuclides ........................................................................................... 3-9
Finished Water Quality ...................................................................................... 3-10
Turbidity ................................................................................................ 3-10
Disinfection ............................................................................................ 3-10
Delivered Water Quality .................................................................................... 3-11
Coliform Bacteria Monitoring ............................................................... 3-12
Disinfectant Byproduct Monitoring ....................................................... 3-13
Asbestos ................................................................................................. 3-15
Lead and Copper Monitoring ................................................................. 3-15
Water Quality Reporting .................................................................................... 3-16
Water Quality Complaints ................................................................................. 3-17
SYSTEM FACILITIES ANALYSIS ....................................................................................... 3-17
Sources ............................................................................................................... 3-17
iii
Source Capacity ..................................................................................... 3-18
Water Rights Analysis ........................................................................... 3-19
Source Capacity Analysis ...................................................................... 3-21
Water Treatment ................................................................................................ 3-22
Treatment Process Configuration .......................................................... 3-22
Mechanical Micro-Screens .................................................................... 3-23
Ultrafiltration System............................................................................. 3-23
Chlorination System............................................................................... 3-25
Process Wastewater Handling and Disposal .......................................... 3-26
Standby Power Supply ........................................................................... 3-27
Storage Evaluation ............................................................................................. 3-27
Existing Finished Water Storage Reservoirs ......................................... 3-27
Storage Requirements ............................................................................ 3-29
Storage Evaluation ................................................................................. 3-33
Storage Deficiencies .............................................................................. 3-36
Booster Pump Systems ...................................................................................... 3-36
Morgan Hill Booster Pump Station........................................................ 3-36
Reservoir Booster Pump Station ............................................................ 3-38
Booster Pump Station Deficiencies ....................................................... 3-38
Control System................................................................................................... 3-38
Raw Water Transmission System ...................................................................... 3-39
General Description and Condition ....................................................... 3-39
Distribution System ........................................................................................... 3-39
General Description and Condition ....................................................... 3-39
Hydraulic Model Development.............................................................. 3-40
System Evaluation Criteria .................................................................... 3-41
Summary of Modeling Runs and Deficiencies ...................................... 3-43
Description of Distribution System Improvements ............................... 3-48
Annual Main Replacement .................................................................... 3-54
WATER SYSTEM CAPACITY LIMITS ................................................................................. 3-55
Source Capacity Limit ....................................................................................... 3-55
Treatment Capacity Limit .................................................................................. 3-55
Instantaneous Water Right Capacity Limit ........................................................ 3-56
Annual Water Right Capacity Limit .................................................................. 3-56
Storage Capacity Limit ...................................................................................... 3-56
SUMMARY OF SYSTEM NEEDS AND CONCERNS ............................................................... 3-58
Source ................................................................................................................ 3-58
Water Rights ...................................................................................................... 3-58
Water Storage..................................................................................................... 3-59
Control System................................................................................................... 3-59
Raw Water Transmission System ...................................................................... 3-59
Water Distribution System ................................................................................. 3-59
Booster Pump Systems ...................................................................................... 3-59
Backup Power Supply ........................................................................................ 3-59
iv
CHAPTER 4 – WATER USE EFFICIENCY PROGRAM
OBJECTIVE ........................................................................................................................ 4-1
WATER USE EFFICIENCY PLANNING REQUIREMENTS ....................................................... 4-1
Water Use Efficiency Rule .................................................................................. 4-1
PLANNING REQUIREMENTS ............................................................................................... 4-2
Estimation of Water Saved .................................................................................. 4-2
GOAL SETTING AND PERFORMANCE REPORTING REQUIREMENTS .................................... 4-3
Previous WUE Goals ........................................................................................... 4-4
Previous Water System Plan .................................................................... 4-4
Current WUE Goals ............................................................................................. 4-5
Water Use Efficiency Annual Performance
Report – 2013 through 2018 .............................................................. 4-5
Future WUE Goals ............................................................................................... 4-5
Water Use Efficiency – 2019 through 2024 ............................................ 4-5
Selected Water Use Efficiency Measures ............................................................ 4-6
Measures to Meet Demand-Side Goal ..................................................... 4-7
Measures to Meet Supply-Side Goal ....................................................... 4-8
Required Number of WUE Measures ...................................................... 4-8
Evaluate Water Use Efficiency Measures ............................................................ 4-9
METERING REQUIREMENTS ............................................................................................... 4-9
DISTRIBUTION SYSTEM LEAKAGE STANDARD .................................................................. 4-9
Water Use Data Reporting ................................................................................... 4-9
POTENTIAL WATER SAVING WITH CONSERVATION ........................................................ 4-11
SOURCE OF SUPPLY ANALYSIS ........................................................................................ 4-13
Optimizing Use of Current Supplies .................................................................. 4-13
Enhanced Conservation Measures ..................................................................... 4-13
Water Right Changes ......................................................................................... 4-13
Artificial Recharge ............................................................................................. 4-13
WATER SYSTEM RELIABILITY ANALYSIS ........................................................................ 4-13
Summary of Water System Reliability Efforts .................................................. 4-13
Water Shortage Response Planning ................................................................... 4-14
Port Townsend Conservation Response Measures ................................ 4-14
Coordination Meetings........................................................................... 4-17
INTERTIES ....................................................................................................................... 4-18
WATER RECLAMATION ................................................................................................... 4-18
Water Reclamation and Reuse Requirements in Washington State .................. 4-18
Treatment Standards .............................................................................. 4-19
Permitted Uses of Reclaimed Municipal Wastewater ........................... 4-20
Use Area Requirements ......................................................................... 4-24
Operational and Reliability Requirements ............................................. 4-25
Potential Reclaimed Water Users ...................................................................... 4-26
Large Water System Users ..................................................................... 4-26
Parks and Recreational Areas ................................................................ 4-26
Flushing of Sanitary Sewers .................................................................. 4-27
Estimated Potential Reclaimed Water Use ............................................ 4-27
Estimated Water Savings ................................................................................... 4-29
v
Conceptual Design and Cost Estimate ............................................................... 4-29
Tertiary Treatment ............................................................................................. 4-29
Coagulation and Filtration ................................................................................. 4-29
Upgraded UV Disinfection ................................................................................ 4-30
Alarms and Telemetry........................................................................................ 4-30
Storage ............................................................................................................... 4-30
Distribution ........................................................................................................ 4-30
Feasibility of Wastewater Reuse ........................................................................ 4-30
CONCLUSION ................................................................................................................... 4-32
WATER SUPPLY CHARACTERISTICS ................................................................................ 4-33
CHAPTER 5 – WATERSHED PROTECTION PROGRAM
INTRODUCTION ................................................................................................................. 5-1
WATERSHED DESCRIPTION ............................................................................................... 5-2
Location and General Description ....................................................................... 5-2
Physical Features of the Municipal Watershed .................................................... 5-2
Rugged Terrain ........................................................................................ 5-3
Limited Access......................................................................................... 5-3
Bedrock Geology ..................................................................................... 5-3
Glaciation ................................................................................................. 5-3
Steep Slopes ............................................................................................. 5-4
Soils and Vegetation ............................................................................................ 5-4
Soils.......................................................................................................... 5-4
Land Cover............................................................................................... 5-5
Natural Vegetation ................................................................................... 5-6
Climate ................................................................................................................. 5-6
Precipitation ......................................................................................................... 5-6
Weather Patterns ...................................................................................... 5-7
Snowpack Development .......................................................................... 5-7
Winter Storms .......................................................................................... 5-7
Climate Change ........................................................................................ 5-7
Weather Records .................................................................................................. 5-8
HYDROLOGIC CHARACTERIZATION OF THE MUNICIPAL WATERSHED ............................... 5-8
U.S. Geological Survey (USGS) .......................................................................... 5-8
Washington State Department of Ecology (Ecology) .......................................... 5-9
Streamflow Studies ............................................................................................ 5-10
LAND OWNERSHIP .......................................................................................................... 5-12
Land Ownership and Management Within the Municipal Watershed............... 5-12
Land Ownership of Lords Lake and City Lake ................................................. 5-12
INVENTORY OF POTENTIAL SOURCES OF SURFACE WATER CONTAMINATION ................ 5-13
Logging Activities ............................................................................................. 5-13
Roads.................................................................................................................. 5-13
Recreational Uses............................................................................................... 5-14
Special Forest Products ...................................................................................... 5-14
Animals .............................................................................................................. 5-15
Invasive Plant Species Control .......................................................................... 5-15
vi
Erosion and Sedimentation ................................................................................ 5-15
Wildfire .............................................................................................................. 5-16
Windstorms ........................................................................................................ 5-16
Flooding ............................................................................................................. 5-17
WATERSHED CONTROL MEASURES ................................................................................ 5-17
Written Agreements ........................................................................................... 5-17
United States Forest Service (USFS) ..................................................... 5-17
MOU between USFS and Ecology ........................................................ 5-19
Washington State Department of Ecology (Ecology) ............................ 5-19
Port Townsend Paper Company (PTPC) ............................................... 5-19
Control of Activities in the Municipal Watershed ............................................. 5-19
Watershed Inspection and Patrol ........................................................... 5-19
Recreational Activities ........................................................................... 5-20
Road Access ........................................................................................... 5-20
Mitigation of Adverse Impacts .............................................................. 5-20
Project Scoping and Review .................................................................. 5-21
Halt to Operations .................................................................................. 5-21
Wildfire Management ............................................................................ 5-21
Hazardous Material Response Plan ....................................................... 5-22
Education ........................................................................................................... 5-22
Watershed Monitoring Activities ....................................................................... 5-22
Trailhead Parking Lot Monitoring ......................................................... 5-23
Watershed Monitoring ........................................................................... 5-23
Water Quality Monitoring...................................................................... 5-24
Contaminant Mitigation ......................................................................... 5-24
Data Keeping and Analysis ................................................................................ 5-25
WATER SYSTEM OPERATION AND MAINTENANCE INCLUDING EMERGENCY
PROVISIONS .............................................................................................................. 5-25
Routine Operations ............................................................................................ 5-25
Big Quilcene River Diversion Operation ............................................... 5-25
Little Quilcene River Diversion Operation ............................................ 5-26
Lords Lake Reservoir Operation ............................................................ 5-26
City Lake Reservoir Operation .............................................................. 5-26
Maintenance ....................................................................................................... 5-26
EMERGENCY RESPONSE .................................................................................................. 5-26
Notification Procedures ..................................................................................... 5-27
Vulnerability Analysis ....................................................................................... 5-27
Contingency Operations Plan ............................................................................ 5-28
Other Contact Information ..................................................................... 5-28
United States Forest Service (USFS) ..................................................... 5-29
Washington State Department of Ecology (Ecology) ............................ 5-29
Washington Department of Health (DOH) ............................................ 5-29
Jefferson County Sheriff ........................................................................ 5-30
Jefferson County Department of Emergency Management (DEM) ...... 5-30
Jefferson County Department of Public Health (JCPH) ........................ 5-30
Local Fire Department ........................................................................... 5-30
vii
Documentation of Water Quality Trends ........................................................... 5-30
Cryptosporidium .................................................................................... 5-30
Fecal Coliform ....................................................................................... 5-30
Turbidity ................................................................................................ 5-31
Algae ...................................................................................................... 5-31
CHAPTER 6 – OPERATION & MAINTENANCE PROGRAM
INTRODUCTION ................................................................................................................. 6-1
WATER SYSTEM MANAGEMENT AND PERSONNEL ............................................................ 6-1
Operator Certification .......................................................................................... 6-1
Certification Requirements ...................................................................... 6-1
Port Townsend Water Operations Staff Certifications ............................ 6-3
Professional Growth Requirements ..................................................................... 6-3
Preventive Maintenance ....................................................................................... 6-4
Reservoirs ................................................................................................ 6-4
Distribution System Maintenance ............................................................ 6-5
Dead-End Waterlines ............................................................................... 6-8
Booster Pump Station Maintenance ......................................................... 6-9
OGWS Maintenance ................................................................................ 6-9
Preventive Maintenance Schedule ....................................................................... 6-9
EMERGENCY RESPONSE PROGRAM ................................................................................. 6-10
Water System Personnel Emergency Call-Up List ............................................ 6-10
Notification Procedures ..................................................................................... 6-10
Emergency Procedures....................................................................................... 6-11
SAFETY PROCEDURES ..................................................................................................... 6-11
CROSS-CONNECTION CONTROL PROGRAM ..................................................................... 6-12
Program Elements .............................................................................................. 6-12
Element 1: Instrument of Legal Authority to Implement Program....... 6-12
Element 2: Procedures and Schedules for Evaluating Service
Connections ..................................................................................... 6-12
Element 3: Procedures and Schedules for Eliminating and Controlling
Cross Connections ........................................................................... 6-13
Element 4: Qualified Personnel to Implement Program ....................... 6-13
Element 5: Ensure that Approved Backflow Operating Correctly ....... 6-13
Element 6: Ensure that Backflow Preventers Are Tested Properly ...... 6-14
Element 7: Procedures for Responding to Backflow Incidents ............ 6-14
Element 8: Consumer Education .......................................................... 6-15
Element 9: Cross-Connection Control Record Keeping ....................... 6-15
Element 10: Additional Requirements if Reclaimed Water is Used..... 6-15
Priority Service List ........................................................................................... 6-15
New and Existing Cross-Connection Devices ................................................... 6-16
CUSTOMER COMPLAINT RESPONSE ................................................................................. 6-16
RECORDKEEPING AND REPORTING .................................................................................. 6-16
O&M IMPROVEMENTS .................................................................................................... 6-17
Water System Management and Personnel........................................................ 6-17
Operator Certification ........................................................................................ 6-17
viii
System Operation and Control ........................................................................... 6-17
Water Quality Monitoring.................................................................................. 6-17
Preventive Maintenance ..................................................................................... 6-18
Emergency Response Program .......................................................................... 6-18
Cross-Connection Control Program ................................................................... 6-18
Customer Complaint Response Program ........................................................... 6-18
Summary of O&M Improvements ..................................................................... 6-18
CHAPTER 7 – DISTRIBUTION FACILITIES DESIGN AND
CONSTRUCTION STANDARDS
OBJECTIVE ........................................................................................................................ 7-1
SYSTEM STANDARDS, POLICIES, AND PROCEDURES .......................................................... 7-1
PROJECT REVIEW PROCEDURES ........................................................................................ 7-2
Permit Application ............................................................................................... 7-2
Application Review ............................................................................................. 7-2
Approval of Plans ................................................................................................ 7-3
POLICIES AND REQUIREMENTS FOR EXTERNAL PARTIES, INCLUDING CONSUMERS AND
DEVELOPERS ............................................................................................................... 7-3
Extensions – Where to be Constructed ................................................................ 7-3
Bonding ................................................................................................................ 7-3
Costs and Inspection Deposit ............................................................................... 7-3
Line Extension Construction................................................................................ 7-4
Extension to be Completed Within 1 Year .......................................................... 7-5
City Costs to be Borne by Developer .................................................................. 7-5
Warranty .............................................................................................................. 7-5
DESIGN STANDARDS, PERFORMANCE STANDARDS, AND SIZING CRITERIA ....................... 7-5
Water Mains ......................................................................................................... 7-6
Main Sizing .............................................................................................. 7-6
Distribution System Looping ................................................................... 7-6
Line Termination ..................................................................................... 7-6
Air Releases and Blowoffs....................................................................... 7-6
Gate Valve Spacing.................................................................................. 7-6
Fire Flow .............................................................................................................. 7-7
System Pressures .................................................................................................. 7-7
CONSTRUCTION STANDARDS (MATERIALS AND METHODS) ............................................. 7-7
CONSTRUCTION CERTIFICATION AND FOLLOW-UP PROCEDURES ..................................... 7-7
Inspection ............................................................................................................. 7-8
Testing.................................................................................................................. 7-8
Approval, Acceptance and Conveyance .............................................................. 7-8
As-Builts .............................................................................................................. 7-8
CHAPTER 8 – IMPROVEMENT PROGRAM
OBJECTIVE ........................................................................................................................ 8-1
CAPITAL IMPROVEMENTS.................................................................................................. 8-1
Storage ................................................................................................................. 8-1
Distribution System Improvements ..................................................................... 8-1
ix
Fire Flow Improvements .......................................................................... 8-2
Water Service Improvements to Future Growth Areas............................ 8-3
Expansion of the “High Zone” ................................................................. 8-4
Raw Water Transmission Main Improvements ................................................... 8-5
Booster Pump Station Improvements .................................................................. 8-5
Morgan Hill Booster Station .................................................................... 8-5
South Glen Cove Booster Station ............................................................ 8-6
NON-CAPITAL IMPROVEMENTS ......................................................................................... 8-6
Water Use Efficiency Measures ........................................................................... 8-6
WUE-01: Program Promotion ................................................................ 8-6
Planning Measures ............................................................................................... 8-7
WSP-01: Update Water System Plan ...................................................... 8-7
Asbestos Cement Replacement Program ............................................................. 8-7
M-01: AC Water Main Replacement Program ....................................... 8-7
Summary of Non-Capital Improvements ............................................................. 8-7
OPERATION AND MAINTENANCE ....................................................................................... 8-8
Annual Leak Detection ........................................................................................ 8-8
M-02: Leak Detection ............................................................................. 8-8
Water Meter Replacement ................................................................................... 8-8
M-03: Water Meter Replacement ........................................................... 8-8
Summary of Operation and Maintenance Projects .............................................. 8-8
10-YEAR IMPROVEMENTS ................................................................................................. 8-9
20-YEAR IMPROVEMENTS ............................................................................................... 8-11
CHAPTER 9 – FINANCIAL PROGRAM
OBJECTIVE ........................................................................................................................ 9-1
PAST AND PRESENT FINANCIAL STATUS ........................................................................... 9-1
Water Rates .......................................................................................................... 9-1
Comparison of Rates ............................................................................................ 9-3
Revenues and Expenditures ................................................................................. 9-4
Historic Cash Flow .................................................................................. 9-6
Other Funds .............................................................................................. 9-6
PROJECTED FUTURE FINANCIAL STATUS .......................................................................... 9-7
Projections Without Capital Improvements ......................................................... 9-8
Projected Revenues .................................................................................. 9-8
Projected Expenditures .......................................................................... 9-10
Projected Cash Flow .............................................................................. 9-12
Projected Capital Improvements Costs .............................................................. 9-15
Fund Balance Summary ..................................................................................... 9-17
FINANCIAL VIABILITY ..................................................................................................... 9-20
RATE STRUCTURE ANALYSIS .......................................................................................... 9-21
CONCLUSIONS AND RECOMMENDATIONS ........................................................................ 9-21
x
LIST OF TABLES
No. Table Page
1-1 Summary of Port Townsend Water Rights .......................................................... 1-7
1-2 Inventory of City’s Distribution System Pipe ...................................................... 1-9
1-3 Summary of Primary Water System Facilities..................................................... 1-9
1-4 Water System Projects since 2009 ..................................................................... 1-11
2-1 Historical Population ........................................................................................... 2-2
2-2 Historical Water Service Connection History...................................................... 2-3
2-3 Jefferson County and City of Port Townsend 20-Year Population Projection
and Allocation (2016-2036) ........................................................................... 2-3
2-4 Projected Population for Port Townsend and West of City/Glen Cove Area
for Years 2017-2036 ...................................................................................... 2-4
2-5 Master Meter Flow Data (mgd) ........................................................................... 2-6
2-6 Types of Demand (mgd) ...................................................................................... 2-7
2-7 Average Day Consumption (mgd) (Includes Non-Residential Use) ................... 2-8
2-8 Distribution System Leakage (mgd) .................................................................... 2-9
2-9 Equivalent Residential Units (ERUs) ................................................................ 2-10
2-10 Population and Demand Estimates .................................................................... 2-11
3-1 General Facilities Requirements .......................................................................... 3-3
3-2 Inorganic Chemical Sampling Results ................................................................. 3-6
3-3 Nitrate Monitoring Results .................................................................................. 3-8
3-4 VOC Sampling History ........................................................................................ 3-8
3-5 SOC Sampling History ........................................................................................ 3-9
3-6 Test Results for Radionuclides .......................................................................... 3-10
3-7 TTHM and HAA5 Sample Results .................................................................... 3-14
3-8 Lead and Copper Monitoring Results ................................................................ 3-15
3-9 System Monitoring Requirements and Waivers for 2017.................................. 3-16
3-10 Existing Instantaneous Water Rights Analysis .................................................. 3-20
3-11 Historical Annual Water Rights Analysis .......................................................... 3-20
3-12 Projected Annual Water Rights Analysis .......................................................... 3-21
3-13 Water Demands and Source Capacity (mgd) ..................................................... 3-21
3-14 Process Wastewater Volumes ............................................................................ 3-26
3-15 Existing Storage Reservoirs ............................................................................... 3-28
3-16 Demands Utilized for Storage Evaluation (mgd)............................................... 3-30
3-17 Effective Storage Requirement .......................................................................... 3-33
3-18 High Zone Storage Evaluation ........................................................................... 3-34
3-19 Low Zone Storage Evaluation ........................................................................... 3-35
3-20 Morgan Hill Booster Pump Station Design Criteria .......................................... 3-37
3-21 1 MG Standpipe (High Zone) Model Water Surface Elevations ....................... 3-42
3-22 5 MG Reservoir (Low Zone) Model Water Surface Elevations ........................ 3-42
3-23 Key Fire Flow Locations ................................................................................... 3-46
3-24 PRV and PSV Settings ....................................................................................... 3-47
xi
No. Table Page
3-25 High Zone Storage Requirement Limit.............................................................. 3-57
3-26 Low Zone Storage Requirement Limit .............................................................. 3-57
3-27 Water System Capacity Limits .......................................................................... 3-58
4-1 Per-Capita Average Day Water Use .................................................................... 4-5
4-2 Summary of Port Townsend 2019 Demand-Side Measures ................................ 4-7
4-3 Summary of Port Townsend 2019 Supply-Side Measures .................................. 4-8
4-4 Summary of Water Use Data Collection Requirements .................................... 4-10
4-5 Water System Demand Forecasting with Conservation Goal ............................ 4-11
4-6 State of Washington Reclaimed Water Treatment Standards ............................ 4-19
4-7 Allowable Uses of Reclaimed Water ................................................................. 4-21
4-8 Setback Distances for Reclaimed Water in the State of Washington ................ 4-25
4-9 Largest Water Users in Port Townsend in 2015 ................................................ 4-26
4-10 Potential Reclaimed Water Usage Rates............................................................ 4-28
4-11 Capital Cost Estimate for Water Reclamation Facilities and Distribution
System .......................................................................................................... 4-31
4-12 Annual Operating Cost and Net Present Value Estimates for Water
Reclamation Facilities and Distribution System .......................................... 4-32
5-1 Big Quilcene River (USGS 12052210) Water Year 1994 - 2016 ........................ 5-9
5-2 Ecology Gage Statistics for the Big and Little Quilcene Rivers ........................ 5-10
5-3 Instream Flows for Big and Little Quilcene Rivers Established by Ecology .... 5-10
5-4 Estimated Monthly Flows for the Big and Little Quilcene Rivers .................... 5-11
5-5 Estimated Monthly Flows for the Big and Little Quilcene Rivers .................... 5-12
5-6 Land Ownership within Port Townsend’s Municipal Watershed ...................... 5-12
5-7 Watershed Monitoring Activities ....................................................................... 5-23
5-8 Water Quality Monitoring Activities ................................................................. 5-24
5-9 Emergency Contact Information ........................................................................ 5-29
6-1 Water Treatment Plant Classification .................................................................. 6-2
6-2 Water Treatment Plant Classification for the Minimum Level of Certified
Operators in Responsible Charge................................................................... 6-2
6-3 Distribution System Classification ...................................................................... 6-2
6-4 Port Townsend Water System Personnel Certifications ...................................... 6-3
6-5 General Preventive Maintenance Schedule ......................................................... 6-9
6-6 Emergency Phone List ....................................................................................... 6-11
8-1 Water Main Improvements to Meet Fire Flow Standards ................................... 8-2
8-2 Water Main Improvements to Future Growth Areas ........................................... 8-4
8-3 Expansion of the “High Zone” Improvements..................................................... 8-4
8-4 Booster Pump Station Improvements .................................................................. 8-6
8-5 Summary of Non-Capital Improvements ............................................................. 8-7
8-6 Summary of Operation and Maintenance Projects .............................................. 8-9
8-7 10-Year Improvement Schedule ........................................................................ 8-10
8-8 20-Year Improvement Schedule ........................................................................ 8-12
8-9 Capital, Non-Capital, and Operation and Maintenance Improvement
Schedule ....................................................................................................... 8-13
xii
No. Table Page
9-1 Port Townsend Water Rates Effective January 2018 .......................................... 9-2
9-2 Equivalent Residential Unit Factors .................................................................... 9-3
9-3 Comparison of Water Rates with Nearby Water Utilities ................................... 9-3
9-4 Summary of Water Utility Revenues ................................................................... 9-5
9-5 Summary of Water Utility Expenditures ............................................................. 9-6
9-6 Summary of Water Utility Cash Flow ................................................................. 9-6
9-7 Summary of Other Funds ..................................................................................... 9-7
9-8 Projected Economic Inputs .................................................................................. 9-7
9-9 Projected Revenues with Applied Growth Factors .............................................. 9-9
9-10 Projected Expenditures without Capital Improvements .................................... 9-11
9-11 Projected Cash Flow with Annual Rate Adjusted as Implemented ................... 9-13
9-12 Projected Cash Flow with Rate Adjustment without Capital Improvements .... 9-14
9-13 Capital Improvement Schedule .......................................................................... 9-16
9-14 Projected Fund Balances following Implementation of Rate Adjustment ......... 9-18
LIST OF FIGURES
No. Figure On or Follows Page
1-1 Vicinity Map ........................................................................................................ 1-2
1-2 Olympic Gravity Water System (OGWS) ........................................................... 1-4
1-3 City and Adjacent Water Service Areas .............................................................. 1-4
1-4 Water System Facilities ....................................................................................... 1-4
1-5 City Water Service Area .................................................................................... 1-16
1-6 City Land Use .................................................................................................... 1-16
2-1 Monthly Variation in Demand at the City’s Master Meters ................................ 2-6
2-2 Future Demand................................................................................................... 2-12
3-1 Reservoir Storage Capacity Exhibit ................................................................... 3-34
3-2 Existing Distribution System Map ..................................................................... 3-40
3-3 Existing System Pressure at 2016 PHD ............................................................. 3-44
3-4 Existing System Pressure at 2026 PHD ............................................................. 3-44
3-5 Existing System Pressure at 2036 PHD ............................................................. 3-44
3-6 Available Fire Flow at 2016 MDD in Existing System ..................................... 3-46
3-7 Available Fire Flow at 2026 MDD in Existing System ..................................... 3-46
3-8 Available Fire Flow at 2036 MDD in Existing System ..................................... 3-46
3-9 Key Fire Flow Locations ................................................................................... 3-46
3-10 Key Locations Fire Flow at 2036 MDD in Existing System ............................. 3-46
3-11 Key Locations Fire Flow at 2036 MDD after All Improvements ...................... 3-46
3-12 Available Fire Flow at 2036 MDD after All Improvements.............................. 3-46
3-13 Distribution of AC Pipe ..................................................................................... 3-48
4-1 Per-Capita Water Use .......................................................................................... 4-3
xiii
No. Figure On or Follows Page
5-1 Municipal Watershed Location .......................................................................... 5-12
5-2 Lords Lake Reservoir ......................................................................................... 5-14
5-3 City Lake Reservoir ........................................................................................... 5-14
5-4 Watershed Road Closure Map 1992-2017 ......................................................... 5-14
8-1 Capital Improvement Projects.............................................................................. 8-2
APPENDICES
Appendix A – City of Port Townsend Water Facilities Inventory (WFI) August 2018
Sanitary Survey Report (2017)
Appendix B – Water Rights
Preliminary Well Permit for Port Townsend Golf Course
Water Rights Self-Assessment
Appendix C – Notice to WSDOH and Ecology of Intertie Use
Port Townsend Paper Company (PTPC) Water Use Agreement
Ordinance No. 2777 (between Port Townsend and Jefferson Co. PUD)
Appendix D – Land Use and Zoning Descriptions
Appendix E – Water System Policies
Port Townsend Municipal Code (PTMC) Titles 13.03 System
Development Charges, 13.04 Utility Latecomer Agreements, 13.05 Utility
Fees, 13.11 General Provisions, 13.12 Water Service and Reservation
System Outside of City, 13.13 Water Service Connections, 13.14 Water
Main Extensions, Replacements, Improvements, 13.15 Water Service
Turn-ons and Shut-offs, 13.16 Water Meters, 13.17 Cross Connections
Appendix F – Duty to Service Requirement
Complaint Procedure
Appendix G – Port Townsend Development Standards
Appendix H – Cross-Connection Control Program
Cross-Connection Control Assembly Test Status
Cross-Connection Control Assembly Tests
Scheduled Test Notice – Sample Letter
Appendix I – Consumer Confidence Report (2018)
Appendix J – Summary of Water Quality Regulations
Water Quality Exceedances/Stage 2 DBP Monitoring
Water Quality Monitoring Schedule
Draft Rule Changes Revised Total Coliform Rule
Appendix K – Cryptosporidium Monitoring Plan
DBP Sample Monitoring Plan
Coliform Monitoring Plan
Appendix L – Hydraulic Modeling Results
Appendix M – Example Maintenance and Monitoring Forms
ORCAA Rule 6.3.4.-Disposal of Asbestos Containing Waste Material
xiv
Appendix N – Long Term 2 Enhanced Surface Water Treatment Compliance Project
United States Forest Service (USFS) Agreement
Appendix O – Olympic Gravity Water System (OGWS) Operation Manual
Emergency Contact Information
Appendix P – Suggested Boil Water Notice
Appendix Q – Detailed Cost Analyses (Capital Improvement Plan)
Appendix R – SEPA Environmental Checklist
Annotated SEPA Checklist
2018 WSP Cover – Exhibit B
2018 WSP Threshold DNS Notice
Appendix S – Port Townsend Cyanotoxin Treatment Protocol September 2017
Appendix T – OGWS OPC – Replacement Cost by Segment
City of Port Townsend 1-1
Water System Plan July 2019
CHAPTER 1
DESCRIPTION OF WATER SYSTEM
INTRODUCTION
This Comprehensive Water System Plan (Plan) for the City of Port Townsend (City) is an
update of the City of Port Townsend Water System Plan (2008). The Plan is prepared in
accordance with the Washington State Department of Health (DOH) Washington
Administrative Code (WAC) 246-290-100.
SYSTEM OWNERSHIP AND MANAGEMENT
The City owns and manages its water system for typical municipal purposes that include
residential, commercial, industrial, and government uses. Figure 1-1 provides a regional
vicinity map. Figure 1-2 shows the northern Quimper Peninsula and the City’s Olympic
Gravity Water System (OGWS). The DOH water system identifying number for the
City’s water system is 69000R. A copy of the Water Facilities Inventory (WFI) is
included in Appendix A.
The Water Operations Manager within the Public Works Department oversees the City’s
water system. The Water Operations Group is composed of two sub-groups, one of
which focuses on water quality and treatment issues (the Water Quality Group) and the
other focuses on distribution system related issues (Water Distribution Group). The
Water Quality and Water Distribution Groups execute day-to-day maintenance and
operation activities. Water system planning, design, and other non-routine management
of the water system are addressed by engineering staff within the Public Works
Department or hired consultants. The City’s Public Works Department is located at
250 Madison Street, Suite 2R in Port Townsend, Washington.
The Water Operations Manager reports to the Public Works Director, The Public Works
Director reports to the City Manager who in turn reports to the Mayor and City Council.
PURPOSE
In accordance with WAC 246-290-100 and the DOH, water system plans must be
updated every 10 years, or more frequently if necessary, to reflect the current conditions
of the water system. The complete Water System Plan was last updated in 2008. A
partial update was adopted in 2014 with the understanding that the full Plan would be
updated upon completion of the new water treatment facility in 2017. In order to fulfill
planning requirements, the City has authorized Gray & Osborne, Inc., to prepare an
update to the Plan.
Gray & Osborne, Inc., Consulting Engineers
1-2 City of Port Townsend
July 2019 Water System Plan
The purpose of the Plan is to assist the City with developing a long-term planning
strategy for its water utility. The Plan evaluates the existing system and its ability to
meet the requirements for source, quality, storage, and distribution over a 20-year
planning period. Recommendations for system improvements are made in conformance
with the planning requirements of the State of Washington’s Growth Management Act
(GMA) and in conformance with the DOH rules and regulations for public water systems.
BACKGROUND INFORMATION
The City’s isolation at the north end of the Quimper Peninsula, in the rain shadow of the
Olympic Mountains, made it necessary early in the City’s history for community and
industry leaders to look further to the south for sufficient water supply. A summary of
the history of the City’s water system, its geographical and climatic setting, and its spatial
relationship to nearby water systems are presented in the following subsections.
Since the Port Townsend water system relies exclusively on surface water as its source, a
key component of the City’s water system is the watershed where the source originates.
Most land within the municipal watershed is managed by the United States Forest Service
(USFS). In order to ensure that the watershed continues to provide high quality source
water to the City, the City and the USFS have entered into an agreement in which both
parties outline their responsibilities in the Cooperative Watershed Protection Program. A
copy of this agreement is located in Appendix N and is discussed in more detail in
Chapter 5.
HISTORY OF WATER SYSTEM DEVELOPMENT
The Spring Valley Water Company (SVWC) supplied the City of Port Townsend with
water in the late 1800s and the early 1900s. The SVWC’s original water supplies were
springs near the pond at F Street and San Juan Avenue near the existing Golf Course.
The SVWC later began development of a diversion on Snow Creek, just west of Crocker
Lake, as additional water was required for growth. The City acquired the SVWC in 1904
and finished construction of a wood stave pipeline and diversion in 1906. Snow Creek
served as the City’s water supply until 1928 when construction of the Crown-Zellerbach
Kraft Paper Mill (now Port Townsend Paper Corporation) created water demands that far
exceeded the capacity of the Snow Creek supply system.
To accommodate the demands from the Mill, the City applied for and received water
rights to the Big Quilcene River and Little Quilcene River and the City and Crown-
Zellerbach cooperatively undertook construction of the Big Quilcene diversion and
transmission pipeline. Wood stave pipe ranging in diameter from 20 to 30 inches was
constructed from the timber crib diversion structure on the Big Quilcene River to the City
of Port Townsend. Between the 1950s and early 1970s, the wood stave pipe was
replaced with steel pipe. The existing 28.5-mile pipeline from the Big Quilcene River
diversion to the City is comprised mostly of 30-inch diameter steel pipe with some
JEFFERSON
OLYMPIA
WAHKIAKUM
PACIFIC
CLALLAM
GRAYS
HARBOR
GARFIELD
BENTON
KLICKITAT
5
CLARK
SKAMANIA
YAKIMA
COWLITZ
VICINITY MAP
ASOTINWALLA WALLA
COLUMBIA
OKANOGAN
DOUGLAS
GRANT
WHATCOM
SKAGIT5
CHELAN
90 KITTITAS
SNOHOMISH
KING
PIERCE
SEATTLE
KI
T
S
A
P
LEWIS
ISL
A
N
D
MASON
THURSTON
SAN
JUAN
PEND
STEVENS
FERRY
OREILLE
90
LINCOLN
SPOKANE
WHITMAN
SPOKANE
FRANKLIN
ADAMS
NOT TO SCALE
PORT TOWNSEND
CONSULTING ENGINEERS
FIGURE 1-1
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
VICINITY MAP
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-3
Water System Plan July 2019
shorter sections of 24-, 28- and 36-inch diameter steel pipe. The supply pipeline, known
as the Olympic Gravity Water System (OGWS), is shown in Figure 1-2.
The City and the Mill developed the Little Quilcene River source in 1956 as a
supplemental supply to the Big Quilcene River supply. A timber crib diversion dam was
constructed on the Little Quilcene River along with a 20-inch diameter steel pipeline to
convey water by gravity to Lords Lake Reservoir, which was also constructed in 1956. A
20-inch diameter pipeline connects Lords Lake to the 30-inch diameter OGWS. The
Little Quilcene River timber crib diversion was replaced in 1995 with a concrete
diversion structure.
The City owns all of the diversions, reservoirs, and transmission facilities associated with
the OGWS as well as the water rights. Since construction of the Big Quilcene diversion,
the City and Mill have had a lease agreement that delegates responsibility for the
operation and maintenance of the diversion and transmission facilities to the Mill. Lease
payments by the mill paid the debt service for the construction of the Big Quilcene
project as well as the Little Quilcene project and transmission line replacement. City
staff operates the City’s water distribution and treatment systems.
GEOGRAPHY
Port Townsend is located approximately 50 miles northwest of Seattle at the tip of the
Quimper Peninsula and covers approximately 4,652 acres. The City is bounded by Port
Townsend Bay to the south, Admiralty Inlet to the east, and the Strait of Juan de Fuca to
the north. Unincorporated Jefferson County lies to the west.
The City’s service area lies within the Puget Sound lowlands on the Quimper Peninsula
in eastern Jefferson County. The Quimper Peninsula is a smaller peninsula extending
into Admiralty Inlet from the larger Olympic Peninsula. The Olympic Mountains are
located to the west and southwest and are the source of numerous river systems.
Regional landforms have been shaped by historical glacial periods. The Puget Sound
lowlands are essentially a glacial drift plain with underlain soils deposited by advancing
and retreating glacial ice. At least four separate glaciers have invaded the Puget Sound
lowlands, leaving behind a complex series of sediments up to 2,000 feet thick.
The Quimper Peninsula is generally characterized by wooded rolling hills that trend
north-south. Ground surface elevations on the peninsula range from sea level to
approximately 500 feet. Steep, wave-cut bluffs along Discovery Bay, the Strait of Juan
de Fuca, and Puget Sound are common. Indian and Marrowstone Islands are consistent
with the general topographic features of the adjacent peninsula.
Gray & Osborne, Inc., Consulting Engineers
1-4 City of Port Townsend
July 2019 Water System Plan
CLIMATE
The northern end of the Quimper Peninsula, in the rain shadow of the Olympic
Mountains, does not typically receive the heavy precipitation common in other parts of
the Olympic Peninsula and Puget Sound lowlands. The majority of the City’s annual
precipitation, mostly in the form of rain, occurs in the winter months, when most weather
patterns pass over the City from the south. The City’s average annual minimum and
maximum precipitation are approximately 12 inches and 27 inches, respectively, while
the average annual precipitation is approximately 18 inches. Average annual
precipitation in the northern portion of the municipal watershed is less than 50 inches.
Southward toward the Tunnel Creek drainage, average precipitation increases to
75 inches in the vicinity of Mt. Constance. Annual rainfall at the Big Quilcene diversion,
between 1950 and 1980, ranged from a low of 36.76 inches in 1976 to a high of
86.29 inches in 1966, averaging 68.28 inches.
Climate change is projected to alter environmental conditions across the region.
Consequences for the Port Townsend water system are expected to include challenges for
water supply, water quality, watershed health and infrastructure.
ADJACENT PURVEYORS
The City’s water service area and those of nearby water systems are shown in Figure 1-3.
There are three water systems that share a boundary with the City and include: Deaner
Line, Jamie Kozelisky, and Quimper (Jefferson County PUD No.1). Other purveyors
located on the Quimper Peninsula, but not sharing a boundary with the City include:
Jefferson County PUD No. 1 Vandecar, Cape George, and Jefferson County PUD No. 1
Valiani.
INVENTORY OF EXISTING FACILITIES
The primary facilities of the City’s water system are summarized in Table 1-3 and shown
in Figure 1-4. This section provides a brief description of these facilities.
Source of Supply
The City water system is supplied by surface water from the Big Quilcene and Little
Quilcene Rivers, which are located approximately 30 and 20 miles south of the City,
respectively. The diversions at the Little Quilcene and Big Quilcene Rivers provide flow
to Lords Lake and to City Lake. Both lakes are man-made impoundments. The
headwaters of each river originate within the Olympic National Forest and Olympic
National Park. The United States Forest Service manages most of the municipal
watershed with which the City has a close working relationship.
The Big Quilcene River is the primary water supply for the City. Water from the Little
Quilcene River diversion is used to fill Lords Lake, which has a capacity of
M :\P t w n s e n d \1 6 2 6 8 .0 0 _W S P \F i g u r e s \F i g 1 -2 .m x d
FIGURE 1-2OLYMPIC GRAVITYWATER SYSTEM (OGWS)
CITY OF PORT TOWNSEND
WATER SYSTEM PLANDabobBay
HoodCanal
OakBay
DiscoveryBay
UV116
UV19
UV104
£¤101 "
"
PortLudlow
Quilcene
PortTownsend
Port Townsend PaperCompany Intertie
City Lake Reservoir
Transmission Pipeline
Lords Lake Reservoir
Little QuilceneRiver Diversion
Big QuilceneRiver Diversion
IndianIsland
Marrow-stoneIsland
TriArea
M :\P t w n s e n d \1 6 2 6 8 .0 0 _W S P \F i g u r e s \F i g 1 -3 .m x d
FIGURE 1-3CITY AND ADJACENTWATER SERVICE AREAS
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN³CITY BOUNDARY
Port Townsend
PUD No. 1Vandecar
Jamie Kozelinsky
PUD No. 1Valiani
Cape George
Kala Point
PUD No. 1Quimper Water System
PUD No. 1Quimper Water System
Bruce R. Brown
M :\P t w n s e n d \1 6 2 6 8 .0 0 _W S P \F i g u r e s \F i g 1 -4 .m x d
FIGURE 1-4WATER SYSTEM FACILITIES
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
DiscoveryBay
UV116
UV19
UV104£¤101
"
IndianIsland
PortTownsend Morgan HillBooster Pump Station
Port Townsend PaperCompany Intertie
5 Million Gallon Reservoir1 Million Gallon Standpipe
30" OGWSPipeline
!!
CITY BOUNDARY ³
Water Treatment FacilityMaster Meter
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-5
Water System Plan July 2019
approximately 500 million gallons. Lords Lake can also be filled from the Big Quilcene
Diversion. The City’s surface water supplies are high quality and generally very low in
turbidity. When the Big and Little Quilcene Rivers experience high-turbidity events, the
City and the Port Townsend Paper Company (PTPC) use water stored in Lords Lake or
City Lake. The entire system operates by gravity from both of the diversions, to Lords
Lake, City Lake, and the City. City Lake functions as a raw-water equalizing reservoir
with approximately 140 million gallons of storage.
Water Rights
The City has water rights for both the Big and Little Quilcene Rivers. In addition to its
water rights to these surface water sources, the City also has storage water rights for two
raw water reservoirs: City Lake and Lords Lake. Copies of the City’s water rights are
included in Appendix B. Both the City and the PTPC are supplied from the Big and
Little Quilcene Rivers through the Olympic Gravity Water System Pipeline (OGWS).
PTPC leases all of the water supply that is not reserved by the City for its own purposes.
The City has reserved 7.74 cfs (5.0 mgd) of the OGWS supply for meeting the needs of
its retail and wholesale customers. The City’s lease agreement with PTPC expires on
March 15, 2020.
Surface Water
The City has surface water rights on the Big Quilcene River and the Little Quilcene
River. A summary of the existing water rights are shown in Table 1-1.
Permit No. 1021 (Certificate 322) documents a primary water right of 30 cfs of surface
water (13,440 gpm) from the Big Quilcene River “to be used within corporate limits of
the City of Port Townsend, Townships 30 and 31 North, Range 1 West, and nearby
territory.” Beginning in 1997 the City voluntarily maintained a minimum 27 cfs
downstream flow below the diversion. As a condition of the renewal of the US Forest
Service Special Use Permit in 2009, a minimum instream flow of 27 cfs has been
mandated to protect the salmon and steelhead fisheries downstream of the diversion. The
City and PTPC often reduce withdrawal of water from the Big Quilcene River between
August and November and make up the difference with water previously stored in Lords
Lake.
Despite the complete suspension of diversions, natural stream flows will sometimes drop
below 27 cfs. During periods of low streamflow the difference is made up with water
previously stored in Lords Lake.
The Little Quilcene River water right, Permit No. 9259 (Certificate 7028) allows a
withdrawal of up to 9.56 cfs, but is conditioned with the requirement to maintain a
minimum 6.0 cfs instream flow below the diversion, if naturally available. There is no
specific seasonal restriction on the Little Quilcene water right. However, it is the City’s
and PTPC’s experience that the Little Quilcene diversions are often streamflow limited
Gray & Osborne, Inc., Consulting Engineers
1-6 City of Port Townsend
July 2019 Water System Plan
between July and October. Between January and July, Lords Lake Reservoir is typically
full and only minimal diversions are necessary from the Little Quilcene River.
Groundwater
The City applied for a 150 gpm irrigation ground water right for use by the Port
Townsend Golf Course in June 2002. This source could possibly serve as an emergency
supply for the City. Approval of the application is pending. The application request is
summarized in Table 1-1 and the water right application is included in Appendix B.
Storage Rights
The City has water rights for storage in two raw water reservoirs, Lords Lake and City
Lake. The rights are summarized in Table 1-1. The two Lords Lake reservoir storage
permits were issued as part of the water right certificate for the Little Quilcene River. A
separate certificate of water right was issued for City Lake storage.
Reservoir Permit R-118 (Certificate 2004) documents a total storage right of
800 acre-feet of surface water in the City Lake reservoir diverted from the Big Quilcene
River pursuant to Certificate 322. The City currently owns all of the land within the
watershed surrounding City Lake. The current storage capacity of City Lake is
approximately 430 acre-feet or 140 million gallons (MG).
Reservoir Permit 62 documents a storage right of 750 acre-feet of surface water in Lords
Lake diverted from the Little Quilcene River pursuant to Certificate 7028. Reservoir
Permit 181 documents a storage right of 1,250 acre-feet of surface water in Lords Lake
diverted from the Little Quilcene River pursuant to Certificate 7028. Thus, the total
storage right of water in Lords Lake is 2,000 acre-feet (652 MG). The current storage
capacity of Lords Lake is approximately 1,535 acre-feet or 500 MG. By installing stop
logs within the north dam spillway the volume of Lords Lake has been increased by an
additional 70 MG in response to drought conditions. The Washington Department of
Ecology authorized lake level increases of 3.5 feet (70 MG) in 2015 and 2.5 feet (50 MG)
in 2016.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-7
Water System Plan July 2019
TABLE 1-1
Summary of Port Townsend Water Rights
Water Source
Water Right
Certificate
Number
Priority
Date
Permitted Withdrawals
Maximum(1)
(cfs)
Annual(2)
(ac-ft/yr)
Big Quilcene River 322 02/09/1927 30(3) 21,700
Little Quilcene River 7028 02/09/1927 9.56(4) 6,900
Total Surface Water Rights 39.56(5) 28,600
Ground Water Right(6)
Well (Application Only) G2-30059 06/13/2002(7) 150 gpm 34
Water Storage Reservoir Rights Acre-feet Million gallons
City Lake(8) R-118(10) 02/20/1929 800 261
Lords Lake(9) R-62(10) 02/09/1927 750 244
Lords Lake(9) R-181(10) 02/09/1927 1,250 407
Total Water Storage Reservoir Rights 2,800 912
(1) Maximum instantaneous withdrawal.
(2) Water rights for the Big and Little Quilcene Rivers are based on maximum instantaneous
withdrawals and do not contain a maximum acre-feet quantity. The maximum annual average
acre-feet values shown would be for the continuous use of the maximum instantaneous flow rate.
(3) 30 cubic feet per second (cfs) is equivalent to 19.4 million gallons per day (mgd). Water right is a
primary water right.
(4) 9.56 cubic feet per second (cfs) is equivalent to 6.2 million gallons per day (mgd). Water right is a
primary water right.
(5) 39.56 cubic feet per second (cfs) is equivalent to 25.6 million gallons per day (mgd).
(6) The Ground water Water Right is a pending water right application. This water right is a
supplemental water right.
(7) Date application was submitted.
(8) Primary Source = Big Quilcene River, Secondary Source = Little Quilcene River.
(9) Primary Source = Little Quilcene River, Secondary Source = Big Quilcene River.
(10) “R” at the beginning of a water right number indicates a reservoir or storage water right.
Raw Water Transmission
The OGWS pipeline is capable of transporting approximately 20 million gallons per day
(mgd) of raw water to the City’s Water Treatment Facility (WTF) and the PTPC. An
intertie at the southern City boundary divides the flow between the City and the PTPC.
Through a long-term contract between the PTPC and the City, the City is allocated a
maximum rate of 7.74 cfs (5 mgd) or 3,472 gpm. In the event of a water shortage, the
City has first priority for the available water and the PTPC must cut production or
conserve water to deliver the contracted volumes of water to the City.
Pre-Treatment Prior to Water Treatment Facility
Water from City Lake flows through two sets of mesh screen, which prevents objects
larger than 3/32 inch from entering the OGWS pipeline below City Lake.
Gray & Osborne, Inc., Consulting Engineers
1-8 City of Port Townsend
July 2019 Water System Plan
Water Treatment Facility
The new WTF, completed in 2017 is located adjacent to the City’s existing water storage
tanks. The WTF has the following features:
• Raw water flow and pressure control valves.
• Mechanical micro-screens for removing algae and larger-sized sediment.
• Pressure ultrafiltration membranes for the removal of microbial pathogens
(Giardia and cryptosporidium), sediment and semi-colloidal particles.
• Sodium hypochlorite feed to provide primary disinfection and a chlorine
residual in the finished water throughout the distribution system.
• Automated control system.
• Standby power generator.
• Potassium permanganate injection system for treatment of algal toxins in
the event toxins are detected in the raw water supply.
Reservoirs
The City operates two finished water storage reservoirs; a 37-foot tall by 160-foot
diameter, 5-million gallon prestressed concrete reservoir that serves the City’s low
elevation zone and an 84-foot tall by 47-foot diameter, 1-million gallon steel standpipe
that serves the City’s high elevation zone. Both reservoirs have baffles to increase the
contact time (CT) in the reservoir in order to meet CT requirements.
Distribution System
The City has approximately 110 miles of distribution system pipelines and 4,900
customer connections in its service area. Approximately 56 percent of the distribution
system is constructed of asbestos-cement (AC) pipe. The majority of the remainder of
the piping system is constructed of polyvinyl chloride (PVC) pipe. The City has
complied with water quality testing requirements for asbestos in the water system,
demonstrating that concentrations are below the State and Federal Standard. However,
AC pipelines have been shown to be susceptible to deterioration in less time than other
pipelines constructed of more durable materials. In 2008 the City’s Engineering Design
Standards were amended specifying ductile iron pipe as the standard for water main
installation. Table 1-2 shows an inventory of the City’s distribution system pipe.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-9
Water System Plan July 2019
TABLE 1-2
Inventory of City’s Distribution System Pipe
Pipe Size
(inches)
Pipe Material in feet
Asbestos
Cement (AC)
Poly-vinyl
Chloride (PVC)
Ductile Iron
(DI) Cast Iron (CI)
4 73,400 4,900 100 0
6 147,600 122,400 1,200 400
8 23,500 61,000 9,400 600
10 32,700 17,500 20,600 0
12 17,700 8,000 0 5,100
16 29,100 0 0 0
Total (feet) 324,000 213,800 31,300 6,100
Total (miles) 61.4 40.5 5.9 1.2
Booster Pumps
The Morgan Hill Booster Pump Station, constructed in 2004, has two domestic flow
pumps (one service, one standby), three high flow pumps (two service, one standby), and
emergency power, and serves a closed distribution system with 2,000 gallons of storage
via a hydro pneumatic tank on top of the hill.
TABLE 1-3
Summary of Primary Water System Facilities
Facility
Year
Constructed Description/Size
Elevation
(feet) Capacity
Construction
Materials
Source of Supply
Big Quilcene River
Diversion
1928 Timber crib
diversion
1,023
(overflow)
19.4 mgd Timber
Little Quilcene River
Diversion
1956
Rebuilt 1995
Concrete diversion 1,050
(overflow)
6.2 mgd Concrete
Lords Lake 1956 Earthen dam 918.35
(spillway
overflow)
500 MG Natural
City Lake 1906 Earthen dam 610.76
(overflow)
120 MG Natural
Raw Water Transmission
OGWS 1928
Rebuilt 1950s
Steel pipeline from
Big Quilcene to
City
Varies Approx.
20 mgd
Steel
Gray & Osborne, Inc., Consulting Engineers
1-10 City of Port Townsend
July 2019 Water System Plan
TABLE 1-3 – (continued)
Summary of Primary Water System Facilities
Facility
Year
Constructed Description/Size
Elevation
(feet) Capacity
Construction
Materials
Treatment
Water Treatment
Facility
2017 Memcor CP
Pressurized
membrane
ultrafiltration, free
chlorination
-- 2.95 mgd
design
capacity
--
Reservoirs
5-MG Reservoir 2017 37 feet tall by
160 feet diameter
328.75
(overflow)
5 MG Concrete
1-MG Standpipe 1994 84 feet tall by
47 feet diameter
375
(overflow)
1 MG Steel
Booster Pumps
Morgan Hill Booster
Pump Station
2004 Two domestic flow
pumps (one
service, one
standby), Three
high flow pumps
(two service, one
standby)
-- 100 gpm
each
(domestic),
550 gpm
each (high
flow)
--
PROJECTS COMPLETED SINCE COMPLETION OF LAST WSP
Table 1-4 includes a summary of projects completed since 2009, which was the last year
a full Water System Plan was approved. The City has also replaced a number of small
diameter service lines, which are not included in this summary.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-11
Water System Plan July 2019
TABLE 1-4
Water System Projects since 2009
Project Year Constructed
Upper Sims Way - waterline improvements 2009-2010
City Lake - outlet and flow control replacement 2012-2013
Ash Loop Group B Water System – well decommissioning and
connection to the Port Townsend Water System
2013
Stillpoint Lane - waterline connection between Lake Street and
North Jacob Miller Road
2014
Lincoln Beach - pipeline replacement project 2015
49th Street – water system tie-ins (4-, and 10-inch), new hydrant 2015
55th Street and Hill Street – tie-in 2015
Rainier Street – waterline (10-inch) extension as part of WTF
project
2016
Howard Street – waterline improvements 2016-2017
5-MG Reservoir and finished water booster pumping station 2016-2017
Membrane Filtration Water Treatment Facility 2016-2017
RELATED PLANNING DOCUMENTS
Several planning documents include information that is necessary for the development of
the Plan. Related DOH planning documents, regional plans, and City water system plans
utilized in development of this Plan are summarized here.
DOH PLANNING DOCUMENTS
• Water System Design Manual prepared by the Washington State
Department of Health in December 2009.
• Water System Planning Handbook prepared by the Washington State
Department of Health in April 1997.
• Water Use Efficiency Guidebook prepared by the Washington State
Department of Health in January 2011.
REGIONAL PLANS AND DOCUMENTS
• Jefferson County Coordinated Water System Plan Update, 1996. In 1983,
the Jefferson County Board of Commissioners declared Jefferson County
as a Critical Water Supply Service Area (CWSSA). The Water Utility
Coordination Committee (WUCC) was formed to oversee the
development of recommendations for individual utility plans and a
Gray & Osborne, Inc., Consulting Engineers
1-12 City of Port Townsend
July 2019 Water System Plan
countywide program for coordinated management of water supply within
Jefferson County. The first Jefferson County Coordinated Water System
Plan (CWSP) was completed in 1986. The CWSP provides a framework
for coordinating water service by the various providers in the County.
Consistent with RCW 43.20.260, individual water system planning
documents for each purveyor within the CWSSA must conform to the
regional framework established by the adopted CWSP. The Public Water
System Coordination Act (Chapter 246-293 WAC) requires a review and
update of the CWSP every 5 years, or sooner if necessary. Jefferson
County, the City, and the PUD jointly funded the update of the 1986
CWSP.
In 1993, a draft CWSP was released for review. The WUCC was
reorganized and officially designated by the Board of County
Commissioners. The 1993 draft became the basis of the 1996 CWSP.
The 1996 CWSP was approved by the WUCC on November 27, 1996, and
the DOH on May 12, 1997. The WUCC has met periodically to update
the CWSP service areas and make policy changes. Jefferson County has
been the lead agency for WUCC planning since 2002.
• Dungeness/Quilcene Water Resources Management Plan, 1994. The
Dungeness/Quilcene (D/Q) Plan, competed in June 1994 and approved by
the Washington State Department of Ecology (Ecology) in
September 1994, contains recommendations for water resources
management for the region and specifically for Clallam and Jefferson
counties. The D/Q Plan was produced in accordance with the Chelan
Agreement over the course of 3 years with caucuses representing
agriculture, business, the environment, fisheries, recreation, and local,
state, and tribal governments. Recommendations relating to conservation,
instream flow, habitat restoration, and groundwater withdrawal could
eventually become components of government policy.
• Jefferson County Water Resources Council. The Jefferson County Water
Resource Council was formed in recognition of the complexity of water
issues in east Jefferson County, to build relationships, to set priorities, and
to solve problems related to water resource issues. The purpose of the
council was to provide a collaborative forum for coordination and
cooperation among all interests, while avoiding duplication with other
groups. The council was an advisory body to make recommendations
concerning the use, protection, restoration, and enhancement of the water
resources of east Jefferson County. The council’s tasks included
development of implementation strategies based on the recommendations
of the D/Q Water Resources Management Plan and supporting a balance
of economic, cultural, and environmental interests in the management of
the water resources in east Jefferson County.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-13
Water System Plan July 2019
The City was a charter member of the council and provided the sole
source of funding for coordination and facilitation from 1995 to late 1996.
In August 1996, the City entered into a Memorandum of Understanding
(MOU) with the PUD to share coordination funding. Jefferson County
itself became a participating member of the council in early 1998. The
council has not been active since the establishment of the WRIA-17
Planning Unit in 1998.
• Water Resource Inventory Area (WRIA) – 17 Watershed Plan, 2005. The
Washington State Legislature passed HB2514, the Watershed
Management Act of 1998. The purpose of the Watershed Management
Act (Act) was to provide a framework for addressing water quality, water
quantity, and salmon habitat issues at the local level. The Act provided
grant funding to Planning Units, which are councils of governmental and
non-governmental entities, to determine the status of water resources in a
watershed; and resolve the often-conflicting demands for that water,
including ensuring that enough water is available for salmon. Each
Planning Unit is responsible for a specific geographic area, called a Water
Resource Inventory Area, or WRIA. The WRIA boundaries were
established in the state’s administrative code. The goal of the WRIA 17
Planning Unit was to create a watershed plan that addressed water
quantity, water quality, instream flows, and habitat, using the D/Q Plan as
a foundation.
• Jefferson County Comprehensive Plan and Unified Development Code,
2004. Jefferson County adopted its first post-GMA Comprehensive Plan
in 1998 and substantially updated it in 2004. The Plan includes policies
and strategies for land use, housing, capital facilities, utilities,
transportation, economic development, and natural resources and
environment. The Unified Development Code (UDC) came into effect in
January 2001 as the set of regulations that implement the Comprehensive
Plan. Policies, regulations, and maps were adopted for the Irondale and
Port Hadlock Urban Growth Area (UGA) in 2004, which has since been
contested before the GMA Hearings Board. Within the City’s service
area, the City is responsible for planning and implementing water system
development and proper utility management. Water service outside the
City limits must be developed in conformance with the land use policies of
Jefferson County.
CITY OF PORT TOWNSEND PLANNING DOCUMENTS
• City of Port Townsend GMA Comprehensive Plan, 1996. The City
adopted its Comprehensive Plan by Ordinance No. 2539 in July 1996.
The Plan was prepared to comply with the GMA and includes policies and
Gray & Osborne, Inc., Consulting Engineers
1-14 City of Port Townsend
July 2019 Water System Plan
strategies for land use, housing, capital facilities, utilities, transportation,
and economic development. As a result, other City plans, policies, and
regulations must be consistent with the Comprehensive Plan. Future water
system needs are based on the land use plan in this document.
The City’s GMA Comprehensive Plan states that it will provide water
service as prescribed by the Plan. Utilities such as wastewater and storm
water will provide service as prescribed in their respective planning
documents. This Water System Plan was developed in concert with the
vision, policies, goals, and objectives of the GMA Comprehensive Plan.
Since the Comprehensive Plan mandated by GMA was adopted in 1996,
amendments have been made on an annual basis both for local needs and
to maintain Plan consistency with legislative amendments to GMA and for
internal consistency among its elements. In addition, the City updates its
Capital Improvement Program annually to enhance the applicability of the
Comprehensive Plan capital facilities funding. Development regulations
have been updated on an as-needed basis. The following GMA required
elements of the Comprehensive Plan were updated in 2016: Land Use,
Housing, Capital Facilities and Utilities, and Transportation.
• City of Port Townsend Water System Plan, 2008. The City’s 2008 Water
System Plan was prepared by CH2M Hill and approved by DOH. The
plan provided a review of the existing water system, an analysis of its
hydraulics, recommendations for system improvements, and a plan for
meeting Federal and State requirements.
• City of Port Townsend Water System Plan Update, 2014. The purpose of
the 2014 Water System Plan was to update the 2008 Water System Plan
for a 3-year period. At the end of that time, the City’s new Water
Treatment Facility (WTF) that complies with the USEPA’s Long –Term 2
Enhanced Surface Water Treatment Rule (LT2), was completed and in
operation.
• City of Port Townsend Department of Public Works Engineering Design
Standards Manual. The purpose of the Engineering Design Standards is
to establish minimum requirements for all development in the City relating
to water, sewer, storm drainage, transportation, utilities, clearing and
grading, erosion control, and construction activities. This document is
intended to be used in conjunction with the City of Port Townsend
Municipal Code (PTMC) and other applicable design and construction
standards including, but not limited to, the latest edition of the Standard
Specifications for Road, Bridge, and Municipal Construction, prepared by
the Washington State Department of Transportation and the Washington
State Chapter of the American Public Works Association.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-15
Water System Plan July 2019
• Water Treatment Facility Preliminary Design Report prepared for the City
of Port Townsend by HDR in December 2014. This Report analyzed the
City of Port Townsend’s plan to install membrane filtration as its preferred
method of complying with the Surface Water Treatment Rule (SWTR) and
the Long Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR).
INTERLOCAL AGREEMENTS
JEFFERSON COUNTY PUD AGREEMENT
The City of Port Townsend Ordinance No. 2777 approved and authorized the sale and
exchange of certain water utility properties and facilities between the City of Port
Townsend and Jefferson County PUD (PUD) in 2001. The agreement transferred the
PUD’s water supply and distribution facilities in the Glen Cove Area to the City and the
City transferred its water supply and distribution facilities in the Tri-Area to the PUD. A
copy of the agreement (Ordinance No. 2777) is included in Appendix C.
SERVICE AREA CHARACTERISTICS
EXISTING SERVICE AREA
The City’s existing water service area is shown in Figure 1-5. The existing service area
incorporates all areas within the City limits and adjacent lands to the west and to the
south of the City limits. The area served west of the City limits is currently zoned rural
by the Jefferson County and is not expected to be designated as an Urban Growth Area
(UGA) in the near future. The area to the south, Glen Cove, is an unincorporated part of
the City’s service area. See Interlocal Agreements above.
An agreement and two resolutions related to the City’s service area is included in
Appendix C. These documents describe actions that have already transpired such as
transference of ownership of the Tri-Area system to Jefferson County PUD and the Glen
Cove system to the City. These documents, adopted in 1996, serve as the basis for
establishing the City’s service area boundaries, provision of service, and related water
service issues under which the City continues to operate.
FUTURE SERVICE AREA AND RETAIL WATER SERVICE AREA
The City is planning to incorporate into its future service area 15 properties that directly
abutting the existing service area as shown in Figure 1-5. Note: The City’s water service
area was updated in 2019 to include those parcels outside of the previous water service
area boundary that had been served by the City water system historically.
Gray & Osborne, Inc., Consulting Engineers
1-16 City of Port Townsend
July 2019 Water System Plan
LAND USE AND ZONING
Current land use for the City consists of a mixture of residential, mixed use, commercial,
industrial, public facilities, parks, and open space. A land use map is presented in
Figure 1-6. Descriptions of the zoning categories are provided in the City’s and County’s
GMA Comprehensive Plans. Copies of these descriptions are provided in Appendix D.
The City’s historical land use pattern was established during the 1800s. During this
period, plats were created with little regard to the topography or other natural physical
limitations of the land. The result of this platting activity is a largely uniform series of
approximately 11,100 parcels, typified by the 50-foot by 100-foot lot size.
Land use and zoning for all service areas outside of the City limits are within the
jurisdiction of Jefferson County.
SERVICE AREA AGREEMENTS
Along with the City of Port Townsend and the Jefferson County PUD’s exchange of
water systems in 2001, both the City and the PUD adopted revisions to their respective
service areas. Figure 1-3 outline the current service areas.
SERVICE AREA POLICIES
The City manages its water utility in accordance with water system policies that govern
various aspects of water utility operations. These policies are presented in table format in
Appendix E.
The City’s water utility policies were prepared with guidance from the City’s Water
Advisory Committee and represent a consensus of a variety of opinions and perspectives.
The policies provide the framework for the development of this plan, and provide
guidance for directing the City’s water service. Establishment of these policies was
necessary to provide uniform treatment for the same class of customers or service and
facilities furnished and to document the basis for service for current water system
customers and those considering service from the City. The City’s water utility mission
is: “The water utility is committed to providing a safe, reliable supply of high quality
water, and responsive service to its customers.”
CONDITIONS OF SERVICE
It is a requirement of the City of Port Townsend that all new development within the City
limits must connect to the City water system. Wells for domestic use are prohibited. In
the service area outside the City limits, the City has the right of first refusal regarding
water service. If the City cannot provide service in a timely and reasonable or safe and
reliable manner, the Applicant may seek service from another service provider in
!!
!
#
#
#
#
#
"
"
5 MG
1 MG
Washingt
o
n
S
t
R o o s e v e l t S t
M
o
n
r
o
e
S
t
Q
uincy
St
Tyl
e
r
S
t
30th St
V St
54th St
B St
V St
15thSt
9th St
U St
S p r u ce
S
t
20th St
47th St
17th St
1 6 t h St
20th St
Water St
8th St
Ku
h
n
S
t
U St
E P a r k
A v
Hill
S
t
Ka
t
L
n
W St
Gr
a
n
t
P
l
P St
Elm
S
t
Hil
l
S
t
Lawrenc
e
S
t
27th St
10th St
50th St
Ho
w
a
r
d
S
t
58th St
5 t h St
C
l
i
f
f
S
t
23rd St
32nd St
Hope
L
n
P e l i c a n Pl
Hil
l
S
t
20th St
27th St Ald
e
r
S
t
23rd St
30th St
TylerSt
L St
Ku
h
n
S
t
45th St
51st St
19th St
13th St
Ha
i
n
e
s
S
t
Milo St
A
r
c
a
d
i
a
Dr
32nd St
Ta
y
l
o
r
S
t
Oak
S
t
Lo
g
a
n
S
t
45th St
54th St
B e e c h S t
Coro
n
a
A
v
Eri
n
S
t
Map
l
e
S
t
A St
StevensAv
FlorenceSt
Gis
e
S
t
T StMa
p
l
e
S
t
Wil
s
o
n
S
t
Tyler
S
t26th St
8th St
Cli
f
f
S
t
H u d s o n P
l
La
n
d
e
s
S
t
Ha
i
n
e
s
S
t
Shasta St
7th St
30th St
Ho
l
c
o
m
b
S
t
Van Ness
S
t
Denny Av
LupineSt
23rd St
Ho
w
a
r
d
S
t
S St
13th St
Ho
l
c
o
m
b
S
t
Ho
l
c
o
m
b
S
t
43rd St
55th St
Cook St
Balsa Way
He
n
d
r
i
c
k
s
S
t
Ba
k
e
r
S
t
43rd St
1st St
Bayview St
Ha
i
n
e
s
St
Cle
v
e
l
a
n
d
S
t
29th St
47th St
U St V St
Jefferso
n
St
Ad
a
m
s
S
t
T St
Van Ness
S
t
Red
w
o
o
d
S
t
25thSt
Eli
z
a
b
e
t
h
S
t
H St
29th St
Ha
n
c
o
c
k
S
t
10th St
4th St
Gis
e
S
t
Gis
e
S
t
16th St
Q St
La
n
d
e
s
S
t
Hil
l
S
t
Sc
o
t
t
S
t
Ku
h
n
S
t
56thSt
Lo
u
i
s
a
S
t
Jefferso
n
S
t
Gaine
s
St
W P a r k A v
Admiralty Av
Stillpoint Ln
Root St
Cl
a
l
l
a
m
S
t
Garfield S
t
21st St 20th St
Potlatch Way
Carroll Av
Sp
r
i
n
g
S
t
30th St
Sutter St
49th St
Silver Berry Pl
35th St
Jefferso
n
S
t
Washingto
n
S
t
Cemetery St
31st St
O St
12th St
37th St
M St
Ra
i
n
i
e
r
S
t
C r e s t Av
Slater Ln
Reed St
Th
o
m
a
s
S
t
Rainshadow Dr
Fredericks St
G St
R o s e w o o d S t
Seton Rd
GlenCove
R
d
Pea
r
y
A
v
Taft St
Ja
c
k
s
o
n
S
t
11th St
53rdSt
H a n c o c k S t
24th St Will
o
w
S
t
Ja
c
k
s
o
n
S
t
T h o m a s
S t
Gr
a
n
t
S
t
3rd St
Jimson Ln
Gr
a
n
t
S
t
20th St
31st St
S p r u c e S t
Tremont St
Center St
E St
Lenore St
T o w n e P o i n t Av
Cedar St
Reynolds Rd
S
2
n
d
S
t
Blaine S
t
Timberline Rd
P St
27th St
Ros
e
S
t
18th St
Ed
d
y
S
t
Ma
s
o
n
S
t
Ed
d
y
S
t
Juan De Fuca Rd
L i n d s e y Ln
Coro
n
a
A
v
Po
l
k
S
t
N
O
t
t
o
S
t
Garfield S
t
Lincoln
S
t
G a r f i e l d S t
J
P o p p e r Way
H o l c o m b S t
Ke
a
r
n
e
y
S
t
57thSt
Ha
i
n
e
s
S
t
Lincoln S
tHo
w
a
r
d
S
t
R a i n i e r
S t
7th St
La
n
d
e
s
S
t
S
6th
S
t
Ta
y
l
o
r
S
t
Ad
a
m
s
S
t
Pi
e
r
c
e
S
t
S 8
t
h
S
t
S D i s c o v e r y R d
Crutcher Rd
Ja
c
k
s
o
n
S
t
Loftus Rd
9th St 10th St
Cli
f
f
S
t
J a c k m a n
S t
S e a v i e w Dr
W
a
l
k
e
r
S
t
Hastings Av W
Old Fort Townsend Rd
19th St
ArcadiaWest
County LandfillRd
Mc
P
h
e
r
s
o
n
S
t
12th St
S a n d R d
He
n
d
r
i
c
k
s
S
t
Fir
S
t
35th St
F St
2 2 n d St
MillRd
Franklin
S
t
Blaine S
t
Jo
l
i
e
W
a
y
Cook A
v
Clay St
14th St
Uma
t
i
l
l
a
A
v
Hastings Av
C
a
p
e
G
e
o
r
g
e
R
d
SimsWay
SR
2
0
D i s c o v e r y R d
Vista B
l
v
d
Lo
p
e
z
A
v
C
a
s
s
S
t
Wal
n
u
t
S
t
Sh
e
r
i
d
a
n
S
t
Gis
e
S
t
Hil
l
P
l
Hil
l
S
t
Hil
l
S
t
K a n u D r
La
k
e
S
t
Wil
s
o
n
S
t
Th
o
m
a
s
S
t
Lo
g
a
n
S
t
Boren Av
Maple
St
Fir
S
t
P
a
r
k
s
i
d
eDr
Be
l
l
S
t
Ho
l
c
o
m
b
S
t
Foster S
t
Ma
g
n
o
l
i
a
S
t
Che
r
r
y
S
t
Wil
l
a
m
e
t
t
e
S
t
NelsonsLandingRd
Haada Laas Rd
Iv
y
S
t
R
e
d
w
o
o
d
S
t
Elm
i
r
a
S
t
CemeteryLoop
Ku
h
n
S
t
Ja
c
k
m
a
n
S
t
Ha
n
c
o
c
k
S
t
B
l
o
s
s
o
m
L
n
Victoria Av
C o o k A v E x t
Ott
o
S
t
Ott
o
S
t
A r a b i a n
L n
W o o d d u c k W a y
M i d d l e p o i n t R d
N J
a
c
o
b
M
i
l
l
e
r
R
d
Hidden Trails Rd
Hid
d
e
n
T
r
a
i
l
s
R
d
E
M i d d l e p o i n t R d
S a n J u a n A v
Ash L o o p
Cass St
0 2,500 5,0001,250 Feet
1 inch = 2,500 feet
Legend
Pipe Size (in)
Less than 2 or Unknown
2
3
4
6
8
10
12
16
#
"
Retail Service Area
Future WSA
Outside WSA
City Limits
PRV/PSV
Pump Station
!Storage Reservoir
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 1-5 - Water Service Area.mxd
³
FIGURE 1-5WATER SERVICE AREA (WSA)
CITY OF PORT TOWNSEND
Port To
w
n
s
e
n
d
B
a
y
Strait of Juan de Fuca
M :\P t w n s e n d \1 6 2 6 8 .0 0 _W S P \F i g u r e s \F i g 1 -6 .m x d
FIGURE 1-6CITY LAND USE
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN³
0 4,0002,000 Feet
COUNTY ZONING:AL-20 Local AgricultureEPF-WM Essential Public Facility-Waste ManagementGC General CrossroadHI Heavy IndustrialLI Light IndustrialLI/C Light Industrial/CommercialLI/M Light Industrial/ManufacturingPPR Parks, Preserves, and RecreationRR-5 Rural ResidentialRR-10 Rural ResidentialRR-20 Rural Residential
C-IC-I/MUC-IIC-II(H)C-II/MUC-III
M-CM-II(A)M-II(B)P-IP/OSP/OS(B)
R-I(SF)R-II(SF)R-III(MF)R-IV(MF)
CITY ZONING:
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-17
Water System Plan July 2019
accordance with the adopted Coordinated Water System Plan (CWSP). City water
service shall not be provided outside the City’s currently adopted water service area
except for system looping, fire flow requirements, needs that provide enhanced service
within the service area, mitigation of a threat to public health or welfare, protection of an
area of environmental sensitivity, or to meet prior contract obligations. Contractual
obligations include service to the PTPC through March 15, 2020, and thereafter subject to
rates as determined by City. (see Appendix C).
DUTY TO SERVE
Municipal water suppliers have a duty to provide service to all new connections within
their retail service area if the purveyor has sufficient capacity and water rights, the
service is consistent with adopted local plans and regulations, and the utility can provide
service in a timely and reasonable manner. The City is responsible, within its service
area, for planning and implementing water system development. Appendix F includes
the DOH Fact Sheet for the Duty to Provide Service Requirement (DOH 331-366).
CITY RESPONSIBILITY
The City shall own all water mains, service connections and appurtenances in public
streets or utility rights-of-way or easements to the property owner’s side of the water
meter. The person responsible for construction of such utility lines shall relinquish all
interest in the ownership of such lines upon acceptance by the City.
CUSTOMER RESPONSIBILITY
The ownership and responsibility for the maintenance of individual service pipe
extensions from the meter to the premises served shall be that of the Owner of the
premises served and the City shall not be liable for any part thereof (Ord. 2579 § 1,
1997).
CONNECTION FEE SCHEDULE
Water system development charges are set forth in current (PTMC) Chapter 13.03. This
section is included in Appendix E.
METER AND MATERIALS SPECIFICATIONS
Material specifications for meters, pipe, fittings, valves, hydrants and other miscellaneous
water system materials are available in Chapter 2 of the Port Townsend Engineering
Design Standards and located in Appendix G.
Gray & Osborne, Inc., Consulting Engineers
1-18 City of Port Townsend
July 2019 Water System Plan
CONSENT AGREEMENTS FOR INSPECTION, MAINTENANCE, AND REPAIR
ACTIVITIES WHICH MAY DISRUPT WATER SERVICE
All water system installations shall be inspected and approved by the City. All piping,
pumping, storage, and other facilities shall be located on public rights-of-way or
dedicated utility easements. Utility easements must be a minimum of 20 feet in width,
and piping shall be installed no closer than 5 feet from the easement’s edge unless
approved by the City. Easements/rights-of-way for multiple utilities shall be a minimum
of 25 feet wide.
Any person with an existing service connection or applying for a service connection to
the City’s water system shall be deemed to have freely and voluntarily consented to entry
by authorized City employees with proper identification, at reasonable hours of the day
and when conditions allow, or except in emergency upon advance notice to the occupant,
onto all parts of the premises or within buildings for the purpose of inspecting the water
system construction and/or checking conformity to the PTMC regulations and the Port
Townsend Development Standards. All other right of entry by City employees shall be
governed by the procedures of Chapter 20.10 of the PTMC (Ord. 2579 § 1, 1997).
CROSS-CONNECTION CONTROL REQUIREMENTS
Cross connections to the City’s water system are prohibited. Cross-connection control
shall be in accordance with WAC 246-290-490 et seq and the Accepted Procedure and
Practice in Cross-Connection Control Manual – Pacific Northwest Section of the
American Water Works Association, latest edition. Service connections shall conform to
the standard detail drawings in Appendix G and to WSDOT/APWA Standard
Specifications Section 7-15 according to PTMC Chapter 13.17.030 included in
Appendix E. In addition, the City’s Cross-Connection Control Program (CCCP), located
in Appendix H, establishes minimum operating policies and backflow prevention
assembly installation and testing practices and procedures. The authority to enforce this
CCCP is established through Chapter 13.17 PTMC.
LATECOMER PAY BACK PROVISIONS
Conditions for utility latecomer agreements are outlined in the PTMC Chapter 13.04.
This section is included in Appendix E.
DEVELOPER EXTENSION REQUIREMENTS, DESIGN STANDARDS,
FINANCING RESPONSIBILITIES, OR PROFESSIONAL ENGINEER DESIGN
REQUIRED
Any extension of the Port Townsend Water System must be approved by the Public
Works Department and all extensions must conform to these standards, the Port
Townsend Water System Plan, the rules and regulations of the DOH (Chapter 246-290
WAC), the fire authority requirements, and the Washington Surveying and Rating Bureau
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 1-19
Water System Plan July 2019
(ISO). In designing the planning for any development, it is the Developer’s
responsibility to see that adequate water for both domestic and fire protection use is
attainable. The design of a water system extension is the responsibility of the Developer
proposing the construction and upgrading the public water system.
All Applicants for water system connections and improvements shall furnish drawings
and specifications necessary to describe and illustrate the proposed water system
improvements. If base maps prepared by a licensed land surveyor are available, the
design and construction plans shall be submitted on such maps. If base maps are
unavailable, the Public Works Director may require a survey to avoid conflicts with
existing facilities, to determine elevations and contours, and to determine the
right-of-way for utility placement.
• All plans for main extensions and water system improvements shall be
prepared, signed and stamped by a civil engineer licensed in the State of
Washington.
• For main extensions and replacements of 260 feet (one city block) or less
in Tier 1, which do not require engineered plans under another authority of
PTMC, the Developer has the option of the City performing the
engineering for the fee identified in Chapter 3.36 PTMC. Alternatively,
the Developer may pay for his or her own engineering with the full cost to
be borne by the Developer.
• All design and construction plans and specifications shall be prepared in
accordance with current DOT/APWA standard specifications and the
City’s Engineering Design Standards. If discrepancies exist in the
standards and specifications, the City Engineering Design Standards shall
take precedence.
• The requirement for engineered plans may be waived in certain instances
as defined by the PTMC and approved by the City Engineer for minor
improvements to the water system that can be adequately inspected and
certified by the City Engineer, and that will still assure the long-term
integrity of the water system. As-builts must be submitted for the project.
• All plans must be reviewed and approved by the Director prior to
proceeding with construction.
COMPLAINTS
Customer complaint response is discussed in Chapter 6 of this Plan. Complaints occur
relatively infrequently and generally are related to dirty water, taste and odor, low
pressure, water leaks, and damage to the water system.
Gray & Osborne, Inc., Consulting Engineers
1-20 City of Port Townsend
July 2019 Water System Plan
SEPA
The City of Port Townsend prepared a State Environmental Policy Act (SEPA) checklist
for this update to the Comprehensive Water System Plan (Appendix R). The Plan was
prepared to comply with the requirements of the Washington Department of Health
(DOH) as set forth in the Washington Administrative Code (WAC) 246-290-100.
Adoption of this document is a non-project action designed to improve and update the
existing Plan. The Plan applies throughout the incorporated limits of the City of Port
Townsend, areas of unincorporated Jefferson County specified as the out-of-city service
area and where applicable, to users of contractual water service or supply. Following
adoption of this Plan, other detailed regulations which implement the Plan may be
developed. Future SEPA reviews may be required for project actions undertaken to
implement the adopted Plan (i.e., construction of capital facilities). The lead agency for
this proposal, Port Townsend Development Services Department, determined that it does
not have a probable significant adverse impact on the environment. A copy of the
Determination of Non-Significance (DNS) is also included in Appendix R.
City of Port Townsend 2-1
Water System Plan July 2019
CHAPTER 2
BASIC PLANNING DATA
OBJECTIVE
The objective of this chapter is to present basic planning data and water demand forecasts
needed to assess the current and future capabilities of the water system to provide service.
This chapter provides historic and projected population, service connections, and water
use data, and develops the water demand associated with the planning element known as
an Equivalent Residential Unit (ERU). The chapter also includes projected land use and
water demands for 10-, and 20-year planning periods.
The water use data and water demand forecasts found in this chapter comprise two of the
three elements required for the development of a water use efficiency (conservation)
program. The third required element is implementation of the water use efficiency
program and its component parts, which is addressed in Chapter 4.
HISTORIC POPULATION AND SERVICE CONNECTIONS
In this section historic system demands are examined in terms of historic water
production per source, total water production, production per capita and per connection
for the City of Port Townsend. This information is used later in this chapter to project
future water system demands and evaluate water use efficiency.
SERVICE AREA POPULATION
Past growth trends are important in predicting future growth. The Port Townsend Water
System serves customers both within City limits and areas outside City limits, referred to
as West of City/Glen Cove. The Port Townsend population is from the US Census.
Population for the West of City/Glen Cove areas are not readily available; therefore, the
population has been estimated. The estimate was calculated by dividing the Port
Townsend population by the number of Port Townsend residential connections to obtain
the number of persons per connection in Port Townsend. This was done for each year.
The resultant value was then multiplied by the number of service connections in the West
of City and Glen Cove areas to obtain a population for that year. Historical population
estimates for years 2000 through 2016 are presented in Table 2-1.
Gray & Osborne, Inc., Consulting Engineers
2-2 City of Port Townsend
July 2019 Water System Plan
TABLE 2-1
Historical Population
Year
City of Port
Townsend
West of City/
Glen Cove
Total Service Area
Population
2000 8,334 238 8,572
2001 8,441 245 8,686
2002 8,554 588(1) 9,142
2003 8,433 576 9,009
2004 8,543 576 9,119
2005 8,796 608 9,404
2006 8,889 627 9,516
2007 8,945 667 9,612
2008 9,033 688 9,721
2009 9,034 689 9,723
2010 9,113 708 9,821
2011 9,215(2) 713(3) 9,928
2012 9,318(2) 717(3) 10,035
2013 9,423(2) 722(3) 10,145
2014 9,528(2) 726(3) 10,254
2015 9,635(2) 731(3) 10,366
2016 9,743(2) 735(3) 10,478
(1) Glen Cove service area was acquired from the Jefferson County PUD in 2002 resulting in the
increase in population.
(2) City of Port Townsend population for years 2011 through 2016 are based on the 2010 Census and
projected forward at a rate of 1.12 percent compounded annually (adopted by Jefferson County
and the City of Port Townsend as part of a countywide growth management planning population
projection – Resolution No. 38-15 (October 26, 2015)).
(3) Unincorporated Rural and Resource Area (West of City/Glen Cove) area for years 2011 through
2016 are projected forward at a rate of 0.62 percent compounded annually (adopted by Jefferson
County and the City of Port Townsend as part of a countywide growth management planning
population projection – Resolution No. 38-15 (October 26, 2015)).
TOTAL SERVICE CONNECTIONS
The City of Port Townsend tracks the number of service connections for each customer
class both within the City limits and in the West of City/Glen Cove areas. Table 2-2
includes data from 2007 to the end of 2016.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 2-3
Water System Plan July 2019
TABLE 2-2
Historical Water Service Connection History
Customer Classification 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
City of Port Townsend
Residential 3,796 3,831 3,881 3,898 3,914 3,933 3,961 3,986 4,011 4,102
Commercial 305 308 311 316 317 313 313 307 313 315
Government 57 57 56 55 55 56 56 60 55 57
Subtotal In-City 4,158 4,196 4,248 4,269 4,286 4,302 4,330 4,353 4,379 4,474
West of City/Glen Cove
Residential 283 292 296 303 304 308 304 316 318 318
Commercial 45 45 46 46 46 46 46 46 46 48
Government 0 0 4 4 4 4 4 4 4 4
Subtotal W.C./G. C. 328 337 346 353 354 358 354 366 368 370
Total 4,486 4,533 4,594 4,622 4,640 4,660 4,684 4,719 4,747 4,844
GROWTH RATE PROJECTION
Under the Growth Management Act (GMA), all cities and counties must designate
sufficient land with appropriate densities to accommodate the next 20 years of projected
population growth. The City last developed population forecasts in 2015, which were
adopted by mutual agreement between the City and Jefferson County. At that time, both
the City and County selected the medium range forecast developed by the OFM for GMA
planning purposes. Table 2-3 shows the City’s projected population in 2036 from the
Jefferson County Resolution No. 38-15. Population projections for the West of City/Glen
Cove areas are not readily available. Therefore, the West of City/Glen Cove area’s future
population has been projected at the Unincorporated Rural and Resource Area annual
growth rate of 0.62 percent from Table 2A Jefferson County and City of Port Townsend
20-Year Population Projection and Allocation (2016-2036), Jefferson County Resolution
No. 38-15. Table 2-3 excerpts data from the aforementioned Table 2A.
TABLE 2-3
Jefferson County and City of Port Townsend 20-Year Population Projection and
Allocation (2016-2036)
Area
2010
Population
Estimated
Growth
(2016-2036)
Projected 2036
Population
(2010 -2036)
Projected
Compound
Annual
Growth Rate
Port Townsend
UGA
(Incorporated)
9,113 2,711 12,165 1.12%
Unincorporated
Rural and
Resource Areas
14,576 2,260 17,119 0.62%
Gray & Osborne, Inc., Consulting Engineers
2-4 City of Port Townsend
July 2019 Water System Plan
Table 2-4 includes the projected population of Port Townsend and the West of City/Glen
Cove area. Port Townsend’s population utilizes the US Census population from year
2010 and projects to year 2036 at 1.12 percent compounded annually. West of City/Glen
Cove population is calculated from the Port Townsend 2010 population divided by the
number of service connections to determine the number of persons per connection, then
multiplied by the number of connections in the West of City/Glen Cove service area. The
resultant population is projected to increase by 0.62 percent from 2010 through 2036
compounded annually. The combined population of Port Townsend and the West of
City/Glen Cove area have an annual growth rate of 1.09 percent.
TABLE 2-4
Projected Population for Port Townsend and West of City/Glen Cove Area for
Years 2017-2036
Year
Port Townsend
UGA
West of City/Glen
Cove Area Total
2017 9,852 740 10,592
2018 9,962 744 10,707
2019 10,074 749 10,823
2020 10,187 753 10,940
2021 10,301 758 11,059
2022 10,416 763 11,179
2023 10,533 767 11,300
2024 10,651 772 11,423
2025 10,770 777 11,547
2026 10,891 782 11,673
2027 11,013 787 11,800
2028 11,136 792 11,928
2029 11,261 796 12,057
2030 11,387 801 12,188
2031 11,515 806 12,321
2032 11,644 811 12,455
2033 11,774 816 12,590
2034 11,906 821 12,727
2035 12,039 827 12,866
2036 12,174 832 13,006
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 2-5
Water System Plan July 2019
WATER PRODUCTION
MONTHLY PRODUCTION BY SOURCE
As described in Chapter 1, the Port Townsend Water System relies on two sources for its
raw water demands, the Big Quilcene River and the Little Quilcene River. The Big
Quilcene River is the primary source, while the Little Quilcene River fills Lords Lake,
which is the source of supply when stream flows are low or turbidity is high in the Big
Quilcene River.
Both of the raw water sources are metered and records are maintained of daily flow
(gallons per day) and peak flow (gallons per minute). Subtraction of City water use from
the City Lake outflow provides the quantity of PTPC water use. Prior to construction of
the new Water Treatment Facility (WTF), the volume of raw water used by the Port
Townsend Water System was measured by the system’s master meters located upstream
of the water’s entry into the system’s two reservoirs, the 1-million gallon (MG) standpipe
and the 5-million gallon (MG) reservoir. With construction of the WTF, new water
metering equipment has been installed to measure water production.
WATER USE
The term “demand” refers to total water supplied, as measured by the City’s master
meters. Demand differs from consumption in that consumption refers only to the
quantity of water actually purchased, as measured by customer’s meters. The difference
in quantity between demand and consumption is referred to as Distribution System
Leakage or DSL. A component of DSL is “non-revenue water,” which includes water
used for firefighting, line flushing, etc., that is measured or estimated but not sold. Other
components of DSL include system leakage and meter inaccuracies.
Demand
Current and past demand is presented in Table 2-5 and is based on the City’s master
meter readings. It is presented in million gallons per day (mgd) and represents the annual
average daily demand for the entire service area. The master meter total is based on two
separate meters used to measure flow into the 1-MG standpipe and 5-MG reservoir.
Analysis of data since 1998 indicates the master meter volume was lower than the
customer meter consumption. As a result, the City performed a series of volume tests for
both the 1-MG standpipe and 5-MG reservoir meters to determine the meter accuracies.
Volume tests were performed over a range of flows that are typical of the City’s actual
operations. The testing concluded that both meters were under recording the actual flow
passing through the meters. Correction factors for both meters were developed and have
been applied to the meter readings presented in this Plan. Following the installation of
the new meters in the beginning of 2017, the correction factors will no longer be applied.
Gray & Osborne, Inc., Consulting Engineers
2-6 City of Port Townsend
July 2019 Water System Plan
Average water demand was estimated by averaging data from 2012 through 2016. These
averages were computed for the purposes of establishing baseline values (5-year average)
for projecting future growth in demand while minimizing the impact of typical annual
variations. The 5-year averages are assumed to represent 2017 demand.
TABLE 2-5
Master Meter Flow Data (mgd)
Water Meters 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
5-year
average
1-MG Standpipe Meter 0.291 0.196 0.141 0.126 0.116 0.144 0.195 0.192 0.203 0.196 0.186
5-MG Reservoir Meter 0.775 0.762 0.864 0.789 0.78 0.747 0.776 0.751 0.729 0.708 0.742
Total of Meters 1.066 0.958 1.005 0.915 0.896 0.891 0.971 0.943 0.932 0.904 0.928
Figure 2-1 depicts the monthly variation in demand. It is presented in millions of gallons
per day (mgd) and represents the monthly average daily demand for the entire service
area.
FIGURE 2-1
Monthly Variation in Demand at the City’s Master Meter
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
1.600
1.800
2.000
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
De
m
a
n
d
(
m
i
l
l
i
o
n
s
o
f
g
a
l
l
o
n
s
p
e
r
d
a
y
)
2010 2011 2012 2013 2014 2015 2016
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 2-7
Water System Plan July 2019
Demand is characterized as average day demand (ADD), maximum day demand (MDD),
and peak hour demand (PHD). ADD represents the average water conveyed to the
distribution system throughout the year, including non-revenue uses, and is used to
estimate the total annual amount of supply needed. MDD represents the day of the year
during which the maximum amount of water is conveyed to the system. Supply,
pumping, storage, and treatment facilities are typically designed with a capacity equal to
the projected future MDD. PHD represents the maximum amount of water supplied
during a peak 1-hour period during the day when the MDD occurs. PHD is used for
sizing distribution piping and distribution system reservoir storage. More specifically,
distribution system storage reservoir capacity is typically developed based on a
combination of ADD, MDD, and PHD, and their relative differences.
Both MDD and PHD data are available from master meter SCADA system readings,
which are used as the values for this Plan. The most recent 5 years of data were averaged
to determine an overall ADD, MDD, and PHD for the system as the “base year.” The
5-year averaged data was utilized to minimize any impact of atypical annual variations.
ADD, MDD, and PHD are summarized in Table 2-6.
TABLE 2-6
Types of Demand (mgd)
Demand
Type 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
5-year
average
ADD 1.066 0.958 1.005 0.915 0.896 0.891 0.971 0.943 0.932 0.904 0.928
MDD 2.398 1.977 2.223 2.004 1.768 1.88 1.935 1.874 1.886 1.805 1.877
PHD 2.706 2.274 2.605 2.403 2.036 2.357 2.127 2.107 2.107 2.376 2.215
The ratios of MDD/ADD and PHD/MDD are computed for the purpose of characterizing
demand for the water system. The demand ratios determined from the 5-year average
“base year” for ADD, MDD, and PHD are:
• MDD/ADD = 2.02
• PHD/MDD = 1.18
CONSUMPTION
Consumption for customers is measured at individual service meters. Customers are
billed for water service on a monthly basis. Total consumption along with per-capita
consumption is presented in Table 2-7. Understanding per-capita water usage is
important in identifying water use trends as well as how City water customer’s usage
compares with customers of other water utilities. Per-capita consumption was computed
by dividing residential consumption by population.
Gray & Osborne, Inc., Consulting Engineers
2-8 City of Port Townsend
July 2019 Water System Plan
TABLE 2-7
Average Day Consumption (mgd)
(Includes Non-Residential Use)
Customer Classification 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
5-year
average
City of Port Townsend
Residential 0.632 0.579 0.618 0.560 0.544 0.534 0.550 0.553 0.546 0.540 0.545
Commercial 0.167 0.155 0.149 0.148 0.146 0.147 0.152 0.145 0.147 0.151 0.148
Government 0.083 0.070 0.067 0.058 0.055 0.049 0.053 0.053 0.060 0.053 0.054
Irrigation 0.060 0.052 0.059 0.052 0.050 0.050 0.059 0.068 0.060 0.056 0.059
Subtotal In-City 0.942 0.856 0.893 0.818 0.795 0.780 0.813 0.818 0.813 0.800 0.805
West of City/Glen Cove
Residential 0.045 0.044 0.051 0.043 0.042 0.040 0.041 0.042 0.045 0.042 0.042
Commercial 0.013 0.011 0.009 0.007 0.006 0.005 0.007 0.006 0.006 0.010 0.007
Government 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.000
Irrigation 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.000 0.000 0.000 0.000
Subtotal W.C./G. C. 0.058 0.055 0.061 0.050 0.048 0.046 0.050 0.049 0.052 0.053 0.049
Combined Total 1.000 0.911 0.954 0.868 0.843 0.826 0.864 0.867 0.865 0.853 0.855
Residential Per-Capita Consumption (gpcd)
Per-Cap Ave Day
Consumption 71 64 68 61 59 58 60 59 58 57 58
Service Area Population 9,612 9,721 9,723 9,821 9,928 10,035 10,145 10,254 10,366 10,478 10,256
DISTRIBUTION SYSTEM LEAKAGE
Distribution System Leakage (DSL) is the difference between the volume of water
entering the distribution system as measured by the supply meters (demand) and the
volume measured and billed to customers (consumption). It includes the following types
of uses:
• Leakage from the distribution system pipelines, reservoirs, valves, and
hydrants.
• Water used for street cleaning, firefighting, sewer and water main
flushing, reservoir cleaning and other unmetered public uses and not
accurately measured, estimated, or accounted-for.
• Master meter and/or service metering inaccuracies.
DSL was calculated by subtracting metered and other estimated water use from the total
of the two meters that measure the volume of water entering the system’s two reservoirs.
With completion of the new WTF in 2017, the membrane filtration system is routinely
backwashed, described in Chapter 3. All water entering the WTF is accounted for
including the water used in backwashing. Backwash water does not pass through the
WTF’s master metering devices and therefore is not included in non-revenue water
calculations.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 2-9
Water System Plan July 2019
DSL is tabulated in Table 2-8. The 3-year average DSL is 5.9 percent of the total
quantity of water passing through the City’s master meters from 2014 to 2016.
TABLE 2-8
Distribution System Leakage (mgd)
Water Use
Category 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
3-year
average
Total City Demand 1.066 0.958 1.005 0.915 0.896 0.891 0.971 0.943 0.932 0.904 0.926
Total City
Consumption 1.000 0.911 0.953 0.868 0.843 0.826 0.863 0.868 0.864 0.852 0.861
Est. unmetered/other
metered water use 0.014 0.016 0.014 0.017 0.01 0.008 0.014 0.009 0.005 0.015 0.010
Distribution System
Leakage 0.052 0.031 0.037 0.03 0.043 0.057 0.093 0.067 0.061 0.037 0.055
Percent of Total
Demand 4.9% 3.2% 3.7% 3.3% 4.8% 6.4% 9.6% 7.1% 6.5% 4.1% 5.9%
EQUIVALENT RESIDENTIAL UNITS (ERUS)
An Equivalent Residential Unit (ERU) is a unit of measure used to equate non-residential
or multi-family residential water use to a specific number of single family residences.
For example, if a system has a capacity to serve 100 ERUs, it has a capacity to serve 100
full-time single-family residences. Similarly, it would be able to serve any combination
of commercial, government, and residential customers provided that the quantity of water
used is equivalent to the projected needs of 100 full-time single family homes (or
100 ERUs).
The consumption per single-family residence is first determined by dividing the total
single-family metered water consumption by the number of single-family connections.
Then the number of ERUs is computed for each customer category by dividing metered
water consumption per customer class by consumption per single-family residence.
ERUs are a measure of system capacity in units of single-family residences. The ERU
value for year 2016 is 122 gpd/ERU and was calculated by dividing the single-family
water sales averaged over a five-year period and expressed in gallons per day
(517,000 gpd), then divided by the average number of single family residences (4,239)
for year 2016. For comparison the ERU values from the 2008 and 2014 Plans were 160
and 130 gpd, respectively.
Average day consumption data was used to develop the ERU data for residential and
non-residential uses. The data was based on an average of 2012 to 2016 consumption to
account for any peak years that would not be representative of a typical year. The current
ERUs served by the City is presented in Table 2-9. The ERU information is comprised
of customers in the City and the areas referred to as West of City and Glen Cove.
Gray & Osborne, Inc., Consulting Engineers
2-10 City of Port Townsend
July 2019 Water System Plan
TABLE 2-9
Equivalent Residential Units (ERUs)
Connection Type
Number of
Connections
Consumption
(mgd)
Consumption per
Single-Family
Residence (gpd) ERUs(1)
Total Residential 4,369 0.586 -- --
Single-Family 4,239 0.517 122 4,239
Multi-Family 129 0.069 122 567
Non-Residential(2) 461 0.268 122 2,198
Non-Revenue Water(3) -- 0.073 122 599
Total 4,830 0.928 -- 7,604
(1) ERUs were computed using consumption for that customer class averaged over a 5-year period
(2012 through 2016).
(2) Non-Residential includes Commercial, Government, Irrigation, and Wholesale connections and
consumption.
(3) Non-Revenue Water includes estimated non-metered uses and distribution system leakage.
LAND USE
Current land use for the City consists of a mixture of residential, mixed use, commercial,
industrial, public facilities, parks, and open space.
The City’s historical land use pattern was established during the 1800s. During this
period, plats were created with almost no regard to the topography or other natural
limitations of the land. The result of this platting activity is a largely uniform series of
approximately 11,100 parcels, typified by the 50-foot by 100-foot lot.
No changes in current land usage that would significantly impact estimated future water
demand are predicted at this time.
FUTURE POPULATION AND DEMAND
Population and demand are presented together in this section because of their
inter-relationship in estimating future demand. The Pacific Northwest is seen as a
potential refuge from the effects of lethal heat waves, tropical storms and hurricanes, sea-
level rise and drought associated with climate change. Environmental refugees fleeing
disaster-prone areas may contribute to more rapid population growth and more demand
for water resources than currently projected. Estimated future population and demand for
the 10-, and 20-year planning horizons are presented in Table 2-10.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 2-11
Water System Plan July 2019
TABLE 2-10
Population and Demand Estimates
Population and Demand 2016 2026 2036
Population(1) 10,478 11,673 13,006
ERUs 7,604 8,166 9,096
Total Demand (mgd)
ADD 0.928(2) 1.01 1.13
MDD 1.877(2) 2.12 2.38
PHD 2.215(2) 2.51 2.80
(1) Population presented in this table is for the entire Port Townsend water system service area, which
includes the West of City/Glen Cove area.
(2) ADD, MDD, and PHD shown for year 2016 is the 5-year average from Table 2-6.
The population and demand estimates in Table 2-10 show base year 2016 data and
project the 10-year (2026) and the 20-year (2036) forecasts based on population derived
from the Jefferson County Resolution No. 38-15, discussed earlier in this chapter. It is
estimated that between 2016 and 2036, the Port Townsend service area population will
increase by 2,528 persons, a 24 percent overall increase.
Water demand forecasts for the entire Port Townsend water service area were developed
using a “base year” demand, which is the average demand over a 5-year period
(2012-2016). The projected ADDs, MDDs, and PHDs for the service area were increased
at the same rate as the projected population estimates.
An additional demand is added to the water demand forecast to account for a new potable
water connection to the Port Townsend Paper Corporation (PTPC). Following
completion of the new WTF in 2017, the PTPC connected to the City’s distribution
system for its potable water needs. This connection will provide water for approximately
300 employees working at the mill. In the first 10 months of use, the demand averaged
69 gpd/person. The number of employees at the mill is not likely to increase over the
20-year planning period. These demands have been included in the 2026 and 2036
projections. Estimated future demand is presented in Figure 2-2.
Gray & Osborne, Inc., Consulting Engineers
2-12 City of Port Townsend
July 2019 Water System Plan
FIGURE 2-2
Future Demand
In order to meet customer needs, supply capacity must be equal to or greater than the
MDD. Demand in excess of MDD, such as PHD, is typically met by distribution system
storage capacity. The year 2036 projected MDD is 2.38 mgd.
0.00
0.50
1.00
1.50
2.00
2.50
3.00
2015 2018 2021 2024 2027 2030 2033 2036
De
m
a
n
d
(
m
g
d
)
Year
Average Day Demand (ADD)
Maximum Day Demand (MDD)
Peak Hourly Demand (PHD)
City of Port Townsend 3-1
Water System Plan July 2019
CHAPTER 3
WATER SYSTEM ANALYSIS
OBJECTIVE
The objective of this chapter is to determine if system improvements are necessary to
meet water quality standards and to meet projected water demands. This chapter includes
the following elements:
• System Design Standards
• Water Quality Analysis
• System Facilities Analysis
• Water System Capacity Limits
• Summary of System Needs and
Concerns
SYSTEM DESIGN STANDARDS
The Standards for planning and design for the Port Townsend water system are based on
commonly accepted standards including the following:
WAC 246-290, Group A Public Water Systems, Washington State Board of Health
(March 2012)
This is the primary drinking water regulation used by DOH. It sets basic standards to
assess capacity, water quality, and system reliability.
Water Use Efficiency Rule, Washington State Board of Health (January 2007)
The Water Use Efficiency Rule is a collection of revisions to WAC 246-290. The
revisions add and amend certain definitions, add Water Use Efficiency requirements to
water system planning requirements and small water system management plans, add a
new section requiring installation of water service meters, and add new sections on Water
Use Efficiency Planning, including Purpose and Applicability, Water Use Efficiency
Program, Distribution System Leakage Standard, Water Use Efficiency Goal Setting, and
Water Use Efficiency Performance Reports.
Water System Design Manual, Washington State Department of Health
(December 2009)
These standards serve as guidance for the preparation of plans and specifications for
Group A public water systems in compliance with WAC 246-290.
Gray & Osborne, Inc., Consulting Engineers
3-2 City of Port Townsend
July 2019 Water System Plan
Standard Specifications for Road, Bridge and Municipal Construction, Washington
State Department of Transportation, American Public Works Association (2014)
These standards include detailed specifications for materials and workmanship of a wide
variety of public works projects, including installation of public water supply facilities
and restoration of facilities impacted by water main construction and repair.
City of Port Townsend Engineering Design Standards
The last update to the City’s standards took place in 2008. These standards, which have
been updated in 2017, include detailed specifications for materials and workmanship for
installation of water main extensions, including piping installation details, thrust
blocking, in-line valves, fire hydrants, air release valves, service connections of various
types, sample stations, and blow offs are updated in this WSP. A copy of these updated
standards is contained in Appendix D.
WATER QUALITY STANDARDS
The Port Townsend Water Department is a public water supply system regulated by the
Washington State Department of Health Drinking Water Regulations, WAC 246-290, the
latest edition of which is dated March, 2012, as well as sections of Code of Federal
Regulations (CFR) Title 40, Parts 141 and 143, adopted by reference in WAC 246-290.
Port Townsend has only a surface water supply, so only surface water supply regulations
apply.
SYSTEM CAPACITY STANDARDS
General Design Standards
Port Townsend uses the DOH Water System Design Manual as a guide for establishing
water system capacity standards. Table 3-1 lists the recommended standards from the
DOH Manual and the Port Townsend Water Department’s policies regarding each
standard for general facility design.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-3
Water System Plan July 2019
TABLE 3-1
General Facilities Requirements
Standard
DOH Water System Design Manual
(December 2009) Port Townsend Water System Standard
Average
Day
Demand
(ADD) and
Maximum
Day
Demand
(MDD)
Average day demand should be determined from
previous metered water production and
consumption data. Maximum day demand is
estimated at approximately 2.0 times the average
day production requirement if metered daily
production data is not available.
Average day consumption per ERU is
122 gpd. The maximum day to average
day factor is 2.02, and the maximum day
consumption per ERU is 246 gpd, as
developed in Chapter 2 of this Plan.
Peak Hour
Demand
(PHD)
Peak hour demand in gpm is determined using the
following equation:
PHD = (MDD/1440)((C)(N) + F) + 18
C = Coefficient from DOH Water System
Design Manual Table 5-1
N = Number of ERUs
F = Factor from DOH Water System Design
Manual Table 5-1
Peak hour demand is determined by either
actual data or applying the DOH Water
System Design Manual Formula where
MDD = 246, C=1.6 and F = 225, which
simplifies to the equation:
PHD = 0.273*N+56
Minimum
System
Pressure
The system must be designed to maintain a
minimum of 30 psi in the distribution system
under PHD and 20 psi under fire flow conditions
during MDD.
The System will meet or exceed the DOH
required minimums.
Maximum
System
Pressure
Regulations do not address maximum system
pressure. The Water System Design Manual,
Chapter 8, part 8.1.7, recommends that pressures
should not exceed 100 psi.
The City’s goal is to maintain distribution
system pressures below 100 psi.
Minimum
Pipe Sizes
The diameter of a transmission line shall be
determined by hydraulic analysis. The minimum
size distribution system line shall not be less than
6-inches in diameter, except for dead end lines not
providing fire flow and only as justified by a
hydraulic analysis.
Same as DOH Water System Design
Manual, Chapter 8, except that dead end
lines greater than 50 feet in length that do
provide fire flow shall be a minimum of
8 inches in diameter.
Valve
Spacing
Sufficient valving should be placed to keep a
minimum number of customers out of service
when water is turned off for maintenance or
repair.
Valves every 500 feet in school, mixed use,
commercial, or multi-family areas, and
800 feet in single-family residential areas,
two gate valves at every tee and three at
every cross unless otherwise directed by the
Public Works Director. Valves on each end
of a water main in an easement.
Source
Reliability
20 hours of source pumping to meet maximum
day demand. Source capacity to replenish fire
storage capacity within 72 hours while meeting
maximum day demand. Redundancy in all critical
pumping systems. Backup power supply for all
critical pumping systems.
Same as DOH Standard.
Gray & Osborne, Inc., Consulting Engineers
3-4 City of Port Townsend
July 2019 Water System Plan
Fire Suppression Standards
Required fire flow volume is computed by multiplying the required fire flow, as
established by the appropriate fire authorities, by the required time duration. For
example a 1,000-gpm fire flow would be multiplied by 1 hour, a 2,000-gpm fire flow
would be multiplied by 2 hours (typically 1 hour per 1,000 gpm).
These flow rates and durations are not applicable throughout the zone but at individual
locations (structures) within that zone.
Storage Standards
The nominal volume of a water reservoir is generally the name given to a reservoir based
on an approximation of the gross volume the reservoir, which is the amount of water the
reservoir could hold if filled all the way to the top of the reservoir wall. However,
practically speaking, a reservoir cannot be filled to the top of the wall and a reservoir also
cannot, under normal operational conditions, be drained completely while meeting
system demand. Therefore, there is a need to determine how much of a reservoir volume
is effective storage and how much effective storage a water system needs.
Specific storage requirements as identified in the DOH Water System Design Manual and
applied to Port Townsend’s water system are discussed later in the chapter under the
heading “Storage Requirements.”
WATER QUALITY
The City’s compliance with water quality requirements for surface water systems is
presented in this section, along with requirements for ongoing monitoring and testing.
The following sections evaluate the record of water quality for the City of Port
Townsend. Water quality analysis is divided into the following categories:
• Source Water Quality
• Finished Water Quality
• Delivered Water Quality
• Water Quality Reporting
• Water Quality Complaints
Water quality standards that apply to the water distribution system, including coliform,
lead and copper, disinfectant byproducts, and asbestos are discussed under the heading of
Delivered Water Quality. A review of water quality monitoring requirements relative to
water quality monitoring completed is included under the heading Water Quality
Reporting, and a review of water quality problems and complaints is included under the
heading Water Quality Complaints.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-5
Water System Plan July 2019
INTRODUCTION
Recent years have seen a marked rise in public concern and awareness of potential threats
to public health from contaminants in drinking water supplies. This concern has
translated into numerous new regulations and requirements for drinking water utilities
relating to monitoring, treating, and protecting water quality. The Federal Safe Drinking
Water Act (SDWA) was promulgated in 1974 to protect public health by protecting
drinking water and its sources. The act was amended in both 1986 and 1996 by the Safe
Drinking Water Act Amendments (SDWAAs) and has resulted in the development of
several rules and regulations that affect treatment processes and utility operations.
DOH has been designated by the U.S. Environmental Protection Agency (EPA) as the
state’s “primacy” or administering agency for the SDWAAs and matters related to
drinking water quality. In order to maintain primacy, DOH has adopted EPA-established
drinking water regulations as minimum standards and administers the State’s drinking
water program.
SOURCE WATER QUALITY
As described in Chapter 1, Port Townsend relies on surface water from the Big Quilcene
and Little Quilcene Rivers to supply its demand. Formerly, mesh screening and chlorine
gas disinfection was the system’s only method of treatment. Beginning in mid-January
2017 the City began operation of the new WTF that included low-pressure ultrafiltration
membranes for removal of microbial pathogens, sediment and semi-colloidal particles
and a sodium hypochlorite feed to provide primary disinfection as well as a chlorine
residual in the finished water throughout the distribution system.
Surface Water Source Monitoring
Monthly water treatment reports contain basic raw water data, including raw water
turbidity, temperature and pH.
Surface Water Treatment Regulatory Requirements
The City’s new WTF was designed to meet all requirements of the Surface Water
Treatment Rule, the Long Term 1 Enhanced Surface Water Treatment Rule, and the Long
Term 2 Enhanced Surface Water Treatment Rule (LT2ESWTR).
The LT2ESWTR is intended to provide additional protection against Cryptosporidium by
requiring purveyors with susceptible raw water supplies to provide additional treatment.
For systems using a river as their primary source, if the average E. coli concentration was
greater than 50 E.coli/100ml, then the system is required to monitor the raw water for
Cryptosporidium depending upon the level of Cryptosporidium in the source water. The
City of Port Townsend was required by the Department of Health to submit an
Gray & Osborne, Inc., Consulting Engineers
3-6 City of Port Townsend
July 2019 Water System Plan
LT2ESWTR 2nd Round Cryptosporidium Monitoring Plan. Samples are to be collected
monthly through September 2018 at the raw water inlet to the WTF. The sample point
was changed from the Round 1 sample location at City Lake with construction of the new
WTF and the elimination of chlorination at City Lake. The City’s LT2ESWTR 2nd
Round Cryptosporidium Monitoring Plan is included in Appendix K.
Inorganic Chemical and Physical Water Quality
The DOH standards for inorganic chemical and physical contaminants are divided into
primary and secondary standards. Primary MCLs are based on perceived health-related
effects associated with specific contaminants. Secondary maximum contaminant levels
(SMCLs) pertain to drinking water contaminants that may adversely affect the aesthetic
quality of drinking water, but do not pose a public health threat. Compliance with
primary MCLs is mandatory. SMCLs are not typically enforced; however, DOH can
enforce SMCLs at its discretion if, in its estimation, there is sufficient need to do so.
DOH requires that an inorganic chemical and physical water quality sample be collected
annually for surface water sources unless a waiver has been granted. This sample is to be
collected from a tap after all treatment but before entering the distribution system.
General IOC Tests
The most recent inorganic chemical and physical (IOC) water quality monitoring results
are summarized in Table 3-2. The samples were collected at a location where the two
sources had an opportunity to blend and after chlorination. Samples reported as less than
a specified value have a less-than sign (<) placed before the specified value. Numbers
without the less-than sign represent detected values. The Maximum Contaminant Level
(MCL) for each inorganic chemical and physical water quality parameter for which there
is an MCL, or other regulatory or advisory level as footnoted, is listed in the right hand
column. Detected values shown in bold exceed the MCL or other regulatory or advisory
level.
TABLE 3-2
Inorganic Chemical Sampling Results
Source Number S-01/S-02 S-01/S-02 S-01
Sample Date 4/16/2008 3/28/2011 4/23/2013 MCL
Primary Contaminants - All results mg/L(1) unless otherwise noted
Antimony <0.006 <0.006 <0.006 0.006
Arsenic <0.003 0.001 <0.003 0.0104
Barium <0.400 0.003 0.003 2
Beryllium <0.0008 <0.0008 <0.0008 0.004
Cadmium <0.002 <0.002 <0.002 0.005
Chromium <0.020 <0.020 <0.020 0.1
Copper <0.02 0.170 <0.02 1.3 (2)
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-7
Water System Plan July 2019
TABLE 3-2 – (continued)
Inorganic Chemical Sampling Results
Source Number S-01/S-02 S-01/S-02 S-01
Sample Date 4/16/2008 3/28/2011 4/23/2013 MCL
Cyanide <0.01 <0.01 <0.01 0.2
Fluoride <0.2 <0.2 <0.5 4 (3)
Lead <0.001 0.022 <0.001 0.015 (2)
Mercury <0.0004 <0.0004 <0.0004 0.002
Nickel <0.100 <0.100 <0.100 0.1
Nitrate-N <0.20 <0.20 <0.20 10
Nitrite-N <0.20 <0.20 <0.20 1
Selenium <0.010 <0.010 <0.010 0.05
Sodium <5 3.40 2.5 20 (4)
Thallium <0.002 <0.002 <0.002 0.002
Total Nitrite/Nitrate <0.5 <0.5 <0.5 10
Turbidity (NTU) 1.02 6.37 0.62 1 (5)
Secondary Contaminants - All results mg/L(1) unless otherwise noted
Chloride <20.0 4 2.9 250
Color (color units) <15 5 <15 15
Conductivity (µmho/cm) (6) 102 92.3 94.5 700
Fluoride <0.5 <0.5 <0.5 2 (3)
Hardness (as CaCO3) 42.2 40.7 43.3 (7)
Iron <0.10 0.400 <0.100 0.3
Manganese <0.01 0.096 0.002 0.05
Silver <0.10 <0.10 <0.10 0.1
Sulfate <10 2.2 2 250
Zinc <0.200 0.010 0.010 5
(1) mg/L indicates milligrams per liter. One mg/L is equivalent to one part per million (ppm).
(2) The results reported here are for source water samples while the standards for Lead and Copper
are distribution system action levels are based on 90th percentile distribution sample values.
(3) Fluoride has both a primary and a secondary MCL. Concentrations above the secondary MCL
cause aesthetic problems, while concentrations above the primary MCL are a public health
concern.
(4) Sodium does not actually have an MCL, but EPA has established a level of 20 mg/L as a level of
concern for individuals on a low sodium diet.
(5) The turbidity MCL applies only to surface water sources.
(6) A µmho is a micro-mho, or 1 millionth of a mho, a unit of electrical conductance.
(7) There is no MCL or health advisory for hardness. Water with less than 60 mg/L of hardness (as
calcium carbonate) is generally considered to be soft water. Water with 61 to 120 mg/L of
hardness is generally considered to be moderately hard water. Water with 121 to 180 mg/L of
hardness is generally considered to be hard water. Water with greater than 181 mg/L of hardness
is generally considered to be very hard water.
Review of the most recent data revealed that exceedances of the primary inorganic
chemical MCLs were exceeded in the City’s surface water source for lead on
March 28, 2011, turbidity on March 28, 2011, and iron and manganese on
March 28, 2011. None of the results shown in Table 3-2 is shown on the Exceedances
page of DOH’s Sentry water quality tracking program. Typically, when turbidities are
high in the Big and Little Quilcene Rivers, the City can rely on its City Lake
Gray & Osborne, Inc., Consulting Engineers
3-8 City of Port Townsend
July 2019 Water System Plan
impoundment to supply low turbidity water to the system. The water in City Lake is
from the same river sources but sediment in the water has had time to settle out. Based
on continuous turbidity monitoring on March 28, 2011, the results which were below the
turbidity standards, the sample tap may not have been flushed thoroughly resulting in the
exceedances.
Annual Nitrate Tests
Additional IOC samples include annual nitrate samples. These samples are required in
years when complete inorganic chemical samples are not required. Table 3-3
summarizes all nitrate monitoring results. All nitrate test results are well below the MCL
of 10 mg/L.
TABLE 3-3
Nitrate Monitoring Results(1)
Date Location(1)(2) Value MCL
6/2/2016 S01, S02 <0.10
10 mg/L
7/20/2015 S01, S02 <0.10
5/29/2014 S01, S02 <0.10
12/9/2013 S02 <0.10
4/17/2012 S01, S02 <0.10
(1) All sample results are mg/L.
(2) S01 Source is the Big Quilcene River.
(3) S02 Source is the Little Quilcene River.
Volatile Organic Chemicals
Laboratory reports for Volatile Organic Chemicals (VOCs) in the source water have been
reviewed. Raw water VOC samples were most recently collected on March 14, 2017.
There were no detectable VOCs in this sample. According to the “Water Quality
Monitoring Schedule” issued by DOH in June 2017, VOC sampling received a 6-year
State Waiver between sampling events. It is anticipated the next VOC sampling would
occur in March 2023 for each source.
TABLE 3-4
VOC Sampling History
Date Source(1)(2) Any Exceedances
3/14/2017 S01, S02 No
3/28/2011 S01, S02 No
(1) S01 Source is the Big Quilcene River.
(2) S02 Source is the Little Quilcene River.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-9
Water System Plan July 2019
Synthetic Organic Chemicals
Laboratory reports for Synthetic Organic Chemicals (SOCs) in the source water have
been reviewed. Raw water SOC samples for herbicides were most recently collected on
September 4, 2013. There were no detectable herbicides in this sample. According to the
“Water Quality Monitoring Schedule” issued by DOH in June 2017, the next herbicide
sampling is due in September 2022 as a result of a 9-year State Waiver. SOC Pesticides
and Insecticides were last collected July 8, 2003 and SOC Soil Fumigants have never
been collected in compliance with previous DOH waivers. Both Pesticides and Soil
Fumigants are currently on a 3-year State Waiver from January 2017 through
December 2019.
Synthetic Organic Chemical (SOC) sample collection since July 22, 2002 for general
herbicide (HERB1), insecticide (INSECT), and general pesticide (PEST1) are shown in
Table 3-5. No SOCs were detected in any of the source SOC samples.
TABLE 3-5
SOC Sampling History
Source(1)(2) Analyses 7/22/2002 7/8/2003 9/4/2013
S01
HERB1 X X X
INSECT X X
PEST1 X X
S02
HERB1 X X X
INSECT X X
PEST1 X X
(1) S01 Source is the Big Quilcene River.
(2) S02 Source is the Little Quilcene River.
Radionuclides
Natural levels of currently regulated radionuclides in Washington State have generally
been low. WAC 246-290-300 (10) requires water systems to monitor for gross alpha
particle activity and radium-228 once every 4 years. Compliance is based on either a
composite of four consecutive quarterly samples or the average of four samples obtained
at quarterly intervals. If gross alpha particle activity is less than 5 picocuries per liter
(pCi/L), the tests for the two radium compounds can be waived.
Results of all radionuclide testing since late 2004 are shown in Table 3-6. All
radionuclide samples are below the detection or reporting limits.
Gray & Osborne, Inc., Consulting Engineers
3-10 City of Port Townsend
July 2019 Water System Plan
TABLE 3-6
Test Results for Radionuclides
Source(1)(2) Date
Radium 228,
pCi/L(3)
Radium 226 +
228, pCi/L(3)(6)
Gross Alpha,
pCi/L(3)
S01 4/13/2015 <1.00 ND(4) <3.00
S02 4/13/2015 <1.00 ND(4) <3.00
S01 4/16/2009 <1.00 -- <3.00
S02 4/16/2009 <1.00 -- <3.00
S01 10/11/2004 <1.00 -- --
S02 10/11/2004 <1.00 -- --
S01 6/14/2004 <1.00 -- --
S02 6/14/2004 <1.00 -- --
MCL 5(5) 15
(1) S01 Source is the Big Quilcene River.
(2) S02 Source is the Little Quilcene River.
(3) pCi/L is picocuries per liter.
(4) ND = Not Detected.
(5) The MCL for Radium 226 and Radium 228 is a combined total of 5 pCi/L.
(6) Radium 226 is determined only if gross alpha activity and radium 228 is >5pCi/L
FINISHED WATER QUALITY
Turbidity
To meet the requirements of the Surface Water Treatment Rule, Long Term 1 Enhanced
Surface Water Treatment Rule, and Long Term 2 Enhanced Surface Water Treatment
Rule, the City’s WTF must meet certain turbidity performance requirements. The
turbidity requirement for a membrane filtered surface water source is less than 0.10 NTU
in 95 percent of the measurements taken each month and must produce water that is less
than 1.0 NTU at all times. Finished water turbidity is reported on the Water Treatment
Plant Monthly Reports. These reports indicate compliance with the finished water
turbidity requirements.
Disinfection
To meet the requirements of the Surface Water Treatment Rule, the City’s WTF must
achieve 0.5 log Giardia lamblia and 4.0 log Virus inactivation through disinfection. The
performance in meeting this requirement is measured by determining on a daily basis
whether the WTF has provided adequate chlorine residual and contact time (CT) during
peak flows to provide 0.5 log inactivation of Giardia lamblia. On a daily basis, operating
staff compare the CT provided to the CT required and determine an inactivation ratio.
An inactivation ratio of greater than 0.5 means that the WTF has provided a least 0.5 log
inactivation of Giardia lamblia cysts.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-11
Water System Plan July 2019
Disinfection Contact Time (CT) Compliance
Disinfectant CT compliance for all treated water produced by the WTF is achieved with
free chlorine following filtration. All treated water from the new WTF passes through
one of the City’s two storage facilities, the 5 MG Reservoir or the 1 MG Standpipe, prior
to entering the distribution system.
The CT analysis contained in the WTF Preliminary Design Report for the 5 MG
Reservoir indicates that under normal operating conditions this reservoir exceeds the CT
requirements for the maximum WTF peak hour demand flow rate of 3.95 mgd. In
addition, under emergency operating conditions, if the filtration system is not operating,
the 3-log Giardia removal requirement can also be met at the peak hour demand flow rate
of 3.95 mgd.
The CT analysis contained in the WTF Preliminary Design Report for the 1 MG
Standpipe indicates that under normal operating conditions this reservoir exceeds the CT
requirements for the maximum WTF peak hour demand flow rate of 3.95 mgd. In
addition, under emergency operating conditions, if the filtration system is not operating,
the 3-log Giardia removal requirement can also be met at the peak hour demand flow rate
of 3.95 mgd if the chlorine residual is increased to 0.85 mg/L.
The following parameters for CT were approved by DOH in a letter date
September 17, 2015:
• A peak hour flow of 3.1 mgd (2,152 gallons per minute).
• Minimum tank volumes of 750,000 gallons for the 5 MG reservoir and
450,000 gallons for the 1 MG standpipe.
• A baffling efficiency of 0.4.
The City has demonstrated compliance with the CT requirements since the new WTF
became operational.
DELIVERED WATER QUALITY
A number of water quality monitoring requirements apply to water in the distribution
system, which is referred to as the delivered water quality. Monitoring of delivered water
quality is necessary because some water quality parameters have been demonstrated to
change in the distribution system, or even in the plumbing of buildings. Chlorine residual
decays in the distribution system, coliform bacteria can grow or can be introduced into
the distribution system, disinfectant byproducts develop in the distribution system,
asbestos can be released into the distribution system from asbestos-cement pipes, and
water that is excessively corrosive can dissolve lead and copper from building plumbing.
For these reasons, distribution system or delivered water quality monitoring is required.
The following sections summarize delivered water quality monitoring by the City.
Gray & Osborne, Inc., Consulting Engineers
3-12 City of Port Townsend
July 2019 Water System Plan
Coliform Bacteria Monitoring
WAC 246-290-300(3) sets distribution system coliform monitoring requirements, and
WAC 246-290-310(2) sets coliform bacteria maximum contaminant levels. In general, a
coliform MCL violation occurs when two or more coliform samples in one sampling
period have detectable coliform bacteria. An Acute MCL violation occurs if any of the
coliform positive samples are positive for Fecal Coliform or E. Coli. A Non-Acute MCL
violation occurs when none of the coliform positive samples are positive for Fecal
Coliform or E. Coli.
The number of coliform samples required per monitoring period is based on the
population served during the monitoring period. Each monitoring period is a calendar
month. Port Townsend is currently required to take a minimum of 15 distribution system
coliform samples per month. Additionally, one sample is collected from the entry point
to the distribution system whenever distribution system samples are collected. Samples
are collected evenly throughout the month.
The coliform monitoring record for 2010-2016 was reviewed for this Plan update.
During this time period there were two coliform samples taken that were positive for total
coliform bacteria: one on August 4, 2014 and another on May 9, 2016. Neither were
positive for fecal coliform or E.Coli. Repeat samples were satisfactory. Since only one
sample during each of the applicable monthly sampling periods was positive for coliform
bacteria, neither of these positive samples constituted a MCL exceedance.
Revised Total Coliform Rule
On April 1, 2016, the Federal Revised Total Coliform Rule (RTCR) replaced the 1989
Total Coliform Rule (TCR). Some key provisions of RTCR include the following:
• Eliminates the total coliform maximum contaminant level (MCL),
maintains the existing E. Coli MCL, and defines coliform treatment
technique violations.
• Sets new requirements for Level 1 and 2 assessments, and corrective
action when monitoring results show that the system is contaminated.
• Sets new seasonal system requirements for start-up procedures if the
system depressurizes during the off-season.
• Changes reporting and recordkeeping requirements.
• Changes public notification and consumer confidence reporting
requirements.
• Technical edits for clarity.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-13
Water System Plan July 2019
Three DOH publications addressing the RTCR are included in Appendix J, including a
copy of the November 2015 DOH publication H2Ops with a feature article on the RTCR,
a publication titled, “Summary of Draft Rule Changes, Group A—Revised Total
Coliform Rule, Chapter 246-290 WAC,” also dated November 2015, and DOH
Publication 331-556 “Revised Total Coliform Rule” dated December 2015.
Disinfectant Byproduct Monitoring
Disinfectant byproduct (DBP) monitoring requirements include Total Trihalomethanes
(TTHM) and Haloacetic Acids (five) (HAA5). WAC 246-290-300(7)(b)(ii)(A) requires
monitoring in accordance with 40 CFR 141.132(b)(1)(i). WAC 246-290-300(7)(b)(ii)(B)
allows reduced monitoring with DOH approval in accordance with 40 CFR
141.132(b)(1)(ii). 40 CFR 141.132(b)(1)(i) requires 4 samples per quarter for filtered
surface water systems serving at least 10,000 persons. At least 25 percent of all samples
collected each quarter are to be collected at locations that represent a point of maximum
residence time in the distribution system. The remaining samples are to be collected at
locations that are representative of at least the average residence time in the distribution
system and which represent the entire distribution system, based on the number of
persons served.
The Stage 2 DBP Rule revised residual disinfectant concentrations and maximum
contaminant levels for disinfection byproducts. The Stage 2 Rule requires that each
individual sample location meet the running annual average MCL, and that one sample
location represent the point of maximum retention time in the water distribution system.
Under the Stage 1 Rule, systems were able to average all sample locations in order to
meet the MCL. The final rule for Stage 2 compliance states the system must meet
80 ug/L and 60 ug/L as the Locational Running Annual Averages (LRAAs) for TTHMs
and HAA5s, respectively. Compliance is based on LRAAs at each monitoring site,
which include high TTHM locations, high HAA5 locations, and old Stage 1 locations.
The Rule required high TTHM and HAA5 locations to be determined by conducting an
Initial Distribution System Evaluation (IDSE).
Samples were collected at the point of maximum residence time for the highest TTHM
and highest HAA5, which were North Jacob Miller Road and Chetzmoka Park,
respectively. Additional samples were collected at the Hospital, which experiences the
average residence time with the highest HAA5 and North Beach, which is the location
with the next highest TTHM value. While one HAA5 sample collected on
February 8, 2017 in Chetzmoka Park exceeded the MCL, the LRAA is within compliance
limits.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
3-
1
4
City of Port Townsend
Ju
l
y
2
0
1
9
Water System Plan
TA
B
L
E
3
-
7
TT
H
M
a
n
d
H
A
A
5
S
a
m
p
l
e
R
e
s
u
l
t
s
TT
H
M
/
HA
A
5
Sa
m
p
l
e
Da
t
e
TT
H
M
(
u
g
/
L
)
HA
A
(
5
)
(
u
g
/
L
)
Ch
e
t
z
e
m
o
k
a
Pa
r
k
LR
A
A
No
r
t
h
Ja
c
o
b
Mi
l
l
e
r
Ro
a
d
LR
A
A
Ho
s
p
i
t
a
l
LR
A
A
No
r
t
h
Be
a
c
h
LR
A
A
Ch
e
t
z
e
m
o
k
a
Pa
r
k
LR
A
A
No
r
t
h
Ja
c
o
b
Mi
l
l
e
r
Ro
a
d
LRAA Hospital LRAA
8/
2
/
2
0
1
6
3
3
.
9
3
3
.
9
3
8
.
3
3
8
.
3
2
8
.
3
2
8
.
3
3
0
.
8
3
0
.
8
2
7
.8
2
7
.
8
2
8
.
5
2
8
.
5
2
5
.
8
2
5
.
8
11
/
8
/
2
0
1
6
5
7
.
5
4
5
.
7
4
6
.
8
4
2
.
6
4
4
.
6
3
6
.
5
5
1
.
2
4
1
.
0
1
9.
9
2
3
.
9
3
0
.
1
2
9
.
3
3
1
.
0
2
8
.
4
2/
2
2
/
2
0
1
7
6
5
.
6
5
2
.
3
3
8
.
9
4
1
.
3
2
5
.
5
3
2
.
8
3
0
.
6
3
7
.
5
9
4.
7
(1
)
47
.
5
2
8
.
5
2
9
.
0
2
8
.
1
2
8
.
3
5/
1
7
/
2
0
1
7
4
9
.
2
5
1
.
6
5
4
.
0
4
4
.
5
4
0
.
0
3
4
.
6
4
0
.
9
3
8
.
4
3
3.
8
4
4
.
1
3
1
.
8
2
9
.
7
3
0
.
0
2
8
.
7
(1
)
Bo
l
d
e
d
v
a
l
u
e
e
x
c
e
e
d
s
M
a
x
i
m
u
m
C
o
n
t
a
m
i
n
a
n
t
L
e
v
e
l
(
M
C
L
)
f
o
r
t
h
i
s
s
a
m
p
l
e
.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-15
Water System Plan July 2019
Asbestos
Asbestos fibers are measured as millions of fibers per liter greater than 10 micrometers in
length (MFL>10 µm). The MCL is 7 MFL>10 µm. WAC 246-290-300(2)(b)(v) requires
distribution system monitoring for asbestos in accordance with Federal regulation
40 CFR 141.23(b). The Federal regulation requires one sample during the first 3 years of
each 9-year sampling cycle, unless the state grants a waiver to asbestos sampling based
on a demonstrated lack of vulnerability to asbestos in both the source water and the
distribution system. If an asbestos sample is required, it is to be taken under conditions
where asbestos contamination is most likely to appear.
The most recent asbestos sample on record for Port Townsend was from April 21, 2009.
The sample result showed less than 0.095 MFL>10 µm. According to the Water Quality
Monitoring Schedule, the next asbestos sample is due in April 2018.
Lead and Copper Monitoring
Lead and copper monitoring is required in order to determine if lead or copper are
leaching out of customer service lines at a rate that produces concentrations that are a
health concern. The rule requires that 90 percent of the representative samples do not
exceed the action levels for lead or copper. If more than the allowable number of
samples exceed the action level for either lead or copper, then the water system owner
must take action to reduce the corrosivity of the water, or take other actions such as water
service line replacement, to reduce the level of lead and copper at the tap. The action
level for lead is 0.015 mg/L and the action level for copper is 1.3 mg/L.
The last round of lead and copper sampling consisting of 30 samples was collected in
July 2016. Samples are collected every three years. The next sampling is due in
July 2019. The highest level of lead in all samples since 2010 was 0.0460 mg/L in
July 2010, and the highest 90th percentile value for lead was 0.0085 mg/L in July 2010.
The highest level of copper was 1.1800 mg/L in July 2013, and the highest 90th percentile
value for copper was 0.6940 mg/L in July 2013. Table 3-8 summarizes Port Townsend’s
lead and copper monitoring results. The data shows that Port Townsend is in compliance
with the lead and copper standards.
TABLE 3-8
Lead and Copper Monitoring Results
Date
Lead, mg/L Copper, mg/L
Highest Level 90th Percentile Highest Level 90th Percentile
7/7/2010 – 7/13/2010(1) 0.0460 0.0085 0.7500 0.6420
7/31/2013 – 8/6/2013(1) 0.0110 0.0072 1.1800 0.6940
7/12/2016 – 7/20/2016 0.0210 0.0084 0.8600 0.7110
Action Level 0.015 1.3
(1) During these sampling years, 20 samples were required.
Gray & Osborne, Inc., Consulting Engineers
3-16 City of Port Townsend
July 2019 Water System Plan
WATER QUALITY REPORTING
Port Townsend was granted several water quality monitoring waivers, which affect the
monitoring requirements for sampling frequency. Table 3-9 summarizes Port
Townsend’s monitoring requirements as shown on the Water Quality Monitoring
Schedule for the Year 2017, which is included in Appendix F.
TABLE 3-9
System Monitoring Requirements and Waivers for 2017
Monitoring Parameter Sampling Requirement Sampling Location
Coliform 15 samples per month Distribution system
Lead and Copper
One set of 30 samples between
7/2019 - 8/2022
Sample only between June 1
and September 30
Distribution system
Nitrate One per year per source
S01, S02
Inorganic Contaminants
9-year waiver (last sample
taken 4/23/2013) S01
9-year waiver (last sample
taken 3/28/2011) – next
sample due May 2018
S02
Volatile Organic Contaminants 6-year waiver (last sample
3/14/2017) S01, S02
Herbicides, SOC 515.2
9-year waiver (last sample
9/4/2013) – next sample due
September 2022
S01, S02
General Pesticides, SOC 525.2 3-year waiver (last sample
7/8/2003)(1) S01, S02
Soil Fumigants, SOC 504 3-year waiver(1) S01, S02
Iron
3-year standard (last sample
4/23/2013) – next sample due
July 2019
S01
3-year standard (last sample
3/28/2011) – next sample due
August 2019
S02
Manganese
3-year standard (last sample
4/23/2013) – next sample due
August 2019
S01
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-17
Water System Plan July 2019
TABLE 3-9 – (continued)
System Monitoring Requirements and Waivers for 2017
Monitoring Parameter Sampling Requirement Sampling Location(2)(3)
3-year standard (last sample
3/28/2011) – next sample due
September 2019
S02
Gross alpha
6-year standard (last sample
4/13/2015) – next sample due
April 2021
S01, S02
Radium 228
6-year standard (last sample
4/13/2015) – next sample due
April 2021
S01, S02
(1) Water Quality Monitoring Schedule indicates no samples are required.
(2) S01 Source is the Big Quilcene River.
(3) S02 Source is the Little Quilcene River.
WATER QUALITY COMPLAINTS
Port Townsend handles water quality complaints pursuant to their policy for dealing with
complaints as described in Chapter 1. The most common water quality complaints are
regarding dirty water, taste and odor, and damage to the water system. In response to
water quality complaints, the City notifies the person who made the complaint by phone
or in person and informs the complainant how the issue was or will be addressed.
The City also receives complaints about low water pressure and water leaks. Low
pressures have generally been associated with plugged faucet screens or filters and have
been corrected by cleaning or replacing the faucet screen or filter. Leaks on the customer
side of the meter are the customer’s responsibility otherwise leaks are repaired by City
work crews.
SYSTEM FACILITIES ANALYSIS
The following sections evaluate the existing water system facilities in terms of their
capacities, physical conditions, and performance capabilities. Facilities are evaluated
relative to existing and projected requirements based on growth and demand projections
from Chapter 2.
SOURCES
The Port Townsend water system is supplied by surface water from the Big Quilcene and
Little Quilcene Rivers. Water from the Big Quilcene River, located approximately
30 miles south of the City, is transported by the Olympic Gravity Water System (OGWS)
pipeline to the City (Figure 1-2). The Big Quilcene River is the primary water supply for
Gray & Osborne, Inc., Consulting Engineers
3-18 City of Port Townsend
July 2019 Water System Plan
the City. Water from the Little Quilcene River diversion is used to fill Lords Lake, which
can also be filled by the Big Quilcene Diversion. The entire system operates by gravity
from both of the diversions, to Lords Lake, City Lake, and the City. City Lake functions
as a raw water equalizing reservoir with approximately 140 million gallons of storage.
Water from City Lake flows through two sets of mesh screen, which prevents large
objects from entering the OGWS pipeline below City Lake. Prior to construction of the
WTF (2016), chlorine gas was injected as a disinfectant into the OGWS pipeline just
below City Lake. A new sodium hypochlorite disinfection system was installed in the
water treatment facility and the PTPC operates their own sodium hypochlorite treatment
system for control of process water.
The OGWS pipeline is capable of transporting approximately 20 mgd to City customers
and the Port Townsend Paper Company (PTPC). An intertie at the southern City
boundary divides the flow between the City and the paper mill. Through a long-term
contract between the PTPC and the City, the PTPC operates and maintains the OGWS
pipeline, diversions and lake reservoirs in exchange for raw water. The City is allocated
a maximum of 7.74 cfs (5 mgd). In the event of a water shortage, the City is given first
priority for the available water and the PTPC must cut production or conserve water to
deliver the contracted volumes of water to the City.
Source Capacity
Hydraulic Capacity of the OGWS
The hydraulic capacity of the OGWS between the Big Quilcene River diversion and City
Lake is approximately 20 mgd, based on historical meter data collected at the meter into
City Lake. The hydraulic capacity of the OGWS downstream of City Lake from
historical meter records is approximately 25 mgd. With the capacity of the OGWS
exceeding the combined current and projected demand of the City and the PTPC, the
hydraulic capacity of the transmission system is not a limiting factor in supplying the
peak demands of the City and PTPC.
Critical Water Supply Period
The main limiting factor in providing for adequate large scale industrial demand is the
capacity of Lords Lake. Because of the required maintenance of instream flow for the
Big Quilcene River and the instream flow requirements for the Little Quilcene River, it is
typically necessary to draft from Lords Lake to meet demands during the late summer
and early fall dry weather season. The extent to which drafting of Lords Lake is
necessary is dependent on weather-related factors that affect the flows in the Big and
Little Quilcene Rivers as well as system demands. Lords Lake is filled from the Little
Quilcene River when flows at the diversion are greater than the 6 cfs minimum instream
flow requirement. Lords Lake can also be filled from the Big Quilcene River, as is often
the case in the fall and winter, to speed refilling.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-19
Water System Plan July 2019
Adding another inlet to Lords Lake from the transmission pipeline would provide
additional flexibility in filling the reservoir from the Big Quilcene River. This would
increase settling time for turbid water and allow filling of both Lords Lake and City Lake
at the same time. Moving the existing outlet or adding a second outlet structure would
enable using water below the existing outlet gate without installing temporary pumping
equipment. Incorporation of these modifications should be considered if Lords Lake
undergoes major renovation or substantial work is required on the pipeline in the vicinity
of the reservoir.
The City has considered expanding Lords Lake to provide additional capacity to meet
summertime water needs of the City and PTPC when low flows in the Big Quilcene and
Little Quilcene Rivers limit diversions. An evaluation completed in 2001 by CDM
Engineers examined increasing the size of Lords Lake by 50 and 100 percent. An
estimate for either expansion option, using data from a wetter than normal cycle,
indicated that while maintaining a 27 cfs bypass below the Big Quilcene diversion the
reservoir would only be refilled 4 out of 5 years. Preliminary cost estimates at that time
were $2.3 to $3.0 million for a 50 percent storage expansion and $3.7 to $5.5 million (in
2001 dollars) to double the reservoir capacity.
Water Rights Analysis
The City has water rights for both the Big and Little Quilcene Rivers. In addition to its
surface water rights to these sources, the City also has storage water rights for two raw
water reservoirs; Lords Lake and City Lake.
The City has applied for a 150 gpm irrigation ground water right for use by the Port
Townsend Golf Course, which could be used as an emergency source of supply for the
City. The water right is still pending.
The Port Townsend water rights are summarized in Chapter 1, Table 1-2.
The new WTF is currently designed to treat 2.95 mgd and the raw water transmission
main can transport up to 20 mgd to the WTF; however, Port Townsend is contractually
limited with the Port Townsend Paper Company to using a maximum of 5.0 mgd for City
use. Port Townsend has a total water right capacity of 39.56 cfs (25.6 mgd) and
28,600 ac-ft/yr. From Table 2-5 it can be seen that Port Townsend’s maximum annual
usage since 2007 has been 1.066 mgd, which is equivalent to approximately
1,434 ac-ft/yr.
Table 3-10 compares the capacity of the Olympic Gravity Water System (OGWS)
transmission main to the maximum instantaneous withdrawal allowed under the City’s
existing water rights.
Gray & Osborne, Inc., Consulting Engineers
3-20 City of Port Townsend
July 2019 Water System Plan
TABLE 3-10
Existing Instantaneous Water Rights Analysis
Facility
Capacity
(gpm)
Maximum Instantaneous
Withdrawal Allowed
Under Existing Water
Rights (gpm)
Surplus/(Deficit)
(gpm)
OGWS Transmission
Main(1) 13,889 17,756(3) (3867)
Water Treatment
Facility 2,049(2) 17,756(3) 15,707
(1) OGWS is the Olympic Gravity Water System, which is owned by the City of Port Townsend.
This transmission main is operated entirely by gravity.
(2) The OGWS transmission main has a capacity to convey up to 20 mgd; however, through a long-
term contract between the Port Townsend Paper Company (PTPC) and the City, the City is
allocated a maximum flow of 5 mgd or 3,472 gpm. The Water Treatment Facility has a current
design capacity of 2.95 mgd, which equates to approximately 2,049 gpm, with a future planned
capacity of 3.6 mgd or 2,500 gpm.
(3) Permitted withdrawals equal 39.56 cubic feet per second, which is equivalent to 17,756 gpm.
Table 3-10 demonstrates that Port Townsend’s instantaneous water rights exceed the
City’s water treatment capacity and the quantity of water contractually agreed upon that
is available for City use.
The annual water system production over the last five years is compared to the allowed
average annual withdrawal designated by the existing water rights in Table 3-11.
TABLE 3-11
Historical Annual Water Rights Analysis
Year
Annual
Production
(MG)(1)
Annual
Production
(acre-ft)
Maximum Annual
Withdrawal
Allowed Under
Existing Water
Rights
(acre-ft) (2)
Surplus/(Deficit)
(acre-ft)
2012 326.1 1,000.8 28,600 27,599
2013 354.4 1,087.7 28,600 27,512
2014 344.2 1056.3 28,600 27,544
2015 340.2 1044.0 28,600 27,556
2016 330.9 1015.4 28,600 27,585
Average 339.2 1040.8 28,600 27,559
(1) Annual production was derived from Table 2-5.
(2) Annual water rights for the Big and Little Quilcene Rivers do not contain a maximum acre-feet
condition. The maximum annual average acre-feet shown is based on the continuous use of the
maximum instantaneous flow rate.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-21
Water System Plan July 2019
As shown in Table 3-11, the annual production over the last 5 years is within the City’s
maximum annual withdrawal water right as it relates to footnote 2.
Table 3-12 compares the projected annual withdrawal requirement (projected production)
with the City’s annual water rights. As shown in Table 3-12, based on projected annual
withdrawal requirements, the City has sufficient annual water rights through the 20-year
planning period.
TABLE 3-12
Projected Annual Water Rights Analysis
Year
Maximum
Permitted Average
Annual
Withdrawal
(acre-feet)
Projected Annual
Withdrawal
Requirement
(acre-feet)
Annual Water
Rights Surplus/
(Deficit)
2026 28,600 1,131 27,469
2036 28,600 1,269 27,331
Source Capacity Analysis
Source capacity of the City’s water system is compared to existing and projected water
system demands in this section. The existing capacity is limited by the Water Treatment
Facility’s capacity of 2.95 mgd (2,049 gpm).
At the WTF’s capacity of 2,049 gpm, the City is able to produce 2,950,000 gallons in
24 hours. Table 3-13 compares existing City source capacity to existing and projected
water system demands. Table 3-13 demonstrates that the City is able to meet projected
MDD through the 20-year planning period.
TABLE 3-13
Water Demands and Source Capacity (mgd)
Year MDD(1)
Filter Run Time – 24 Hours
Source Capacity
Source Capacity
Surplus/(Deficit)
2016 1.88 2.95 1.07
2026 2.12 2.95 0.83
2036 2.38 2.95 0.57
(1) MDD (Maximum Day Demand) is taken from Table 2-10.
Gray & Osborne, Inc., Consulting Engineers
3-22 City of Port Townsend
July 2019 Water System Plan
WATER TREATMENT
In January 2017, the City of Port Townsend completed construction of a Water Treatment
Facility (WTF) that included a pressurized membrane ultrafiltration (UF) system capable
of treating 2.95 mgd. The new WTF is located at the site of the system’s two storage
tanks. The following sections describe the treatment process and capacities. The WTF
has the following features:
• Raw water flow and pressure control valves.
• Mechanical micro-screens for removing some algae and larger-sized
sediment.
• Ultrafiltration membranes for the removal of microbial pathogens
(Giardia and cryptosporidium), sediment and semi-colloidal particles.
• Sodium hypochlorite feed to provide for primary disinfection and provide
a chlorine residual in the finished water throughout the distribution
system.
• Process wastewater handling.
• Automated control system.
• Standby power generator.
• Potassium Permanganate feed system to treat algal toxins.
Treatment Process Configuration
The major design features of the treatment process configuration include:
• All raw water flow in the OGWS pipeline at the WTF site passes through
the treatment process. There is no raw water bypass around the WTF that
connects to the finished water storage facilities.
• Flow through the treatment process to the existing finished water tanks is
driven entirely by the available hydraulic head in the OGWS pipeline; the
hydraulic head is not “broken” to atmospheric pressures.
• Two duty 130 micron screens serve as pretreatment filters. Each
micro-screen unit is capable of screening 1.5 mgd.
• Effluent from the micro-screens is collected in a header pipe which in turn
feeds three parallel ultrafiltration (UF) trains.
• Each membrane filter (MF) train consists of membrane modules fabricated
of polyvinylidene fluoride (PVDF) hollow fiber membrane manufactured
by Evoqua. Pressurized feed water goes from the outside to the inside
through the membrane fibers.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-23
Water System Plan July 2019
• All filtrate from the inside of the fibers enters a common filtrate header
that connects to the pipeline to the treated water storage tanks. The
chlorine injection point is located on this header upstream of the treated
water storage tanks.
• Each UF train will perform backwashes either automatically at one hour
set time intervals, through differential pressure, during one of the cleaning
sequences or manually. Backwash combines air scour and air assisted
liquid backwash to mechanically dislodge the solids that build up on the
outside of the membrane fibers over time. The backwash waste is then
drained to the process waste reservoir by gravity.
• Both low pressure air and high pressure process air are used during the
backwash. The low pressure air supplied by the blowers performs air
scouring of UF modules and the high pressure process air is assisting
during the liquid backwash period.
• Each MF train require automatic maintenance wash (MW) and
clean-in-place (CIP) operations at the set time intervals to remove any
fouling layer that cannot be removed by the mechanical backwash process.
The MW occurs more frequently than the CIP with a less intense and
shorter duration cleaning process.
Mechanical Micro-Screens
The mechanical micro-screens are automatic self-cleaning mesh screens that filter the
raw water through a stainless steel mesh screen cylinder from the inside of the screen.
The screened water flows through the screen outlet and the screenings accumulate inside
of the screen. The screen self-cleaning is triggered by a timer or the differential pressure
across the screen due to the screenings buildup. The timer initiates cleaning every two
hours or if the differential pressure reaches a preset point, the cleaning process begins.
By opening the screen flush control valve, the pressure difference between the inside of
the screen and atmosphere creates a suction effect on the inside of the screen. This
allows the screenings to be brushed off the screen with assistance by either the screened
water from outside of the screen or the raw water from inside of the screen, which is then
vacuumed out of the screen through the screen flush control valve and flush drain pipe.
The design flow rate for each screen is 1,050 gpm and the fine screen size is 130 microns.
Backwash waste water flow from the mesh screen is sent to the process wastewater
equalization basin outside the WTF building and then to the sanitary sewer system.
Ultrafiltration System
The proprietary MEMCOR pre-engineered membrane filtration system is the primary
treatment process for the WTF. The membrane filtration system is designed to remove
Gray & Osborne, Inc., Consulting Engineers
3-24 City of Port Townsend
July 2019 Water System Plan
all particulates down to the size corresponding to the membrane cutoff point including
mineral sediments, oxidized iron and manganese, and semi-colloidal natural organic
matter. The membrane filters are hollow fiber with a nominal pore size of 0.04 microns
that categorize it as ultrafiltration (UF).
The WTF has 3 filtration units (skids), each with 102 filter modules. Each unit is an
individual filter that can be operated independently from the other two units. Pressurized
feed water goes through the membrane from outside of the fibers and filtrate from the
inside of the fibers enters a common filtrate header that connects to the pipeline to the
treated water reservoirs. MF units perform backwashes either automatically at set
intervals, due to pressure differential, a part of a cleaning sequence or may be manually
initiated. Backwash combines air scouring, reverse flow and unit drain-down to
mechanically dislodge the solids that build up on the outside of the membrane fibers over
time. Both high volume low pressure air and high pressure process air are used during
the backwash. The low pressure air performs air scouring of the modules and the high
pressure process air is used to push the water in the module fibers in reverse flow from
the lumen side to the shell side of the fibers. The backwash waste is then drained to the
process waste equalization basin by gravity. The typical backwash cycle is once every
60 minutes for 3.5 minutes. Backwash waste is disposed of in the sanitary sewer system.
Filtrate water quality from each unit is monitored continuously with an on line
turbidimeter as an indication of membrane integrity. A direct integrity air hold test
determines whether or not the system is compromised such that a 3 micron particle can
pass from the Feed to the Filtrate and determines the Log Reduction Value (LRV) for the
unit tested.
Chemical Cleaning System (Clean In Place and Maintenance Wash)
It is necessary to chemically clean the membrane fibers periodically to remove foulants
that are not removed by the air/liquid backwash. Each membrane unit is chemically
cleaned individually while the other units in the system remain online. The cleaning
programs are initiated manually by the operator.
There are two types of chemical cleaning operations, Clean-In-Place (CIP) operation and
Maintenance Wash (MW) operation. The CIP operation is initiated based on a set
operational or calendar time interval, whichever comes first. The CIP cleaning program
includes a backwash and recirculation and soaking periods using acid followed by
sodium hypochlorite. The water used for CIPs and MWs is heated in the CIP tank before
introduction to the membrane modules followed by the addition of chemicals. The
cleaning is completed within 2 to 4 hours. At the end of the cleaning, the cleaning
solution and filter flush water is directed to the neutralization system prior to disposal in
the sanitary sewer system.
The MW cleaning is similar to the CIP cleaning, but with shorter recirculation and
soaking periods and using only a lower chemical concentration of sodium hypochlorite.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-25
Water System Plan July 2019
The MW cleaning is usually completed in approximately 45 minutes. The MW process
is used to remove biological fouling between CIP events.
Chemical Transfer Systems
The chemical transfer system delivers chemicals, including sodium hypochlorite, citric
acid, sulfuric acid, sodium hydroxide, and sodium bisulfite for the CIP and MW cleaning
operation and neutralization system. Specific characteristics, uses, and components for
each chemical feed system are discussed in detail in the WTF Preliminary Design Report
(HDR 2014).
Chlorination System
Chlorine for the WTF is commercially-available liquid sodium hypochlorite (12.5 percent
strength by weight). The sodium hypochlorite system consists of the following main
components:
• Chemical delivery facilities, storage tank, and containment area
• Day tank and transfer pump
• Metering pumps and injection points
• Associated piping and valves
• Flow measurement and chlorine analyzers
The hypochlorite system is located within the WTF.
Metering Pumps
Two peristaltic metering pumps, one duty and one standby are utilized to deliver the
required dose from a day tank to the injection points. The chemical feed rate is set to
automatically maintain a desired residual as measured by a chlorine analyzer downstream
of the injection point.
Chlorine Dose Control
Chlorine dose is controlled by two methods: 1) open-loop flow-paced control with
manual chlorine dose adjustment and 2) compound loop control that utilizes both the total
flow rate and the chlorine residual to adjust the feed rate. For both methods, the chlorine
residual, pH, and temperature of the treated water is continuously monitored and
transmitted to the HMI/SCADA system to determine that these parameters are within an
acceptable range. The pH and temperature measurements are also utilized in developing
a daily disinfection profile for viruses and Giardia.
Monitoring of the chlorine system is utilized in process control, reporting, scheduling
maintenance activities, and assistance in identifying and troubleshooting operational
Gray & Osborne, Inc., Consulting Engineers
3-26 City of Port Townsend
July 2019 Water System Plan
problems. Process monitoring signals are transmitted to the system PLC and to the
HMI/SCADA system, providing both local and remote monitoring and control capability.
Flow is recorded from the sum of membrane filter skid flow meters and from the flow
meters located at the inlets of the 5 MG Reservoir and 1 MG Standpipe.
On-line analyzers continuously monitor the disinfected finished water for chlorine
residual, pH, and temperature. 5 MG Reservoir and Standpipe finished water sampling
taps has been plumbed back into the WTF laboratory for convenience of water sampling
and analysis.
Alarms
The chlorine system has both low-priority and emergency alarms. Low-priority alarms
indicate that the storage and/or feed system should be inspected but that chlorine dosing
is not out of compliance. Emergency alarms indicate a more serious condition, which
result in the automatic closing of the flow control valves and shutdown both the chlorine
and filtration systems. The alarm signals are transmitted to the City’s HMI/SCADA
system, which is also available via remote access.
Process Wastewater Handling and Disposal
Process wastewater is generated from the following treatment processes:
• Backwash/flushing wastewater from the mechanical screens
• Backwash wastewater from the membrane filters, including filter-to-waste
(once per hour)
• Clean-In-Place (heated acid wash) to remove mineral buildup from the
membrane filters (4-8 times per year)
• Maintenance Wash to remove organic material buildup from the
membrane filters (every 168 operational hours or 1,680 calendar days)
TABLE 3-14
Process Wastewater Volumes
Process Wastewater Process Wastewater Volume
Mechanical Screens
Backwash
@150 gpm backwash flow rate for 1.5 minute duration = 225 gallons per
backwash. Backwash @ every 2 hours interval operating 2 units =
5,400 gal/day.
Membranes Backwash @266 gpm backwash flow rate for 3.5 minute duration = 930 gallons per
backwash. Backwash @ every 1 hour interval operating 1 membrane unit
= 22,320 gal/day.
Membranes Recovery
Clean In Place
198,960 gallons per year @ 5 recovery clean events per year per unit =
13,264 gallons per recovery clean event
Membranes
Maintenance Wash
66,320 gallons per year @ 10 maintenance clean events per year per unit
= 6,632 gallons per maintenance clean event
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-27
Water System Plan July 2019
All process wastewater is conveyed to the process wastewater equalization (EQ) basin,
which has been sized to store daily backwash wastewater from the micro-screens and
membrane units as well as wastewater generated from one Recovery Clean-In-Place
event.
Settled wastewater from the EQ basin is discharged via a gravity pipe to a sanitary sewer
manhole. The discharge flow rate is limited to approximately 100 gpm.
Standby Power Supply
Standby power supply is provided by a fixed onsite diesel engine generator. The
generator is wired into the switchgear located within the electrical room of the WTF
building. The generator is located outside the WTF building and is surrounded on three
sides with a screen wall. In the event of a loss of power to the WTF, back-up power from
the generator will be directed through the Automatic Transfer Switch (ATS) in the
electrical room. Diesel fuel for the generator is stored in a belly tank integrated with the
generator. The fuel tank capacity is sized to provide up to 72 hours of run time under
average electrical loading conditions.
STORAGE EVALUATION
This section evaluates the City’s storage facilities, requirements, and needs. Water
storage directly serving the distribution system is a critical element of a water system,
particularly with respect to enhancing the reliability of meeting customer demand during
a variety of conditions. Distribution system storage enables periodic peak customer
demands to be met, provides water to fight fires, and maintains a portion of the storage
volume as standby storage for emergencies.
Providing ample storage makes it possible to avoid over-sizing supply facilities such as
pump stations, supply pipelines, and treatment facilities, in order to meet periodic peak
customer demands. With adequate storage, supply facilities can be sized based on
reduced demand criteria, such as the anticipated MDD. In turn, reservoir storage supplies
the flow to meet demand in excess of the MDD, such as PHD.
Existing Finished Water Storage Reservoirs
The City maintains and operates two finished water storage reservoirs to meet
fluctuations in daily demand within the distribution system. Table 3-15 shows a
summary of each of the system’s reservoirs.
Gray & Osborne, Inc., Consulting Engineers
3-28 City of Port Townsend
July 2019 Water System Plan
TABLE 3-15
Existing Storage Reservoirs
Name
Nominal
Capacity
(MG)
Overflow
Elevation
(feet)
Normal
Maximum
Operating
Elevation
(feet)
Typical
Minimum
Operating
Elevation
(feet)
Reservoir
Dimensions
(height x
diameter in
feet)
Year
Built
1 MG
Standpipe
1.0 375.00 373.75 363.75 83 x 46 1995
5 MG
Reservoir
5.0 328.75 327.42 323.00 39 x 160 2016
Two distinct pressure zones are served from these reservoirs, the “High Zone” and the
“Low Zone.” Prior to 1998, the City was served from a single pressure zone (the Low
Zone). Service pressures ranged from above 130 psi near the shoreline of Puget Sound to
less than 20 psi at the higher elevations within the service area. To increase system
pressures, the City installed a new, taller storage tank, which provides higher service
pressures in areas of the City with higher elevations. With the extension of the 24-inch
diameter pipeline to the 1 MG Standpipe and installation of three pressure reducing
valves completed in 1998, the initial phase of the High Zone was created. The High Zone
serves areas generally above 210 feet of elevation, resulting in a typical High Zone
pressure range of 35 psi to 70 psi (though there are localized areas over 70 psi). The City
expanded the extent of the High Zone to adjacent northwest areas of similarly higher
elevation in 2004 to ensure service pressures in that area were maintained above the DOH
minimum criterion of 30 psi. The revised Low Zone pressure range is typically from
about 50 psi to above 130 psi, though there are localized areas under 50 psi, including
areas proposed for inclusion in the Future High Zone (see Improvement D-7, discussed
below under the heading “Description of Distribution System Improvements).
The High Zone extends beyond the City limits to the west and south. Both reservoirs are
located adjacent to the newly constructed Water Treatment Facility at 2807 20th Street.
5 MG Reservoir
The new 5 MG prestressed concrete reservoir was constructed in 2016 adjacent to the
5 MG reservoir that was demolished in 2017. The original 5 MG reservoir, constructed
in 1979, did not meet current seismic requirements and could not be retrofitted for less
than the cost of a new reservoir of the same size that meets the seismic criteria for the
region. In 1979, the 5 MG Reservoir served the entire City service area. Once the High
Zone was developed, the 5 MG Reservoir began to service the remainder of the City not
served from the High Zone (referred to hereafter as the “Low Zone”). The 5 MG
Reservoir has an overflow elevation of 328.75 feet and a typical high-water elevation of
327.42 feet.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-29
Water System Plan July 2019
Polypropylene baffles are installed in the 5-MG Reservoir in order to meet disinfection
chlorine contact time (CT) requirements. The baffles consist of three floor-to-ceiling
curtains that force the water to circulate through the reservoir in an indirect manner, thus
increasing the time the water spends within the reservoir. Water enters the reservoir from
an inlet diffuser at one side of the reservoir and exits through an outlet diffuser at the
other side of the reservoir.
1 MG Standpipe
In 1995 the City completed construction of a 1 MG welded steel standpipe designed to
boost system pressure in areas of the City at higher elevations. A standpipe is defined as
a storage reservoir with its height greater than its diameter. The 1 MG standpipe has an
overflow elevation of 375.00 feet with a nominal capacity of 1 MG. The standpipe
operates at a minimum hydraulic gradient of 363.75 feet under normal operating
conditions.
The standpipe has four floor-to-ceiling polypropylene baffle curtains to enable the City to
meet disinfectant contact time requirements.
Storage Requirements
In assessing distribution system storage needs, the following water storage components
must be considered:
• Operational Storage
• Equalizing Storage
• Fire Suppression Storage
• Standby Storage
• Dead Storage (if any)
A summary of the system demands used for estimating storage requirements is presented
in Table 3-16. The combined totals of the Low and High Zone components of these
demands are the same as those presented in Table 2-10. The relative split between the
two zones has varied between 13 to 27 percent for the High Zone and 73 to 87 percent for
the Low Zone since the northwest side of the service area was connected to the High
Zone in 2004. From 2012 to 2016, the relative split averaged 20 percent for the High
Zone and 80 percent for the Low Zone. These percentages were retained to estimate
future demand in Table 3-16.
Gray & Osborne, Inc., Consulting Engineers
3-30 City of Port Townsend
July 2019 Water System Plan
TABLE 3-16
Demands Utilized for Storage Evaluation (mgd)
Base Year
(2016) 2026 2036
High Zone
ERUs 1,521 1,633 1,819
ADD 0.19 0.20 0.23
MDD 0.38 0.42 0.48
PHD 0.44 0.50 0.56
Low Zone
ERUs 6,083 6,533 7,277
ADD 0.74 0.81 0.90
MDD 1.50 1.70 1.90
PHD 1.78 2.01 2.24
Total City System
ERUs 7,604 8,166 9,096
ADD 0.93 1.01 1.13
MDD 1.88 2.12 2.38
PHD 2.22 2.51 2.80
Operational Storage
Operational storage is the amount of water that flows in and out a reservoir during normal
system control cycling. Reservoirs typically operate with a maximum water level at
which all source pumps (or source flow control valves) are turned off, and a minimum
level at which all source pumps (or flow control valves) are turned on. The amount of
water that flows into and out of the reservoir between these two levels depends on the
operational control levels and the dimensions of the system’s reservoirs.
Equalizing Storage
Equalizing storage volume is the volume needed to meet variations in diurnal system
demand that exceed the capacity of the supply system. Supply facilities are typically
sized with a capacity equal to the anticipated MDD. Thus, system demand in excess of
MDD must be provided from the equalizing volume of the reservoir(s). The required
equalizing storage, in gallons, is computed as:
Required Equalizing Volume = (PHD – Supply Capacity) x 150 minutes
Where:
PHD = peak hour demand for the system (gpm)
Supply Capacity = the combined capacity of all applicable supply sources (gpm)
CITY OF PORT TOWNSEND
FIGURE 3-1
RESERVOIR STORAGE CAPACITY EXHIBIT
CONSULTING ENGINEERS
WATER SYSTEM PLAN
1 MG STANDPIPE (12,454 GALLONS/FOOT)
RESERVOIR DATA (GALLONS)
STORAGE TYPE 1 MG STANDPIPE 5 MG RESERVOIR COLOR
HIGH ZONE
5 MG RESERVOIR (150,405 GALLONS/FOOT)
LOW ZONE
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-31
Water System Plan July 2019
The supply capacity herein is the maximum flow available to the City. The City has a
total water right of 19 mgd, of which 5 mgd is reserved contractually for City use. The
remainder may be utilized by the Port Townsend Paper Company. There is sufficient
hydraulic capacity in the supply lines to convey this 5 mgd flow to the City’s storage
reservoirs. The new WTF’s design capacity is 2.95 mgd. For the base year (2016),
2.95 mgd is used as the supply capacity in the formula above, as is for planning years
2026 and 2036. In all cases, the formula results in a requirement for zero equalizing
storage because the supply capacity is greater than the projected PHD through 2036.
Fire Suppression Storage
Because a fire can occur at any time, fire storage must be provided in addition to
operational and equalizing storage. The volume of fire storage within the reservoir must
be provided at or above an elevation that ensures a minimum pressure of 20 psi to all
customers during a simultaneous occurrence of a fire and the MDD.
Required fire flow volume is computed by multiplying the required fire flow, as
established by the Fire Marshal, by the required time duration. The required fire storage
volumes for the two City pressure zones are as follows:
• Low Zone: 4,500 gpm x 4 hours = 1.08 MG
• High Zone: (3,500 gpm minus 3,000 gpm) x 3 hours = 0.09 MG
As part of construction of the new 5-MG reservoir, the City constructed a pump station in
2017 to provide fire flow to the High Zone to mitigate for the fire storage deficiency
identified in the City’s previous water system plan. The pump station is sized to provide
a minimum of 3,000 gpm to supplement the available fire storage. See Appendix M for
details on this pump station, including a Finished Water 5 MG Reservoir & Booster
Pumping Station Project Preliminary Design Report (January 2015) and a memo titled
Maximizing Treated Water Flow to 1 MG Standpipe for Fire Flow Events
(August 14, 2017), both by HDR, Inc. Note that the fire suppression storage required
within the 1 MG Standpipe that serves the High Zone is reduced as a result of this new
pump station.
A water system may exclude the standby or fire storage components, whichever is
smaller, from the system’s total storage requirements if such a practice is not prohibited
by the local Coordinated Water System Plan, local ordinance, or the local fire chief.
Because the City is not prohibited from nesting its required standby and fire storage
volume, the greater of the standby or fire storage is included within the required reservoir
storage volume computations for the City’s system.
Gray & Osborne, Inc., Consulting Engineers
3-32 City of Port Townsend
July 2019 Water System Plan
Standby Storage
Standby storage volume supplies reasonable system demands during a system
emergency, such as the disruption of the water supply. Such disruptions could be caused
by transmission pipeline or equipment failure, power outage, valve failure, or other
system interruption. Other major system emergencies, such as those created by an
earthquake, are covered under emergency system operations planning, and are not
accounted for by standby storage. The DOH Water System Design Manual recommends
that standby storage for systems served by a single source be computed as twice the ADD
for the design year to be available to all service connections at 20 psi.
SBTSS = (2 days)(ADD)
Where:
SBTSS = Total standby storage component for a single source system (gallons)
ADD = Average day demand for the design year (gpd)
The DOH Water System Design manual also states that standby storage shall be not less
than 200 gallons per ERU.
Dead Storage
Dead storage is the volume of the reservoir that either cannot be utilized for storage
because it is above the maximum operational water level of the reservoir, or cannot be
withdrawn from the reservoir at the required rates while maintaining the minimum
required system pressure or other required operating parameter, such as chlorine contact
time. The amount of dead storage existing in a system depends on storage system
dimensions, elevations, pumping systems, outlet design, and possibly other requirements
such as disinfectant contact time.
Effective Storage
The amount of effective storage a water system needs will be referred to as the Effective
Storage Requirement. The Effective Storage Requirement is based on equalizing,
standby, and fire suppression storage, and will depend on whether or not “Nested
Storage” is allowed. “Nested Storage,” pursuant to WAC 246-290-010, means one
component of storage is contained within the component of another. WAC 246-290-235
states, “Standby and fire suppression storage volumes may be nested with the larger of
the two volumes being the minimum available, provided the local fire protection
authority does not require them to be additive.”
For the Port Townsend water system, no local ordinance or authority has required fire
storage to be additive, so nesting of standby and fire storage is allowed. Table 3-17
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-33
Water System Plan July 2019
summarizes the total effective storage requirements as they apply to the Port Townsend
water system.
TABLE 3-17
Effective Storage Requirement
If Nesting Is Not Allowed
by Local Fire Authority
If Nesting Is Allowed
by Local Fire Authority
Standard Applicable to
City of Port Townsend
The sum of:
Equalizing Storage, plus
Standby Storage, plus
Fire Suppression Storage
The sum of:
Equalizing Storage, plus
The Greater of
Standby Storage, or
Fire Suppression
Storage
The City of Port Townsend
standard is based on nesting
of standby and fire
suppression storage
Figure 3-1 illustrates an elevation view of the 1 MG Standpipe and the 5 MG Reservoir
indicating dead storage, operational storage and effective storage volumes.
Storage Evaluation
Tables 3-18 and 3-19 provide the storage evaluations for the High Zone and for the Low
Zone, respectively.
In the High Zone, there is currently (as of 2016) a storage surplus of 0.08 MG at 20 psi;
in 2036, there is projected to be a storage surplus of 0.00 MG at 20 psi. Only 0.29 MG is
available in the 1 MG Standpipe at a service pressure of greater than 30 psi, and only
0.58 MG is available in the 1 MG Standpipe at a service pressure greater than 20 psi. As
previously discussed, the recently completed 3,000 gpm pump station has remedied the
storage deficiency in the 1 MG Standpipe that was identified in the City’s previous water
system plan.
In the Low Zone, there is currently (as of 2016) a storage surplus of 2.56 MG at 20 psi; in
2036, there is projected to be a storage surplus of 2.24 MG at 20 psi. Only 1.22 MG is
available in the 5 MG Reservoir at a service pressure of greater than 30 psi, and 4.70 MG
is available in the 5 MG Reservoir at a service pressure greater than 20 psi.
Gray & Osborne, Inc., Consulting Engineers
3-34 City of Port Townsend
July 2019 Water System Plan
TABLE 3-18
High Zone Storage Evaluation
Year
2016 2026 2036
Projected ERUs and Demand(1)
Equivalent Residential Units (ERUs) 1,521 1,633 1,819
Average Day Demand (mgd) 0.19 0.20 0.23
Maximum Day Demand (mgd) 0.38 0.42 0.48
Peak Hour Demand (mgd) 0.44 0.50 0.56
Available Source (mgd)
Transmission Contract Limit 5.00 5.00 5.00
Water Treatment Facility 2.95 2.95 2.95
Total Available Source (mgd)(2) 2.95 2.95 2.95
Required Storage Calculations
Operational Storage (MG)(3) 0.12 0.12 0.12
Equalizing Storage (MG)(4) 0.00 0.00 0.00
Standby Storage (MG)(5) 0.38 0.40 0.46
Fire Flow Storage (MG)(6) 0.09 0.09 0.09
Required Storage
Greater than 30 psi at highest meter (MG)(7) 0.12 0.12 0.12
Greater than 20 psi at highest meter (MG)(8) 0.50 0.52 0.58
Existing Storage Greater Than 30 psi (MG)(9)
1-MG Standpipe 0.29 0.29 0.29
Total Existing Storage at 30 psi (MG) 0.29 0.29 0.29
Storage Surplus/(Deficiency) at 30 psi (MG) 0.17 0.17 0.17
Existing Storage Greater Than 20 psi (MG)(9)
1-MG Standpipe 0.58 0.58 0.58
Total Existing Storage at 20 psi (MG) 0.58 0.58 0.58
Storage Surplus/(Deficiency) at 20 psi (MG) 0.08 0.06 0.00
(1) Projected ERUs and demands from Chapter 2.
(2) The total available flow is either the Contract Limit or the Water Treatment Facility capacity,
whichever is less.
(3) Required Operational Storage is based on typical minimum and maximum operating
elevations in the 1 MG Standpipe as reported by City staff. Maximum operating elevation =
373.75 ft, minimum operating elevation = 363.75 ft.
(4) Required Equalizing Storage is equal to 0, since available source exceeds projected PHD over
the planning period.
(5) Required Standby Storage is (2 * ADD), and not less than 200 gal/ERU.
(6) Required Fire Flow Storage = 3,500 gpm x 3 hours, minus the volume that can be pumped
from the low zone reservoir to the standpipe in the same time (3,000 gpm x 3 hours).
(7) Total required storage greater than 30 psi is equal to the total of operational and equalizing
storage.
(8) Total required storage greater than 20 psi is equal to the total of operational, equalizing, and
the greater of standby or fire flow storage.
(9) The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation
of the highest customer (~ 281 feet).
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-35
Water System Plan July 2019
TABLE 3-19
Low Zone Storage Evaluation
Year
2016 2026 2036
Projected ERUs and Demand(1)
Equivalent Residential Units (ERUs) 6,083 6,533 7,277
Average Day Demand (mgd) 0.74 0.81 0.90
Maximum Day Demand (mgd) 1.50 1.70 1.90
Peak Hour Demand (mgd) 1.78 2.01 2.24
Available Source (mgd)
Transmission Contract Limit 5.00 5.00 5.00
Water Treatment Facility 2.95 2.95 2.95
Total Available Source (mgd)(2) 2.95 2.95 2.95
Required Storage Calculations
Operational Storage (MG)(3) 0.66 0.66 0.66
Equalizing Storage (MG)(4) 0.00 0.00 0.00
Standby Storage (MG)(5) 1.48 1.62 1.80
Fire Flow Storage (MG)(6) 1.08 1.08 1.08
Required Storage
Greater than 30 psi at highest meter (MG)(7) 0.66 0.66 0.66
Greater than 20 psi at highest meter (MG)(8) 2.14 2.28 2.46
Existing Storage Greater Than 30 psi (MG)(9)
5-MG Reservoir 1.22 1.22 1.22
Total Existing Storage at 30 psi (MG) 1.22 1.22 1.22
Storage Surplus/(Deficiency) at 30 psi (MG) 0.56 0.56 0.56
Existing Storage Greater Than 20 psi (MG)(9)
5-MG Reservoir 4.70 4.70 4.70
Total Existing Storage at 20 psi (MG) 4.70 4.70 4.70
Storage Surplus/(Deficiency) at 20 psi (MG) 2.56 2.42 2.24
(1) Projected ERUs and demands from Chapter 2.
(2) The total available flow is either the Contract Limit or the Water Treatment Facility capacity,
whichever is less.
(3) Required Operational Storage is based on typical minimum and maximum operating
elevations in the 5 MG Reservoir as reported by City staff. Maximum operating elevation =
327.42 ft, minimum operating elevation = 323.00 ft.
(4) Required Equalizing Storage is equal to 0, since available source exceeds projected PHD
over the planning period.
(5) Required Standby Storage is (2 * ADD), which is not less than 200 gal/ERU.
(6) Required Fire Flow Storage = 4,500 gpm x 4 hours.
(7) Total required storage greater than 30 psi is equal to the total of operational and equalizing
storage.
(8) Total required storage greater than 20 psi is equal to the total of operational, equalizing, and
the greater of standby or fire flow storage.
(9) The storage volume available in existing reservoirs at 30 and 20 psi is based on the elevation
of the highest customer in the Low Zone (~ 250 feet).
Gray & Osborne, Inc., Consulting Engineers
3-36 City of Port Townsend
July 2019 Water System Plan
Storage Deficiencies
As shown in Tables 3-18 and 3-19, the City has adequate storage in the High and Low
Zones as well as the combined system. No additional storage volume is anticipated to be
required within the 20-year planning horizon.
The City constructed the new pre-stressed concrete 5 MG reservoir in 2016 and it was
fully operational in 2017. The 1 MG Standpipe is due for re-coating of both the interior
and exterior. This was originally scheduled to be completed in 2016 but the recoating
project was postponed to 2019. The project will include exterior cleaning with a pressure
washer and re-coating. The interior will require removal of the baffles and sandblasting
all interior surfaces, followed by recoating.
The storage-related improvement projects are summarized here and included in
Chapter 8, Capital Improvement Program.
• S-1: Recoat exterior and interior of the 1 MG Standpipe.
BOOSTER PUMP SYSTEMS
Morgan Hill Booster Pump Station
The City of Port Townsend has a single booster pump station in its distribution system,
the Morgan Hill Booster Pump Station. Constructed in 2004, the Morgan Hill Booster
Pump Station provides pressure and fire flow in the Morgan Hill area. The booster
station has two domestic flow pumps (one service, one standby), three high flow pumps
(two service, one standby), and emergency power, and serves a closed distribution system
with 2,000 gallons of storage via a hydro pneumatic tank on top of the hill.
All the pumps are horizontal, split case pumps, housed in a concrete building at the
intersection of F Street and Chestnut Street. The two domestic flow pumps are
designated Jockey Pump 1, Jockey Pump 2, and the three high flow pumps are designated
Booster Pump 1, Booster Pump 2, and Booster Pump 3 (standby).
The jockey pumps have a capacity of 100 gpm with a design head of 70 feet. One jockey
pump operates with the other acting as a standby. The jockey pump was sized to meet
the domestic PHD of 100 gpm and maintain a minimum system pressure of 45 psi. The
jockey pumps pump to a pneumatic tank installed in the booster station building. The
tank maintains the system pressure during periods of low demand without requiring
continuous operation of the jockey pump.
The booster station also contains three booster pumps. These pumps each have a
capacity of 550 gpm with a design head of 100 feet with two pumps in operation. Two of
the booster pumps meet the flow requirements with the third pump serving as a standby.
!!
!
#
#
#
#
#
"
"
5 MG
1 MG
Wa s hi n g to n S t
S
5
t
h
S
t
R o o s e v e l t St
M
o
n
r
o
e
S
t
Q
ui
n
c
y
S
t
T
yl
e
r
S
t
36th St
30th St
V St
23rd St
54th St
40thSt
B St
V St
D St
33rd St
R o s e S t
15th St
9th St
U St
15thSt
41stSt
20th St
47th St
1 6t h St
20th St
D St
B e e c h S t
J u l i a n S t
Wa t er S t
8th St
K u h n S t
U St
H i l l S t
K a t L n
W St
G r a n t P l
H i l l S t
L a w r e n c e S t
M a p l e S t
10th St
50th St
H
o
w
a
r
d
S
t
58th St
5t h St
32nd St
23rd St
32nd St
48th St
H a i n e s S t
20th St
S p r i n g S t
T
h
a
y
er S
t
27th St
A l d e r S t
23rd St
30th St
T
yler
S
t
L St
K u h n S t
45th St
51stSt
19th St
30thSt
M
a
di
s
o
n
S
t
13th St
H a i n e s S t
H o l c o m b S t
H a n c o c k S t
29thSt
Milo St
16th St
S h e r m a n S t
T
a
yl
o
r
S
t
O a k S t
L o g a n S t
45th St
C l e v e l a n d S t
54th St
B e e c h S t
Corona Av
E r i n S t
M a p l e S t
A St
E St
Florence
S t
G i s e S t
T StMaple S t
W i l s o n S t
M a g n o l i a C t
S h e r m a n S t
T
y
l
e
r
S
t
K St
26th St
J a c k m a n S t
J a c k m a n S t
R
a
i
l
r
o
a
d
A
v
C l i f f S t
L a n d e s S t
H a i n e s S t
Shasta St
7thSt
30th St
H o l c o m b S t
Gun Club Rd
L i n c o l n S t
V a n Nes s S t
DennyAv
Lupine St
E
m
e
r
a
l
d
S
t
23rd St
H o w a r d S t
H e n d r i c k s S t
S St
13th St
H o l c o m b S t
H o l c o m b S t
43rd St
55th St
Ta f t S t
J St
Cook St
Balsa Way
H e n d r i c k s S t
Sandstone Ln
B a k e r S t
43rd St
1st St
Bayview St
C l e v e l a n d S t
29th St
47th St
U St V St
J e f f e r s o n S t
A
d
a
m
s
S
t
T St
Van N e s s S t
R e d w o o d S t
Timberline Rd
25th St
E l i z a b e t h S t
C l e v e l a n d S t
H St
29th St
H a n c o c k S t
10th St
4th St
G i s e S t
16th St
Q St
L a n d e s S t
H i l l S t
S
c
o
tt
S
t
K u hn
S t
56thSt
L o u i s a S t
J ef f e r s o n S t
G
a
in
e
s
St
W P a r k A v
Admiralty Av
Stillpoint Ln
C
lall
a
m
S
t
G a r f i e l d S t
58th St
21st St
20th St
PotlatchWay
Carroll Av
S p r i n g S t 30th St
Sutter St
49th St
35th St
J e f f e r s o n S t
Wa s hin gt o n S t
Cemetery St
W i l l o w S t
31st St
O St
12th St
37th St
MSt
R a i n i e r S t
C r e s t Av
R e ed S t
T h o m a s S t
RainshadowDr
Fredericks St
G St
R o s e w o o d S t
Seton Rd
Glen Cove
R
d
P
e
ary A
v
T a f t S t
J
a
c
k
s
o
n
S
t
11th St
53rdSt
H a n c o c k S t
24th St
W i l l o w S t
J
a
c
k
s
o
n
S
t
T h o m a s S t
3rd St
Jimson Ln
G r a n t S t
E Sapphire St
20th St
31st St
NelsonsLanding
R
d
S p r u c e St
Tremont St
Center St
F
ill
m
o
r
e
S
t
E St
Lenore St
To w ne P o in t Av
Cedar St
Hidden Trails Rd
ReynoldsRd
S
2
n
d
S
t
B l a in e S t
P St
27thSt
R o s e S t
M
o
n
r
o
e
S
t
Flamingo R d
E d d y S t
M a s o n S t
E d d y S t
Juan De Fuca Rd
CoronaAv
HastingsAvW
P
olk
S
t
N O t t o S t
G a r f i e l d S t
K
e
a
r
n
e
y
S
t
M
a
d
is
o
n
S
t
57th St
H a i n e s S t
H o w a r d S t
Q
uin
c
y
S
t
C h e rr y S t
R a i n i e r
S t
7th St
L a n d e s S t
S
6
th
S
t
T
a
yl
o
r
S
t
A
d
a
m
s
S
t
P
ier
c
e
S
t
S 8 t h S t
S D i s c ov er y R d
J
a
c
k
s
o
n
S
t
9th St
10thSt
B
e
n
t
o
n
S
t
C
al
h
o
u
n
S
t
C l i f f S t
Cape George Rd
J a c k m a n S t
S eaview Dr
W
alk
e
r
S
t
County Landfill Rd
Old Fort Townsend Rd
19th St
Arcadia West
25th St
M c P h e r s o n S t
H e n d r i c k s S t
F i r S t
35th St
F St
22ndSt
MillRd
B l a i n e S t
C o o k A v
C l a y S t
14th St
U
m
atilla Av
Hastings Av
S R 2 0
SimsWay
Discovery Rd
V i s t a B l v d
Arcadia
Terrace
L o p e z A v
C
a
s
s
S
t
S
7
t
h
S
t
S p r u c e S t
W a l n u t S t
E l m S t
C
l
i
f
f
S
t
H i l l S tSheridan S t
G i s e S t
H i l l P l
H i l l S t
H i l l S t
C r i t t e r
L n
K a n u D r
H a i n e s
S t
La
k e S t
W i l s o n S t
G i s e S t
T h o m a s S t
L o g a n S t
Boren Av
G i s e S t
MapleSt
H
o
s
p
it
a
l
R
d
F i r S t
P
a
r
k
si
d
eDr
HighlandLoop
M
a
di
s
o
n
S
t
B e l l S t
H o l c o m b S t
F o s t e r S t
M a g n o l i a S t
C h e r r y S t
L o g a n S t
W i l l a m e t t e S t
I v y S t
E l m i r a S t
Cemetery
Loop
K u h n S t
J a c k m a n S t
H a n c o c k
S t
Victoria Av
C o o k A v E x t
O t t o S t
O t t o S t
N J a c o b M i l l e r R d
S an
J u a n A v
A
s
h
Loop
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Pipe Size (in)
<=4
6
8
10
12
16
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
#PRV/PSV
"Pump Station
!Storage Reservoir
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev01\Fig 3-2 - Existing Distribution System Map.mxd
³
FIGURE 3-2
EXISTING DISTRIBUTION SYSTEM MAP
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
P o r t T o w n s e n d B a y
S t r a it of J ua n de Fu c a
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-37
Water System Plan July 2019
The booster pumps are able to provide a fire flow demand of 1,000 gpm and the domestic
PHD of 100 gpm while maintaining a system pressure of 30 psi.
Each jockey pump has a 5-hp motor and each booster pump has a 25-hp motor. The
motors are powered by 3 phase, 480 V service. The booster pump station has a
permanent diesel powered emergency generator with an automatic transfer switch that
can power two booster pumps, building lights, and HVAC systems in the case of a loss of
primary power. The generator is located in a noise resistant room within the booster
pump station. Both jockey pumps and one booster pump are locked out while the
generator is running.
The booster station pumps are primarily activated by low pressure, sensed from a remote
site located within the Morgan Hill Pressure Zone. This remote sensing point is located
near the intersection of Reed Street and Adams Street at the high elevation point of
280 feet. A second pressure sensor is located in the booster station to sense the local
pressure, including low pressures due to fire demands. Either the remote or local
pressures can activate the pumps depending on the pressure setpoints.
The following information is relayed from the booster station control panel to the WTF:
• Pump On/Off Status
• Booster Station Total Flow Rate
• Booster Station Suction Pressure
• Booster Station Discharge Pressure
• Pump Fails (five each)
• High Motor Temperature
• Loss of Commercial Power
• Generator Fail
• Intrusion Alarm
Table 3-20 provides the design criteria for the Morgan Hill Booster Pump Station.
TABLE 3-20
Morgan Hill Booster Pump Station Design Criteria
Parameter Criteria
Jockey Pump
Number of Pumps 2
Capacity (each) 100 gpm @ 70 ft. TDH
Motor Horsepower 5 hp
Fire Flow Pump
Number of Pumps 3
Capacity (each) 550 gpm @ 100 ft. TDH
Motor Horsepower 25 hp
Emergency Generator
Power 125 kW
Gray & Osborne, Inc., Consulting Engineers
3-38 City of Port Townsend
July 2019 Water System Plan
Reservoir Booster Pump Station
In order to mitigate a previously-identified fire storage deficiency in the High Zone, the
City installed a pump station in 2017 designed to transfer water from the 5 MG Reservoir
to the 1 MG Standpipe in the event of a fire in the High Zone. Details on this new
booster pump station are provided in Appendix M.
Booster Pump Station Deficiencies
The City’s existing pumping facilities are generally in good condition. The following
booster pump station projects B-1 and B-2 are proposed in order to improve system
operations and customer satisfaction, and, in the case of B-2, to improve available fire
flow by preventing system pressures in at the far south end of Glen Cove from dropping
below 20 psi in the event of a fire elsewhere in the water service area.
B-1: Morgan Hill Booster Station Upgrades
No deficiencies related to the Morgan Hill Booster Station have been identified. The
Morgan Hill booster pump systems are adequate to serve the projected 20-year peak hour
and maximum day plus fire flow water system demands with one large pump and one
small pump out of service. However, the City would like to consider upgrading the
Morgan Hill Booster Station with Variable Frequency Drives (VFDs). The Morgan Hill
Booster Station has backup power supply for a high level of reliability.
B-2: South Glen Cove Booster Station
In order to mitigate issues with low system pressures at the far south end of Glen Cove
limiting available fire flow (as discussed below under the heading “Summary of
Modeling Results and Deficiencies”), the City could install a small pump station in the
vicinity of Seton Road and Otto Street to boost system pressures in this vicinity. This
pump station should include a fire bypass to be used in the event of a fire in this area.
CONTROL SYSTEM
The City’s means of control and remote monitoring is through its Supervisory Control
and Data Acquisition (SCADA) system, which includes remote telemetry units (RTU) at
the Morgan Hill Booster Pump Station, Morgan Hill Reservoir, City Lake, Big Quilcene
Diversion (internet link) and a master telemetry unit (MTU) at the new Water Treatment
Facility. Ultra-High Frequency (UHF) radios provide the communication links between
units. The City Lake RTU monitors levels and flow volume into and out of City Lake
and the Morgan Hill Booster Pump Station utilizes “smart” RTUs (having capability
control without the MTU input) for maintaining reservoir level control and pump
operation in the event of communications interruptions. In addition, the CT Station
SCADA system is directly connected to the new WTF.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-39
Water System Plan July 2019
The updated control system provides automation for the treatment processes at the WTF.
This new control system incorporates the existing water supply sites to allow operators to
monitor and control the hydraulics for the water supply, transmission, and water
treatment systems.
The WTF control system was designed so that all facility equipment control functions
operate through PLC systems, with operator interface and supervisory control of the
equipment and processes provided at the SCADA system operator terminals. The WTF
Control PLC controls general WTF functions, which include: flow meters, pressure
sensors, level sensors, motorized valves, residual/waste flows, etc.
As a result of the new WTF, the City upgraded most of the SCADA system in 2016. No
major upgrades to the Control Systems are expected to be needed in the near term.
RAW WATER TRANSMISSION SYSTEM
The raw water transmission system (Olympic Gravity Water System (OGWS) pipeline)
links the Big Quilcene River Diversion, Lords Lake Reservoir, City Lake Reservoir,
PTPC mill, and the City of Port Townsend. The transmission main is accessed by service
roads used to maintain the main and related equipment.
General Description and Condition
It is comprised of 40-foot sections of steel pipe that vary in diameter from 16 inches to
36 inches. Pipe sections are joined by spreader couplings or welded joints. The
transmission main includes air valves, blowoff valves, and a cathodic protection system.
The transmission main system varies in age from 1928 to the late 1990s. A majority of
the transmission main was installed in the 1950s to mid-1960s. Sections of the
transmission main are nearly 100 years in age and are in need of replacement. These
pipeline sections are included in Chapter 8 as future capital improvement projects.
DISTRIBUTION SYSTEM
The water distribution system includes all the piping distributing water from location of
treatment and storage facilities to the water customers. The following sections evaluate
the general condition and the hydraulic capacity of the water distribution system.
General Description and Condition
The City’s existing distribution system, including pipelines, pressure reducing valves
(PRVs), pressure sustaining valves (PSVs), pump stations, and storage tanks is shown in
Figure 3-2. As discussed in Chapter 1, a majority of the City’s distribution system is
comprised of asbestos cement (AC) and polyvinyl chloride (PVC) pipes. The pipelines
that comprise the distribution system are summarized in Table 1-3. The composition of
Gray & Osborne, Inc., Consulting Engineers
3-40 City of Port Townsend
July 2019 Water System Plan
the existing distribution system is important with respect to the hydraulic modeling effort
described in the following section. The improvements were developed in consideration
of the need to replace small-diameter pipelines as well as aging AC pipe. As a result,
some pipeline improvements were specifically routed so that they would result in the
replacement of small-diameter or aging AC pipe. More discussion of AC pipe and its
relation to the City’s annual funding for systematically replacing water mains is presented
in a following section under the heading “Annual Main Replacement.”
Hydraulic Model Development
The development of a computer hydraulic model, which can accurately and realistically
simulate the performance of a water system in response to a variety of conditions and
scenarios, has become an increasingly important element in the planning, design, and
analysis of municipal water systems. The Washington State Department of Health’s
WAC 246-290 requires hydraulic modeling as a component of water system plans.
Hydraulic Modeling Software
The City’s water system has been analyzed using Innovyze’s InfoWater hydraulic
modeling software, which operates in a geographic information systems (GIS)
environment. The H2OMap model developed for the 2008 WSP was imported into
InfoWater, then updated using current GIS data pertaining to the distribution system (e.g.,
pipes, valves) provided by the City.
The InfoWater model is configured with a graphical user interface. All water system
elements, including pipes, control valves, pumps, and reservoirs were assigned a unique
graphical representation within the model. Each element was assigned a number of
attributes specific to its function in the actual water system. Typical element attributes
include spatial coordinates, elevation, water demand, pipe lengths and diameters, pipe
friction coefficients and critical water levels for reservoirs. For mechanical components
(pumps and valves) pump curves and operation parameters were specified. With
attributes of each system element as the model input, the InfoWater software produces
the model output in the form of flows and pressures throughout the simulated water
system.
Demand Development and Allocation
Total demand on the system is based on the projected demands from Table 2-10,
Population and Demand Estimates. In general, these demands were evenly distributed to
all model nodes in the distribution system. The exception was the demand associated
with Fort Worden, which, due to its large size, was applied separately at a single node
representing this connection.
!!!
!!!!
!!
!!!
!!!
!!
!
!
!
!
!
!
!
!!
!!!
!
!
!
! !
!
!!
!
!
!!
!!
!
!
!!
!!
!
!!
!!!!
!
!
!
!
!!!
!!
!!
!!!
!!
!!
!
!
!
!!
!!
!
!!
!!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!!!
!
!!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!
!!
!!!
!!
!
!
!
!!!
!
!
!
!!
!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!
!!!
!!
!!
!
!
!
!
!!!
!!!
!!!!
!!
!!!
!
!
!!
!
!
!
!
!
!!
!
!!!!
!!
!!!
!
!!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!!
!
!
!
!
!!!
!
!!!
!!!
!!
!!!!!!
!!
!
!
!
!!
!
!!
!!
!
!
!!!!
! !
!
!!
!
!!
!!
!!
!!
!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!!!!
!
!!
!
!
!
!
!
!
!!
!
!!
!!!
!
!
!!
! !
!
!!
!
!
!!
!!
!!
!
!!
!!
!
!!!!
!
!!
!!
!!!!!!
!!
!!
!
!
!
!
!
!
!
!!
!
!!
!!!
!
!
!
!
!
!
!
!
!!
!!
!!!! !!
!!
!
!
!!
!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!
!!
!
!
!!
!!
!!
!
!
!!!!!
!
!
!!
!
!
!
!
!
!!
!!!
!
!!!
!
!
!
!
!
!!!
!!!!
! !
!!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!!
!
!!!
!!!!
!
!
!
!
!!
!!
!!!!!
!
!
!!!
!
!
!!!
!!!!!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!!!
!!
!!!
!
!
!
!
!!
!!!!
!
!
!!!
!!!!!
!
!!
!
!!!
!
!
!!
!
!
!!!!
!
!
!
!
!
!
!
!
!!
!!
!
!!
!
!!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!!
!!
!!
!
!
!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!
!!
!!!!!!!!!
!
!
!!
!
!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!
!!
!!!
!
!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!!!!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!!!!
!
!
!!
!
!!
!
!
!
!
!
!!
!!
!
!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!
!
!
!!
!!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!!!
!
!!
!!
!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!!
!!
!!
!!
!!
!
!
!
!
!
!
!
!
!!!!
!
!!
!!!!!!
!
!!
!!!
!
!
!!!
!
!
!
!
!
!!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!!!!
!
!
!
!
!!
!
!
!
!!
!! !
!!!!
!
!!!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!
!
!!
!!!
!!!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!
!
!
!
!
!
!!!!!!!!!!
!
!
!!!
!
!
!!
!
!!
!
!!
!!!!
!!
!!!!!!!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!!
!
!
!
!
!
!!
!
!!
!!
!
!
!!!
!
!!!
!
!
!
!
!!
!!
!!!
!!
!!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
! !!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!!!
!
!
!!!
!!
!
!!
!
!!
!!
!
!!!!!!
!!
!
!!
!!
!!!
!
!!!
!!
!
!
!!
!
!
!!
!!
!
!!
!
!!
!
!
!
!
!
!
!
! !
!!
!
!!
!
!!!
!
!!!
!!
!
!!!
!
!!!
!!!
!
!!!!!!
!
!!!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!!!
!
!!
!!!
!
!
!
!!!
!!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
Sims Way
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F ra n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S t
Lenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
H i l l P l
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
Glen C
ove R
d
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
F l o r e n c e S t
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
B l a i n e S t
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Pressure (psi)
!< 30
!30 - 50
!50 -80
!80 -100
!> 100
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-3 - Existing System Pressure at 2016 PHD.mxd
³
FIGURE 3-3
EXISTING SYSTEM PRESSURE AT 2016 PHD
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
!!!
!!!!
!!
!!!
!!!
!!
!
!
!
!
!
!
!
!!
!!!
!
!
!
! !
!
!!
!
!
!!
!!
!
!
!!
!!
!
!!
!!!!
!
!
!
!
!!!
!!
!!
!!!
!!
!!
!
!
!
!!
!!
!
!!
!!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!!!
!
!!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!
!!
!!!
!!
!
!
!
!!!
!
!
!
!!
!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!
!!!
!!
!!
!
!
!
!
!!!
!!!
!!!!
!!
!!!
!
!
!!
!
!
!
!
!
!!
!
!!!!
!!
!!!
!
!!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!!
!
!
!
!
!!!
!
!!!
!!!
!!
!!!!!!
!!
!
!
!
!!
!
!!
!!
!
!
!!!!
! !
!
!!
!
!!
!!
!!
!!
!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!!!!
!
!!
!
!
!
!
!
!
!!
!
!!
!!!
!
!
!!
! !
!
!!
!
!
!!
!!
!!
!
!!
!!
!
!!!!
!
!!
!!
!!!!!!
!!
!!
!
!
!
!
!
!
!
!!
!
!!
!!!
!
!
!
!
!
!
!
!
!!
!!
!!!! !!
!!
!
!
!!
!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!
!!
!
!
!!
!!
!!
!
!
!!!!!
!
!
!!
!
!
!
!
!
!!
!!!
!
!!!
!
!
!
!
!
!!!
!!!!
! !
!!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!!
!
!!!
!!!!
!
!
!
!
!!
!!
!!!!!
!
!
!!!
!
!
!!!
!!!!!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!!!
!!
!!!
!
!
!
!
!!
!!!!
!
!
!!!
!!!!!
!
!!
!
!!!
!
!
!!
!
!
!!!!
!
!
!
!
!
!
!
!
!!
!!
!
!!
!
!!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!!
!!
!!
!
!
!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!
!!
!!!!!!!!!
!
!
!!
!
!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!
!!
!!!
!
!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!!!!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!!!!
!
!
!!
!
!!
!
!
!
!
!
!!
!!
!
!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!
!
!
!!
!!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!!!
!
!!
!!
!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!!
!!
!!
!!
!!
!
!
!
!
!
!
!
!
!!!!
!
!!
!!!!!!
!
!!
!!!
!
!
!!!
!
!
!
!
!
!!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!!!!
!
!
!
!
!!
!
!
!
!!
!! !
!!!!
!
!!!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!
!
!!
!!!
!!!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!
!
!
!
!
!
!!!!!!!!!!
!
!
!!!
!
!
!!
!
!!
!
!!
!!!!
!!
!!!!!!!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!!
!
!
!
!
!
!!
!
!!
!!
!
!
!!!
!
!!!
!
!
!
!
!!
!!
!!!
!!
!!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
! !!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!!!
!
!
!!!
!!
!
!!
!
!!
!!
!
!!!!!!
!!
!
!!
!!
!!!
!
!!!
!!
!
!
!!
!
!
!!
!!
!
!!
!
!!
!
!
!
!
!
!
!
! !
!!
!
!!
!
!!!
!
!!!
!!
!
!!!
!
!!!
!!!
!
!!!!!!
!
!!!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!!!
!
!!
!!!
!
!
!
!!!
!!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
Sims Way
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F ra n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S t
Lenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
H i l l P l
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
Glen C
ove R
d
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
F l o r e n c e S t
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
B l a i n e S t
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Pressure (psi)
!< 30
!30 - 50
!50 -80
!80 -100
!> 100
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-4 - Existing System Pressure at 2026 PHD.mxd
³
FIGURE 3-4
EXISTING SYSTEM PRESSURE AT 2026 PHD
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
!!!
!!!!
!!
!!!
!!!
!!
!
!
!
!
!
!
!
!!
!!!
!
!
!
! !
!
!!
!
!
!!
!!
!
!
!!
!!
!
!!
!!!!
!
!
!
!
!!!
!!
!!
!!!
!!
!!
!
!
!
!!
!!
!
!!
!!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!!!
!
!!
!
!!
!
!
!
!!
!
!
!
!
!
!!
!!
!!
!!!
!!
!
!
!
!!!
!
!
!
!!
!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!
!!!
!!
!!
!
!
!
!
!!!
!!!
!!!!
!!
!!!
!
!
!!
!
!
!
!
!
!!
!
!!!!
!!
!!!
!
!!
!
!
!
!
!!
!!
!
!
!
!
!
!!!
!!
!
!
!
!
!!!
!
!!!
!!!
!!
!!!!!!
!!
!
!
!
!!
!
!!
!!
!
!
!!!!
! !
!
!!
!
!!
!!
!!
!!
!!
!
!
!
!
!
!
!!
!
!!
!
!
!
!!!!
!
!!
!
!
!
!
!
!
!!
!
!!
!!!
!
!
!!
! !
!
!!
!
!
!!
!!
!!
!
!!
!!
!
!!!!
!
!!
!!
!!!!!!
!!
!!
!
!
!
!
!
!
!
!!
!
!!
!!!
!
!
!
!
!
!
!
!
!!
!!
!!!! !!
!!
!
!
!!
!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!
!!
!
!
!!
!!
!!
!
!
!!!!!
!
!
!!
!
!
!
!
!
!!
!!!
!
!!!
!
!
!
!
!
!!!
!!!!
! !
!!
!!!
!
!
!!!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!
!!
!
!
!
!
!!
!
!
!!!
!
!!!
!!!!
!
!
!
!
!!
!!
!!!!!
!
!
!!!
!
!
!!!
!!!!!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!
!!!
!!
!!!
!
!
!
!
!!
!!!!
!
!
!!!
!!!!!
!
!!
!
!!!
!
!
!!
!
!
!!!!
!
!
!
!
!
!
!
!
!!
!!
!
!!
!
!!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!!
!!
!!
!
!
!
!
!!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!
!!!!
!
!
!
!
!
!!
!!!!!!!!!
!
!
!!
!
!
!
!
!
!!!
!!
!
!
!
!
!
!
!
!
!!
!!!
!
!!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!!!!
!
!
!
!
!
!!
!
!
!
!
!
!!
!
!
!!!!
!
!
!!
!
!!
!
!
!
!
!
!!
!!
!
!!!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!
!
!
!
!
!!!!
!
!
!!
!!
!
!
!
!
!
!
!
!!
!
!
!!
!
!
!
!!
!!!
!
!!
!!
!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!!
!!
!!
!!
!!
!
!
!
!
!
!
!
!
!!!!
!
!!
!!!!!!
!
!!
!!!
!
!
!!!
!
!
!
!
!
!!
!
!
!!
!
!
!!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!
!
!!
!!!!
!
!
!
!
!!
!
!
!
!!
!! !
!!!!
!
!!!
!
!
!
!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!!
!!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!!
!
!
!
!
!!
!!!
!!!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!!
!
!
!
!
!
!
!
!!!
!
!
!!
!
!
!
!
!
!
!
!!!!!!!!!!
!
!
!!!
!
!
!!
!
!!
!
!!
!!!!
!!
!!!!!!!
!
!
!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!!!
!!
!
!!
!
!
!
!
!
!!
!
!!
!!
!
!
!!!
!
!!!
!
!
!
!
!!
!!
!!!
!!
!!!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
! !!
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!!
!
!
!!!
!
!
!!!
!!
!
!!
!
!!
!!
!
!!!!!!
!!
!
!!
!!
!!!
!
!!!
!!
!
!
!!
!
!
!!
!!
!
!!
!
!!
!
!
!
!
!
!
!
! !
!!
!
!!
!
!!!
!
!!!
!!
!
!!!
!
!!!
!!!
!
!!!!!!
!
!!!
!
!
!
!
!!!!!
!
!!
!
!
!
!
!!
!!!
!
!!
!!!
!
!
!
!!!
!!
!
!!
!!
!!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
Sims Way
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F ra n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S t
Lenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
H i l l P l
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
Glen C
ove R
d
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
F l o r e n c e S t
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
B l a i n e S t
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Pressure (psi)
!< 30
!30 - 50
!50 -80
!80 -100
!> 100
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-5 - Existing System Pressure at 2036 PHD.mxd
³
FIGURE 3-5
EXISTING SYSTEM PRESSURE AT 2036 PHD
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-41
Water System Plan July 2019
Model Calibration
For the model prepared in support of the 2008 WSP, model calibration consisted of
hydrant flow tests to collect system pressures during a known high flow condition created
by opening an adjacent hydrant and allowing it to flow. Demand and reservoir levels
during the hydrant flow testing were collected from the City’s SCADA system to
establish boundary conditions in the model. The hydraulic model was adjusted to
simulate the operating conditions present in the field, as defined by the hydrant flow
testing results. Computed pressures, flow rates, and hydraulic grade lines (HGLs) were
compared to the field measurements of the hydrant flow testing and obvious errors in
pipe connections, pipe diameters, and demand allocations were corrected. Model
performance was adjusted to match the field-measured conditions.
For the present WSP, updates to the model were considered sufficiently minor that a new
calibration effort was deemed to be unnecessary. The friction factors for pipes previously
in the model were left unchanged, and the friction factors for pipes added to the model
were based on pipe material and consistent with friction factors established as part of the
previous calibration effort.
System Evaluation Criteria
As stated above, distribution system capacity was analyzed under normal operating
conditions during PHD and fire flow conditions (MDD + fire flow). The key evaluation
criteria were:
• The DOH minimum service pressure criteria of 30 psi during PHD for
analyzing the system during normal operating conditions. For these runs,
the 1 MG Standpipe was modeled with a depth of 70.00 ft, water surface
elevation (hydraulic gradient) of 363.75 ft, and the 5 MG Reservoir was
modeled with a depth of 30.00 ft, water surface elevation (hydraulic
gradient) of 323.00 ft. These elevations correspond to the typical
minimum operating elevations in the 1 MG Standpipe and the 5 MG
Reservoir. Since available flow from the WTF exceeds projected peak
hour demands over the 20-year planning-horizon, no further drawdown in
the either the Reservoir or the Standpipe was assumed. As recommend by
DOH, all pipes in the system were checked to ensure velocities of less
than 8 ft/s during PHD conditions.
• The DOH minimum service pressure criteria of 20 psi while meeting a fire
flow demand during MDD conditions. Tables 3-21 and 3-22 show the
water surface elevations assumed for these fire flow model runs and
illustrate the associated mass balance calculations. All model runs utilized
the Reservoir Elevation After Fire Flow Event as a conservative
estimation of the available hydraulic head during a fire flow event.
Gray & Osborne, Inc., Consulting Engineers
3-42 City of Port Townsend
July 2019 Water System Plan
In all model runs, the Morgan Hill Booster Station was assumed to have one of the two
jockey pumps and two of the three fire flow pumps in operation.
TABLE 3-21
1 MG Standpipe (High Zone) Model Water Surface Elevations
Description Unit 2016 2026 2036
Typical Minimum Operating Elevation ft MSL 363.75 363.75 363.75
Inflow from WTF(1) gpm 2000 2000 2000
Inflow from 3,000 gpm Pump Station(2) gpm 3000 3000 3000
Total Inflow gpm 5000 5000 5000
Fire Flow Outflow gpm 3500 3500 3500
MDD Outflow gpm 194 222 250
Total Outflow gpm 3694 3722 3750
Net Outflow(3) gpm 0 0 0
Event Duration hours 3 3 3
Drawdown(3) mg 0.00 0.00 0.00
Reservoir Elevation After Fire Flow Event ft MSL 363.75 363.75 363.75
(1) The WTF is capable of producing 3,000 gpm if all three filters are operating, which they will be
if the levels in the reservoirs are at the low setpoint. This analysis conservatively assumes that
only two filters are operating during the fire event for a total of 2,000 gpm of available inflow
from the WTF.
(2) Startup testing of the pump station indicates a capacity of 2,400 gpm under the conditions of the
test, which involved a higher water level in the 1 MG Standpipe than is assumed for the purposes
of this analysis. As described in the 8/24/17 memo in Appendix M, the pump station should be
able to provide at least 3,000 gpm under actual fire demand conditions.
(3) Since the combined available flow from the pump station and the treatment plant exceeds the
maximum total outflow over the 20-year planning horizon, there is no net outflow or drawdown
assumed.
TABLE 3-22
5 MG Reservoir (Low Zone) Model Water Surface Elevations
Description Unit 2016 2026 2036
Typical Minimum Operating Elevation ft MSL 323.00 323.00 323.00
Inflow from WTF(1) gpm 2000 2000 2000
Fire Flow Outflow gpm 4500 4500 4500
MDD Outflow gpm 1042 1181 1319
Total Outflow gpm 5542 5681 5819
Net Outflow gpm 3542 3681 3819
Event Duration hours 4 4 4
Drawdown mg 0.850 0.883 0.917
Reservoir Elevation after Fire Flow Event ft MSL 317.3 317.1 316.9
(1) The WTF is capable of producing 3,000 gpm if all three filters are operating, which they will be
if the levels in the reservoirs are at the low setpoint. This analysis conservatively assumes that
only two filters are operating during the fire event for a total of 2,000 gpm of available inflow
from the WTF.
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
Sims Way
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F r a n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
20th St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S tLenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
Juan De Fuca Rd
H i l l P l
Victoria Av
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
Glen C
ove R
d
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
Tahlequah Ln
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
Bl a i n e St
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Available Fire Flow (gpm)
< 500
500 - 1000
1000 - 1500
1500 - 2500
> 2,500
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-6 - Available Fire Flow at 2016 MDD in Existing System.mxd
³
FIGURE 3-6
AVAILABLE FIRE FLOW AT 2016 MDD
IN EXISTING SYSTEM
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
Sims Way
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F r a n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
T St
20th St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S t
Lenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
Juan De Fuca Rd
H i l l P l
Victoria Av
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
Glen C
ove R
d
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
Tahlequah Ln
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
Bl a i n e St
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Available Fire Flow (gpm)
< 500
500 - 1000
1000 - 1500
1500 - 2500
> 2,500
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-7 - Available Fire Flow at 2026 MDD in Existing System.mxd
³
FIGURE 3-7
AVAILABLE FIRE FLOW AT 2026 MDD
IN EXISTING SYSTEM
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
Sims Way
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F r a n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
18th St
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
20th St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S tLenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
Juan De Fuca Rd
H i l l P l
Victoria Av
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
Glen C
ove R
d
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
Tahlequah Ln
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
Bl a i n e St
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Available Fire Flow (gpm)
< 500
500 - 1000
1000 - 1500
1500 - 2500
> 2,500
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-8 - Available Fire Flow at 2036 MDD in Existing System.mxd
³
FIGURE 3-8
AVAILABLE FIRE FLOW AT 2036 MDD
IN EXISTING SYSTEM
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
NOTE: A LARGER AND MORE DETAILED VERSION OF THIS FIGURE IS PROVIDED IN APPENDIX L (FIGURE L-3)
#
#
#
#
#
#
#
#
#
#
#
#
#
#
#
#
##
#
#
#
#
#
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
1
9 8
4
2
6
7
5
3
15
21
14
18
16
12
13
10
19
11
17
23
20
22
S R 2 0
Sims Way
F St
D i s c o v e r y R d
Hastings Av
14th St
C l a y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v
W St
Mill
R
d
O t t o S t
22nd St
35th St
S J a c ob
M i l l er R d
B la i n e S t
Wa t e r St
U
matilla Av
12th St
25th St
9th St
L a w r e nc e S t
19th St
I v y S t
C l i f f S t
F r an k l i n S t
P St
7th St
10th St
E St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a s h i n g t o n St
W
alk
e
r
S
t
S 8 t h S t
G St
57th St
M
o
n
r
o
e
S
t
Co
o
k
A
v
E
x
t
H an
co
c
k
S
t
B
e
n
to
n
S
t
T
yl
e
r
S
t
E l m i r a S t
J ef f e r s o n S t
T
a
ylo
r
S
t
N J a c o b M i l l e r R d
E Sims Wa y
P
i
e
rc
e
S
t P
o
lk
S
t
O St
H
a
rris
o
n
S
t
53rd St
S 6th St
C
a
l
h
o
u
n
S
t
A
d
a
m
s
S
t
18th St
3rd St
J ac
k
m an
St
M St
27th St
B e l l S t
C h e r r y S t
E d d y S t
R a i n i e r S t
Arcadia West
H a i n e s S t
L i n c o l n S t
R o s e S t
31st St
Ta f t S t
T St
20th St
Seaview Dr
N O t t o S t
11th St
L a n d e s S t
Hastings Av W
Q St
24th St
H St
V StU St
Lo
g
an
S
t
G i s e S t
J St
M a s o n S t
S 2 n d S t
M
a
di
s
o
n
S
t
G a rfi e l d St
F o s t e r S t
H o l c o m b S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S t
Lenore St
Corona Av
Cape George Rd
Center St
37th St
V
a
n
B
u
re
n
S
t
S St
R ee d S t
S p r u c e S t
W i l l o w S t
H i l l S t
W i l l a m e t t e S t
S D i s c o v e r y R d
4th St
30th St
F
ill
m
o
r
e
S
t
P
eary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
Tremont St
58th St
Old Fort Townsend Rd
K St
A St
1st St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
R o o t S t
56th St
Reynolds Rd
16th St
29th St
Sutter St
R o o s e v e l t S t
47th St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Co s g r o v e S t
55th St
Carroll Av
E Sapphire St
N St
43rd St
L a k e S t
Crest Av
Juan De Fuca Rd
H i l l P l
Victoria Av
L o u i s a S t
Hidden Trails Rd
R o s e w o o d S t
Fredericks St
C
l
a
lla
m
S
t
13th St
Maple St
G
ain
e
s
S
t
Cook St
23rd St
P
a
r
k
s
i
d
e
D
r
Cemetery St
S Park Av
Boren Av
Towne Point Av
B a k e r S t
Glen Cove Rd
W P a r k A v
Rainshadow Dr
Stillpoint Ln E r i n S t
K a n u D r
Potlatch Way
Admiralty Av
O a k S t
54th St
V i s t a B l v d
45th St
Nelsons Landing Rd
E l i z a b e t h S t
Bayview St
Balsa Way
R e d w o o d S t
Lupine St
Denny Av
C l e v e l a n d S t
32nd St
R o s e c r a n s S t
H o w a r d S t
Cemetery Loop
Timberline Rd
M c N e i l l S t
5th St
Be
e c h S t
E m e r a l d S t
S 8 t h S t W y e
F
l
a
m
i
n
g
o
R
d
A s h L o o p
48th St
S h e r m a n S t
A l d e r S t
K a t L n
E l m S t
F l o r e n c e S t
Gun Club Rd
M a g n o l i a C t
W Fredericks St
Mediterranean Av
A
r
c
a
d
i
a
D
r
H o o d S t
H u d s o n P l
T
h
a
y
e
r
S
t
Workman St
41st St
Claremont St
17th St
G r a n t P l
15th St
33rd St
P e n n y L n
J u l i a n S t
40th St
E P a r k A v
K a t h e r i n e S t
Cottage Pl
36th St
H
u
d
s
o
n
S
t
D
e
c
at
u
r
S
t
K
e
a
r
n
e
y
S
t
Woodland Av
Tahlequah Ln
W a l k l i n g P l
Mc K i n l ey S t
M o s l e y P l
S h e r i d a n S t
M c P h e r s o n S t
L a n d e s S t
49th St
J
a
c
k
s
o
n
S
t
S p r u c e S t
S h e r i d a n S t
T
yle
r
S
t
W a t er S t
H o w a r d S t
W a t e r St
K
e
a
r
n
e
y
S
t
Hastings Av W
12th St
H o w a r d S t
U St
S p r u c e S t
M
o
n
r
o
e
S
t
C h e r r y S t
W a l n u t S t
Wa s hin gto n S t
R
e
d
w
o
o
d
S
t
B l a i n e S t
53rd St
U St
J
a
c
k
s
o
n
S
t
T
y
l
e
r
S
t
L a n d e s S t
S D i s c o v e r y R d
19th St
T h o m a s S t
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Required Fire Flow (gpm)
#1000
#1625
#2500
#2750
#3000
#3500
#4000
#4500
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev01\Fig 3-9 - Key Fire Flow Locations.mxd
³
FIGURE 3-9
KEY FIRE FLOW LOCATIONS
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*#*
#*
#*
#*
P o r t T o w n s e n d B a y
S t r ai t o f Ju a n d e F u ca
Loc: 21
AFF: 924
RFF: 3000
Loc: 1
AFF: 2734
RFF: 4500
Loc: 9
AFF: 1004
RFF: 3000 Loc: 8
AFF: 1253
RFF: 3000
Loc: 16
AFF: 206
RFF: 1000
Loc: 15
AFF: 726
RFF: 1625
Loc: 4
AFF: 3168
RFF: 3500
Loc: 2
AFF: 2630
RFF: 4000
Loc: 6
AFF: 2862
RFF: 3500
Loc: 19
AFF: 580
RFF: 1000
Loc: 17
AFF: 185
RFF: 1000
Loc: 7
AFF: 2915
RFF: 3500
Loc: 5
AFF: 1170
RFF: 3500
Loc: 3
AFF: 2236
RFF: 3500
Loc: 20
AFF: 756
RFF: 1000
Loc: 14
AFF: 2759
RFF: 2500
Loc: 18
AFF: 2292
RFF: 1000
Loc: 12
AFF: 2314
RFF: 2750Loc: 13
AFF: 1250
RFF: 2750
Loc: 10
AFF: 2269
RFF: 3000
Loc: 11
AFF: 2305
RFF: 2750
Loc: 23
AFF: 2586
RFF: 3000
Loc: 22
AFF: 2643
RFF: 3000
S R 2 0
Sims Way
F St
D i s c o v e r y R d
Hastings Av
14th St
C l ay S t
F i r S t
49th St
S a n J u a n A v
C o o k A v
W St
Mill R
d
O t t o S t
22nd St
35th St
S J a c ob
M i l l er
R d
B l a i n e St
Wa t e r S t
U
m
atilla Av
12th St
25th St
9th St
L a w r en c e St
19th St
I v y S t
C l i f f S t
F r a n k l i n S t
P St
7th St
10th St
E St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a s hin g to n S t
W
a
lk
e
r
S
t
S 8 t h S t
G St
57th St
M
o
n
ro
e
S
t
Co
o
k
A
v
E
x
t
H a n c o c k S t
B
e
n
to
n
S
t
T
y
le
r
S
t
E l m i r a S t
J e f f e r s o n S t
T
a
ylo
r
S
t
N J a c o b M i l l e r R d
E Sims Way
P
i
e
rc
e
S
t
P
olk
S
t
O St
H
arris
o
n
S
t
53rd St
S 6th St
C
alh
o
u
n
S
t
A
d
a
m
s
S
t
18th St
3rd St
Ja
ck
ma
n S
t
M St
27th St
B e l l S t
C h e r r y S t
E d d y S t
R a i n i e r S t
Arcadia West
H a i n e s S t
L i n c o l n S t
R o s e S t
31st St
T a f t St
T St
20th St
S ea view D r
N O t t o S t
11th St
L a n d e s S t
Hastings Av W
Q St
24th St
H St
V StU St
Lo
g
an
S
t
G i s e S t
J St
M a s o n S t
S 2 n d S t
M
a
dis
o
n
S
t
G ar f i el d S t
F o s t e r S t
H o l c o m b S t
G r a n t S t
Cedar St
W a l n u t S t
Lenore St
Corona Av
Center St
37th St
V
a
n
B
u
r
e
n
S
t
S St
R e e d S t
S p r u c e S t
W i l l o w S t
H i l l S t
Cape George Rd
W i l l a m e t t e S t
S D i s c o v e r y R d
4th St
30th St
F
ill
m
o
re
S
t
P
eary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
58th St
Old Fort Townsend Rd
K St
1st St
T h o m a s S t
J
a
c
k
s
o
n
S
t
Ro o t St
56th St
Reynolds Rd
16th St
29th St
Sutter St
R o o s e v e l t S t
County Landfill Rd
47th St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t C o s g ro v e S t
55th St
Carroll Av
E Sapphire St
N St
43rd St
L a k e S t
Crest Av
Juan De Fuca Rd
H i l l P l
Victoria Av
8th St
L o u i s a S t
Fredericks St
C
l
all
a
m
S
t
Maple St
G
ain
e
s
S
t
Cook St
23rd StCemetery St
S Park Av
Boren Av
B a k e r S t
Glen Cove Rd
W P a r k A v
Hidden Trails Rd
Rainshadow Dr
Stillpoint Ln E r i n S t
K a n u D r
Potlatch Way
Admiralty Av
54th St
V i s t a B l v d
45th St
E l i z a b e t h S t
Balsa Way
R e d w o o d S t
Lupine St
Denny Av
C l e v e l a n d S t
32nd St
Nelsons Landing Rd
R o s e c r a n s S t
H o w a r d S t
Cemetery Loop
M c N e i l l S t
5th St
Be e c h S t
E m e r a l d S t
S 8 t h S t W y e
F
l
a
m
i
n
g
o
R
d
A s h L o o p
48th St
S h e r m a n S t
K a t L n
E l m S t
F l o r e n c e S t
Gun Club Rd
W Fredericks St
Mediterranean Av
A
r
c
a
d
i
a
D
r
H o o d S t
H u d s o n P l
Workman St
41st St
17th St
G r a n t P l
15th St
33rd St
P e n n y L n
40th St
E P a r k A v
K a t h e r i n e S t
Cottage Pl
36th St
H
u
d
s
o
n
S
t
D
e
c
a
t
u
r
S
t
K
e
a
r
n
e
y
S
t
D a n a P l
Woodland Av
Tahlequah Ln
W a l k l i n g P l
M c K i n l e y S t
M o s l e y P l
S h e r i d a n S t
M c P h e r s o n S t
W St
12th St
L a n d e s S t
T h o m a s S t
H o w a r d S t
H o w a r d S t
M
o
n
r
o
e
S
t
W a l n u t S t
U St
W as h i ng t on S t
R
e
d
w
o
o
d
S
t
B l a i n e S t J ef f e r s o n S tLandes S t
Hastings Av W
J
a
c
k
s
o
n
S
t
T
yl
e
r
S
t
C h e r r y S t
S p r u c e S t
19th St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
AFF / RFF
#*< 50%
#*51% - 80%
#*81% - 100%
#*>100%
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
City Limits
Exist Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-10 - Available Fire Flow at 2036 MDD Before Improvements.mxd
³
FIGURE 3-10
KEY LOCATIONS FIRE FLOW AT 2036 MDD
IN EXISTING SYSTEM
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*#*
#*
#*
#*
#*
#*
P o r t T o w n s e n d B a y
S t r ai t o f Ju a n d e F u ca
Loc: 1
AFF: 3427
RFF: 4500
Loc: 7
AFF: 3071
RFF: 3500
Loc: 9
AFF: 3568
RFF: 3000
Loc: 8
AFF: 4413
RFF: 3000
Loc: 4
AFF: 4503
RFF: 3500
Loc: 2
AFF: 3011
RFF: 4000
Loc: 6
AFF: 4662
RFF: 3500
Loc: 5
AFF: 4186
RFF: 3500
Loc: 3
AFF: 5128
RFF: 3500
Loc: 21
AFF: 4207
RFF: 3000
Loc: 14
AFF: 3423
RFF: 2500
Loc: 18
AFF: 2430
RFF: 1000
Loc: 16
AFF: 1935
RFF: 1000
Loc: 12
AFF: 2781
RFF: 2750Loc: 13
AFF: 2707
RFF: 2750
Loc: 15
AFF: 4670
RFF: 1625
Loc: 10
AFF: 4503
RFF: 3000
Loc: 19
AFF: 1088
RFF: 1000
Loc: 11
AFF: 2883
RFF: 2750
Loc: 17
AFF: 1325
RFF: 1000
Loc: 23
AFF: 3387
RFF: 3000
Loc: 20
AFF: 1517
RFF: 1000
Loc: 22
AFF: 4037
RFF: 3000
S R 2 0
Sims Way
F St
D i s c o v e r y R d
Hastings Av
14th St
C l ay S t
F i r S t
49th St
S a n J u a n A v
C o o k A v
W St
Mill R
d
O t t o S t
22nd St
35th St
S J ac
ob
M i l l er
R d
B l a i n e St
Wa t e r S t
U
m
atilla Av
12th St
25th St
9th St
L a w r en c e St
19th St
I v y S t
C l i f f S t
F r a n k l i n S t
P St
7th St
10th St
E St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a s hin g to n S t
W
a
lk
e
r
S
t
S 8 t h S t
G St
57th St
M
o
n
ro
e
S
t
Co
o
k
A
v
E
x
t
H an
co
c
k
S
t
B
e
n
to
n
S
t
T
y
le
r
S
t
E l m i r a S t
J e f f e r s o n S t
T
a
ylo
r
S
t
N J a c o b M i l l e r R d
E Sims Way
P
i
e
rc
e
S
t
P
olk
S
t
O St
H
arris
o
n
S
t
53rd St
S 6th St
C
alh
o
u
n
S
t
A
d
a
m
s
S
t
18th St
3rd St
Ja
ck
ma
n S
t
M St
27th St
B e l l S t
C h e r r y S t
E d d y S t
R a i n i e r S t
Arcadia West
H a i n e s S t
L i n c o l n S t
R o s e S t
31st St
T a f t St
T St
20th St
S ea view D r
N O t t o S t
11th St
L a n d e s S t
Hastings Av W
Q St
24th St
H St
V StU St
Lo
g
an
S
t
G i s e S t
J St
M a s o n S t
S 2 n d S t
M
a
dis
o
n
S
t
G ar f i el d S t
F o s t e r S t
H o l c o m b S t
G r a n t S t
Cedar St
W a l n u t S t
Lenore St
C
orona Av
Center St
37th St
V
a
n
B
u
r
e
n
S
t
S St
R e e d S t
S p r u c e S t
W i l l o w S t
H i l l S t
Cape George Rd
W i l l a m e t t e S t
S D i s c o v e r y R d
4th St
30th St
F
ill
m
o
re
S
t
P
eary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
58th St
Old Fort Townsend Rd
K St
1st St
T h o m a s S t
J
a
c
k
s
o
n
S
t
Ro o t St
56th St
Reynolds Rd
16th St
29th St
Sutter St
R o o s e v e l t S t
County Landfill Rd
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t C o s g ro v e S t
55th St
Carroll Av
E Sapphire St
N St
43rd St
L a k e S t
Crest Av
Juan De Fuca Rd
Victoria Av
L o u i s a S t
Fredericks St
C
l
all
a
m
S
t
Maple St
G
ain
e
s
S
t
Cook St
23rd StCemetery St
S Park Av
Boren Av
B a k e r S t
W P a r k A v
Hidden Trails Rd
Rainshadow Dr
Stillpoint Ln E r i n S t
K a n u D r
Potlatch Way
Admiralty Av
54th St
V i s t a B l v d
45th St
E l i z a b e t h S t
Balsa Way
R e d w o o d S t
Lupine St
Denny Av
32nd St
Nelsons Landing Rd
R o s e c r a n s S t
H o w a r d S t
Cemetery Loop
M c N e i l l S t
5th St
Be e c h S t
E m e r a l d S t
S 8 t h S t W y e
F
l
a
m
i
n
g
o
R
d
A s h L o o p
48th St
S h e r m a n S t
K a t L n
R a i l r o a d A v
E l m S t
F l o r e n c e S t
Gun Club Rd
M a g n o l i a C t
W Fredericks St
Mediterranean Av
A
r
c
a
d
i
a
D
r
H o o d S t
H u d s o n P l
Workman St
41st St
17th St
15th St
33rd St
P e n n y L n
40th St
E P a r k A v
K a t h e r i n e S t
Cottage Pl
36th St
H
u
d
s
o
n
S
t
K
e
a
r
n
e
y
S
t
D a n a P l
Woodland Av
Tahlequah Ln
W a l k l i n g P l
M c K i n l e y S t
M o s l e y P l
S h e r i d a n S t
M c P h e r s o n S t
W St
12th St
L a n d e s S t
Wa s hin g to n S t
T h o m a s S t
H o w a r d S t
H o w a r d S t
M
o
n
r
o
e
S
t
W a l n u t S t
Wa t e r S t
U St
W as h i ng t on S t
R
e
d
w
o
o
d
S
t
B l a i n e S t J ef f e r s o n S t
Hastings Av W
J
a
c
k
s
o
n
S
t
T
yl
e
r
S
t
C h e r r y S t
S p r u c e S t
19th St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
AFF / RFF
#*<50%
#*51% - 80%
#*81% - 100%
#*>100%
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
City Limits
Exist Water Pipes
Future Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-11 - Available Fire Flow at 2036 MDD After All Improvements.mxd
³
FIGURE 3-11
KEY LOCATIONS FIRE FLOW AT 2036 MDD
AFTER ALL IMPROVEMENTS
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
P o r t T o w n s e n d B a y
S t r a it of J ua n d e Fu c a
S R 2 0
S i m s W a y
F St
D i s co v er y R d
Hastings Av
14th St
Cla y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v W St
Mill R
d
O t t o S t
22nd St
35th St
S J a c o b M i l l e r R d
B l a i n e S t
Wa t e r S t
Umatilla Av
12th St
25th St
L a w r e n c e St
19th St
I v y S t
C l i f f S t
F r a n k l i n S t
P St
10th St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a sh i n g t o n S t
W
a
lk
e
r
S
t
S 8 t h S t
Co
o
k
A
v
E
x
t
B
e
n
t
o
n
S
t
T
yle
r
S
t
E l m i r a S t
J e f f e r s o n S t
N J a c o b M i l l e r R d
E Sims Way
P
o
lk
S
t
O St
53rd St
S 6th St
C
al
h
o
u
n
S
t
A
d
a
m
s
S
t
3rd St
J a c k m a n S t
27th St
B e l l S t
E d d y S t
R a i n i e r S t
Arcadia West
L i n co l n S t
R o s e S t
31st St
Ta f t St
20th St
Seaview Dr
N O t t o S t
L a n d e s S t
Hastings Av W
24th St
V St
U St
S
2
n
d
S
t
M
a
di
s
o
n
S
t
F os t e r S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S tLenore St
Corona Av
Cape George Rd
Center St
37th St
S St
W i l l o w S t
H il
l
S
t
W i l l a m e t t e S t
S D i s c o v e r y R d
30th St
F
ill
m
o
r
e
S
t
Peary Av
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
Tremont St
Old Fort Townsend Rd
A St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
56th St
Reynolds Rd
Sutter St
W i l s o n S t
S
c
o
tt
S
t
S p r i n g S t
Carroll Av
Juan De Fuca Rd
H i l l P l
Victoria Av
8th StHidden Trails Rd
C
lalla
m
S
t
23rd St
Cemetery St
Boren Av
E r i n S t
Potlatch Way
Admiralty Av
Nelsons Landing Rd
Lupine St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Timberline Rd
5th St
S 8 t h S t W y e
Flamingo Rd
M a g n o l i a C t
Mediterranean Av
Eisenbeis Av
Tahlequah Ln
M o s l e y P l
S h e r i d a n S t
L a n d e s S t
49th St
B l a i n e S t
U St
T
yle
r
S
t
W a t e r St
S D i s c o v e r y R d
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Available Fire Flow (gpm)
< 500
500 - 1000
1000 - 1500
1500 - 2500
> 2,500
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
Outside Water Service Area
City Limits
Exist Water Pipes
Future Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-12 - Available Fire Flow at 2036 MDD After All Improvements.mxd
³
FIGURE 3-12
AVAILABLE FIRE FLOW AT 2036 MDD
AFTER ALL IMPROVEMENTS
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
NOTE: A LARGER AND MORE DETAILED VERSION OF THIS FIGURE IS PROVIDED IN APPENDIX L (FIGURE L-4)
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-43
Water System Plan July 2019
Twenty key fire flow locations within the City were established by the City Fire Chief for
the 1998 Water System Plan and have been largely reused for this planning effort (see
Table 3-23). Minor adjustments have been made to these locations in some cases in order
to capture a fire flow that is more representative of the area described. The required fire
flow (RFF) for these 20 locations has not been changed, with the exception of
Location 15 (Grant Street School), which was reduced from 2,500 gpm to 1,625 gpm to
reflect the required fire flow for the new Grant Street School. In addition, three new key
fire flow locations have been added based on input from City water department staff and
the current Fire Chief: Seaport Landing Assisted Living, Victoria House Assisted Living,
and San Juan Villa Assisted Living. The RFF for each of these three assisted living
facilities was assumed to be 3,000 gpm.
Fire flows were simulated under MDD conditions to identify system deficiencies. In
general, all residential areas in the City require a minimum fire flow of 1,000 gpm during
MDD while the minimum DOH service pressure requirement of 20 psi is met. Key
commercial, industrial, and government areas (including schools) were identified and
assigned higher specific fire flow requirements by the Fire Chief. As in residential areas,
fire flows to these key areas must also be provided while maintaining the minimum DOH
service pressure requirement of 20 psi.
The minimum pipe diameter required by DOH for distribution mains is 6 inches, per
WAC 246-290-230 (2). As shown in Table 3-1, City Standards require minimum 8-inch
diameter distribution mains under some circumstances. For the purposes of this
modeling task, a minimum pipe diameter of 8 inches was always used in the development
of system improvements. The purpose of using 8-inch diameter pipelines – even if it is
connected to other smaller-diameter pipe – is to continue the ongoing process of
replacing existing small-diameter pipeline sections, when necessary, because of capacity
requirements or condition degradation, with no smaller than 8-inch diameter pipelines to
form a distribution system, over time, with greater hydraulic capacity for improved fire
flow.
The City’s Engineering Design Standard pipe material is ductile iron. The Hazen-
Williams energy loss equation was used to calculate the head losses in pipes in the
hydraulic model, and the value of 120 for new ductile iron pipe was used for the model’s
roughness coefficient.
Summary of Modeling Runs and Deficiencies
The hydraulic model was used to assess the capacity of the distribution system, identify
deficiencies, and develop improvements to mitigate deficiencies. Modeling runs and
deficiencies are summarized in this section. Modeling runs are presented below for
normal operating conditions (without fire flows) as well as for fire flow conditions.
Improvements developed to mitigate the identified deficiencies are summarized under the
heading “Description of Distribution System Improvements.”
Gray & Osborne, Inc., Consulting Engineers
3-44 City of Port Townsend
July 2019 Water System Plan
Normal Operating Conditions
Modeling of normal operating conditions was undertaken, based on the existing
distribution system configuration (no expansion of the High Zone), under current PHD
conditions as well as future PHD conditions. The purpose of using both current and
future PHD conditions was to identify locations where system deficiencies of low service
pressures might be anticipated – even if no such deficiencies currently exist.
Current Conditions
Normal operating conditions refer to typical flow and pressure conditions when fire-flow
and other atypical events are not occurring. Per DOH requirements, normal operating
conditions are modeled under PHD conditions. The existing system, with the high zone
as currently configured, was modeled under current PHD conditions to identify areas
where service pressures are below the DOH minimum of 30 psi. The distribution of
service pressures during current PHD conditions is shown in Figure 3-3. As indicated in
the figure, there are currently no service pressures less than 30 psi, except at the outlet
from the 5 MG Reservoir, where there are no service connections. Under current PHD
conditions, no pipe velocities in the model exceed 8 fps.
Future Conditions
The existing system, without expansion of the High Zone, was modeled under future
(2026 and 2036) PHD conditions. Distribution system service pressures under these
future PHD conditions are presented in Figures 3-4 and 3-5. As indicated in these
figures, there are projected to be no service pressures less than 30 psi within the 20-year
planning horizon, except at the outlet from the 5 MG Reservoir, where there are no
service connections. Under future (2026 and 2036) PHD conditions, no pipe velocities in
the model exceed 8 fps.
Fire Flow Conditions
The existing distribution system was also modeled under future MDD conditions and
simulated fire flow demand to identify available fire flow (AFF) throughout the system
while maintaining the DOH minimum service pressure requirement of 20 psi. Modeling
simulated fire flow conditions is required by DOH during MDD conditions. Because
each individual simulated fire flow demand far exceeds the background MDD in a given
area of the City, the use of current or future MDD in the model has relatively little
impact. Future (year 2036) MDD was used instead of current MDD for the purpose of
evaluating distribution system improvements to be conservative and in recognition of the
fact that many of the improvements to mitigate the identified deficiencies may be
deferred to the longer-term future because of cost and availability of funds.
P o r t T o w n s e n d B a y
St r ai t o f Ju a n d e F uca
S R 2 0
Sims Way
F St
D i s c o v e r y R d
Hastings Av
14th St
C la y S t
F i r S t
49th St
S a n J u a n A v
C o o k A v
W St
M
ill R
d
O t t o S t
22nd St
35th St
S J a c ob
M i l l er R d
B l ain e S t
Wa t e r S t
U
m
atilla Av
12th St
25th St
9th St
L a w r en c e S t
19th St
I v y S t
C l i f f S t
F r a nk l in S t
P St
7th St
10th St
E St
K u h n S t
C
a
s
s
S
t
H e n d r i c k s S t
W a s h i n gt o n StW
a
lk
e
r
S
t
S 8 t h S t
G St
57th St
M
o
n
ro
e
S
t
Co
o
k
A
v
E
x
t
H an
co
c
k S
t
B
e
n
t
o
n
S
t
T
yl
e
r
S
t
E l m i r a S t
J e f fe r so n S t
T
a
ylo
r
S
t
N J a c o b M i l l e r R d
E Sims Way
Pi
e
rc
e
S
t P
olk
S
t
O St
H
a
rri
s
o
n
S
t
53rd St
S 6th St
C
a
lh
o
u
n
S
t
A
d
a
m
s
S
t
18th St
3rd St
J ac
k
m an
St
M St
27th St
B e l l S t
C h e r r y S t
E d d y S t
R a i n i e r S t
Arcadia West
H a i n e s S t
L i nc o l n St
R o s e S t
31st St
Ta f t S t
T St
20th St
Sea vie w D r
N O t t o S t
11th St
L a n d e s S t
Hastings Av W
Q St
24th St
H St
V StU St
Lo
g
an
S
t
G i s e S t
J St
M a s o n S t
S 2 n d S t
M
a
d
is
o
n
S
t
G a r f i e l d S t
F o s t e r S t
H o l c o m b S t
G r a n t S t
Cedar St
L o p e z A v
W a l n u t S t
Lenore St
Corona Av
Cape George Rd
Center St
37th St
V
a
n
B
u
r
e
n
S
t
S St
R e e d S t
S p r u c e S t
W i l l o w S t
H i l l S t
W i l l a m e t t e S t
S D i s c o v e r y R d
4th St
30th St
F
ill
m
o
r
e
S
t
Peary A
v
Jimson Ln
Seton Rd
21st St
M a g n o l i a S t
Tremont St
58th St
Old Fort Townsend Rd
K St
A St
1st St
T h o m a s S t
County Landfill Rd
J
a
c
k
s
o
n
S
t
Ro o t S t
56th St
Reynolds Rd
16th St
29th St
Sutter St
Ro o s e v e l t S t
47th St
W i l s o n S t
S
c
ott
S
t
S p r i n g S t C os g r o v e S t
55th St
Carroll Av
E Sapphire St
N St
43rd St
L a k e S t
Crest Av
Juan De Fuca Rd
H i l l P l
Victoria Av
Hidden Trails Rd
L o u i s a S t
R os e w oo
d S t
Fredericks St
C
lalla
m
S
t
13th St
Maple St
G
a
in
e
s
S
t
Cook St
23rd St
P
a
r
k
s
i
d
e
D
r
Cemetery St
S Park Av
Boren Av
Towne Point Av
B a k e r S t
Glen Cove Rd
W P a r k A v
Rainshadow Dr
Stillpoint Ln E r i n S t
26th St
K a n u D r
Potlatch Way
Admiralty Av
O a k S t
Nelsons Landing Rd
54th St
V i s t a B l v d
45th St
E l i z a b e t h S t
Bayview St
Balsa Way
R e d w o o d S t
Lupine St
Va n N e s s St
Denny Av
C l e v e l a n d S t
32nd St
Q
ui
n
c
y
S
t
R o s e c r a n s S t
H o w a r d S t
Cemetery Loop
Timberline Rd
M c N e i l l S t
5th St
Be
e c h S t
E m e r a l d S t
H o s p i t a l R d
S 8 t h S t W y e
F
l
a
m
i
n
g
o
R
d
A s h L o o p
48th St
S h e r m a n S t
A l d e r S t
K a t L n
E l m S t
F l o r e n c e S t
Gun Club Rd
M a g n o l i a C t
W Fredericks St
Mediterranean Av
A
r
c
a
d
i
a
D
r
H o o d S t
H u d s o n P l
C he
s t n u t S
t
T
h
a
y
e
r
S
t
Workman St
41st St
Claremont St
17th St
G r a n t P l
15th St
33rd St
P e n n y L n
J u l i a n S t
40th St
L a n d e s C t
Eisenbeis Av
E P a r k A v
K a t h e r i n e S t
Cottage Pl
36th St
H
u
d
s
o
n
S
t
M c C l e l l a n S t
D
e
c
a
tu
r
S
t
K
e
a
r
n
e
y
S
t
Lands End Ln
Woodland Av
Tahlequah Ln
W a l k l i n g P l
M c K i nle y S t
M a d r o n a S t
Caroline St
M o s l e y P l
S h e r i d a n S t
M c P h e r s o n S t
12th St
B l a i ne S t
Wa t e r S t
S h e r i d a n S t
49th St
J
a
c
k
s
o
n
S
tHastings Av W
S D i s c o v e r y R d
H o w a r d S t
U St
W at e r S t
T h o m a s S t
K
e
a
r
n
e
y
S
t
L a n d e s S t
W a l n u t S t
53rd St
M
o
n
r
o
e
S
t
Q
u
in
c
y
S
t
W as h i ng t on S t
H o w a r d S t
T
y
l
e
r
S
t
C h e r r y S t
L a n d e s S t
U St
R
e
d
w
o
o
d
S
t
J e ff e rs o n St
J
a
c
k
s
o
n
S
t
19th St
H o w a r d S t
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
AC Pipe Size (in)
4
6
8
10
12
16
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
City Limits
Non AC Pipe
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 3-13 - Distribution of AC Pipe.mxd
³
FIGURE 3-13
DISTRIBUTION OF AC PIPE
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-45
Water System Plan July 2019
The geographic distribution of available fire flow throughout the distribution system, as
identified by the hydraulic model, is presented in Figures 3-6, 3-7, and 3-8, which show
AFF throughout the system under projected MDD conditions for 2016, 2026, and 2036,
respectively. Note that a larger and more detailed version of Figure 3-8 is provided in
Appendix L (Figure L-3). The presentation in these figures is intended to show spatial
trends related to AFF. The AFF predicted by the model implicitly assumes that there are
an adequate number of hydrants nearby capable of delivering this AFF (which may or
may not be the case in reality). A typical fire hydrant is capable of delivering
approximately 1,000 gpm to 1,200 gpm. Thus, as an example, a location with a model-
reported AFF of 3,000 gpm would require three nearby hydrants in order to deliver the
full model-predicted AFF to the site.
Simulation shows that the far northwest portion of the distribution system and the
extreme south end (south end of Glen Cove) are substantially deficient with respect to
AFF. In fact, the area within Glen Cove south of Seton Road contains the highest service
elevation within the distribution system (Elevation 281 ft), and was found to have a
tendency to unduly restrict available fire flow throughout the southern portion of the
distribution system, including within portions of both the High Zone and the Low Zone.
This means that available fire flow for an event occurring a substantial distance from the
Glen Cove area (e.g., near the Hospital at Sheridan Street and 9th Street) could be limited
by system pressures in the area south of Seton Road dropping below 20 psi (though
residual pressures in this area were still typically above 10 psi during simulated fire flow
events). Accordingly, this relatively limited area was excluded from fire flow
calculations performed within the modeling software as presented herein (note the
absence of nodes south of Seton Road as depicted on Figures 3-6, 3-7, and 3-8). In order
to mitigate these issues, the City could install a small pump station in the vicinity of
Seton Road and Otto Street to boost system pressures in this vicinity (Improvement B-2).
This pump station should include a fire bypass to be used in the event of a fire in this
area.
In addition to the fire flow modeling runs undertaken to produce the results shown in
Figures 3-6, 3-7, and 3-8, fire flow simulations were undertaken at several specific key
locations for which fire flow requirements were established by the Fire Chief.
Distribution system improvements for fire flow capacity enhancement were developed
primarily based on meeting the RFF at these locations. These fire flow locations and the
associated modeling results are identified in Figure 3-9 and Table 3-23. Figures 3-10 and
3-11 illustrate the modeling results presented in Table 3-23, and Figure 3-12 illustrates
available fire flow at 2036 MDD after all improvements, including expansion of the high
zone (it may be compared with Figure 3-8). Note that a larger and more detailed version
of Figure 3-12 is provided in Appendix L (Figure L-4).
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
3-
4
6
City of Port Townsend
Ju
l
y
2
0
1
9
Water System Plan
TA
B
L
E
3
-
2
3
Ke
y
F
i
r
e
F
l
o
w
L
o
c
a
t
i
o
n
s
It
e
m
Mo
d
e
l
No
d
e
Ar
e
a
St
r
e
e
t
L
o
c
a
t
i
o
n
Pr
e
s
s
u
r
e
Zo
n
e
Re
q
u
i
r
e
d
Fi
r
e
F
l
o
w
(g
p
m
)
Be
f
o
r
e
A
n
y
Im
p
r
o
v
e
m
e
n
t
s
(
g
p
m
)
After All
Im
p
r
o
v
e
m
e
n
t
s
(
g
p
m
)
Most-Related Improvements
AF
F
a
t
20
3
6
MD
D
AF
F
Su
r
p
l
u
s
/
(D
e
f
i
c
i
t
)
AF
F
a
t
20
3
6
MD
D
AFF Surplus/ (Deficit)
1
J4
2
2
DO
W
N
T
O
W
N
Ad
a
m
s
a
n
d
W
a
t
e
r
Lo
w
4,
5
0
0
2,
6
6
2
(1
,
8
3
8
)
3,
3
6
2
(1,138) D-11, D-12
2
21
2
0
HI
G
H
S
C
H
O
O
L
Pi
e
r
c
e
a
n
d
V
a
n
N
e
s
s
Lo
w
4,
0
0
0
2,
5
6
2
(1
,
4
3
8
)
2,
9
5
9
(1,041) D-11, D-12
3
65
2
HO
S
P
I
T
A
L
Sh
e
r
i
d
a
n
a
n
d
7
th
Lo
w
3,
5
0
0
2,
1
9
8
(1
,
3
0
2
)
4,
8
2
0
1,320 D-2, D-11
4
21
5
8
BO
A
T
H
A
V
E
N
Je
f
f
e
r
s
o
n
Lo
w
3,
5
0
0
3,
1
4
4
(3
5
6
)
4,
3
9
6
896 D-11, D-12
5
90
4
GL
E
N
C
O
V
E
Di
s
c
o
v
e
r
y
a
n
d
M
i
l
l
Hi
g
h
3,
5
0
0
1,
1
1
6
(2
,
3
8
4
)
3,
9
3
6
436 D-6, D-21
6
20
4
8
SA
F
E
W
A
Y
10
t
h
a
n
d
H
i
l
l
Lo
w
3,
5
0
0
2,
8
2
7
(6
7
3
)
4,
4
2
3
923 D-11
7
J3
8
6
CO
N
G
R
E
G
A
T
E
C
A
R
E
U
N
I
T
Ra
i
n
i
e
r
a
n
d
1
6
th
Hi
g
h
3,
5
0
0
2,
8
1
4
(6
8
6
)
2,
9
9
8
(502) -
8
J1
6
4
CO
M
M
E
R
C
I
A
L
A
R
E
A
A
L
O
N
G
S
I
M
S
Si
m
s
a
n
d
H
a
n
c
o
c
k
Lo
w
3,
0
0
0
1,
2
2
9
(1
,
7
7
1
)
4,
3
0
3
1,303 D-5, D-11
9
J2
9
6
CO
M
M
E
R
C
I
A
L
A
R
E
A
A
L
O
N
G
S
I
M
S
Si
m
s
a
n
d
M
c
P
h
e
r
s
o
n
Hi
g
h
3,
0
0
0
95
8
(2
,
0
4
2
)
3,
4
5
5
455 D-4, D-11
10
18
3
8
PO
L
I
C
E
S
T
A
T
I
O
N
Wa
l
k
e
r
a
n
d
B
l
a
i
n
e
Lo
w
3,
0
0
0
2,
2
3
8
(7
6
2
)
4,
3
6
9
1,369 D-8, D-11
11
13
4
0
MI
D
D
L
E
S
C
H
O
O
L
Sa
n
J
u
a
n
a
n
d
L
o
p
e
z
Lo
w
2,
7
5
0
2,
2
9
5
(4
5
5
)
2,
8
1
0
60 D-11
12
25
4
6
FO
R
T
W
O
R
D
E
N
Ad
m
i
r
a
l
t
y
A
v
e
n
u
e
Lo
w
2,
7
5
0
2,
2
5
8
(4
9
2
)
2,
6
8
1
(69) D-11
13
25
4
2
FA
I
R
G
R
O
U
N
D
S
49
t
h
a
n
d
J
a
c
k
m
a
n
Lo
w
2,
7
5
0
1,
2
5
0
(1
,
5
0
0
)
2,
6
8
2
(68) D-10, D-13
14
J4
2
0
UP
T
O
W
N
La
w
r
e
n
c
e
a
n
d
T
y
l
e
r
Lo
w
2,
5
0
0
2,
6
7
7
17
7
3,
3
5
4
854 D-11, D-12
15
22
3
8
GR
A
N
T
S
T
S
C
H
O
O
L
Gr
a
n
t
a
n
d
1
7
th
Lo
w
1,
6
2
5
72
5
(9
0
0
)
4,
4
2
3
2,798 D-1, D-11
16
27
7
2
FA
R
N
O
R
T
H
W
E
S
T
1
N
J
a
c
o
b
M
i
l
l
e
r
a
n
d
J
u
a
n
d
e
F
u
c
a
Hi
g
h
1,
0
0
0
20
6
(7
9
4
)
1,
9
2
9
929 D-18, D-20
17
12
9
4
FA
R
N
O
R
T
H
W
E
S
T
2
El
m
i
r
a
a
n
d
L
a
n
d
s
E
n
d
L
a
n
e
Hi
g
h
1,
0
0
0
17
5
(8
2
5
)
1,
2
3
7
237 D-18, D-19
18
J4
1
8
NO
R
T
H
C
E
N
T
R
A
L
Co
o
k
a
n
d
B
e
l
l
Lo
w
1,
0
0
0
2,
2
6
1
1,2
6
1
2,
4
2
3
1,423 D-11, D-13
19
14
7
2
HI
G
H
Z
O
N
E
E
X
P
A
N
S
I
O
N
A
R
E
A
Sh
e
r
m
a
n
a
n
d
3
6
th
Lo
w
1,
0
0
0
58
2
(4
1
8
)
1,
0
6
5
65 D-7, D-16, D-17
20
46
8
SO
U
T
H
G
L
E
N
C
O
V
E
Ot
t
o
Hi
g
h
1,
0
0
0
73
5
(2
6
5
)
1,
4
9
4
494 D-6, D-21
21
J4
2
6
SE
A
P
O
R
T
L
A
N
D
I
N
G
A
S
S
I
S
T
E
D
L
I
V
I
N
G
Ro
s
e
c
r
a
n
s
a
n
d
1
2
th
Hi
g
h
3,
0
0
0
88
5
(2
,
1
1
5
)
4,
0
6
5
1,065 D-3
22
13
6
VI
C
T
O
R
I
A
H
O
U
S
E
A
S
S
I
S
T
E
D
L
I
V
I
N
G
Di
s
c
o
v
e
r
y
a
n
d
2
4
th
Lo
w
3,
0
0
0
2,
6
3
1
(3
6
9
)
3,
8
5
3
853 D-9, D-11
23
59
6
SA
N
J
U
A
N
V
I
L
L
A
A
S
S
I
S
T
E
D
L
I
V
I
N
G
Sa
n
J
u
a
n
a
n
d
C
a
s
t
e
l
l
a
n
o
Lo
w
3,
0
0
0
2,
5
9
9
(4
0
1
)
3,
3
3
9
339 D-9, D-11
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-47
Water System Plan July 2019
Note that model runs simulating future conditions (including future demand conditions
within the existing system) assumed that certain PRV and PSV settings would be
modified in order to optimize system pressures and AFF. Table 3-24 summarizes current
PRV/PSV settings as provided by the City and the adjusted settings as used herein when
simulating future conditions (current City settings were used for simulating 2016
demands before improvements only). While the most appropriate PRV and PSV settings
may be slightly different from those used in the model, it is suggested that City water
department staff undertake a review of the PRVs and PSVs in their system in order to
ensure optimal system pressures and AFF. The objective is to make sure water
(particularly fire flow) is not being forced to follow a path to its destination that results in
higher head loss than necessary (for instance, funneling all water moving from the high
zone to the low zone through a single PRV).
TABLE 3-24
PRV and PSV Settings
Description
Current Setting
(psi)
Adjusted Setting
(psi)
High Zone PRV at Thomas and Hastings 35 42
High Zone PRV at Sherman and 20th 50 52
High Zone PRV at 9th and Hendricks 48 47
Morgan Hill Zone PSV at Monroe and McKinley 80 80
Morgan Hill Zone PSV at Madison and Bryan(1) 89 89
(1) Model settings for this PSV were varied between 89 and 92 psi, as required to address model
stability issues.
In reviewing Table 3-23 and Figures 3-9, 3-10, 3-11, and 3-12 it should be noted that
obtaining a given RFF is not always possible within the limitations presented by the
general configuration of the City’s water distribution infrastructure and the costs
associated with reasonable potential projects to improve it. The water surface elevations
of the City’s reservoirs and the relatively small storage volume available in the 1 MG
Standpipe at adequate pressure, combined with the abundance of small-diameter (4 inch
and 6 inch) pipe in the City’s distribution system, mean that meeting some of these
required flows (such as providing 4,000 gpm or more of fire flow downtown) would
require major and likely cost-prohibitive projects such as new reservoir(s), new booster
pump stations, and/or new large-diameter (i.e., 16 inch or 20 inch) mains stretching
across the City from the existing reservoirs. The latter of these options has been
proposed in past City WSPs, but is likely impractical and cost-prohibitive, and according
to the hydraulic model is in any case marginal in terms of providing the RFF if not
accompanied by other major changes to the City’s distribution system.
The distribution system improvements presented in the following section will improve
available fire flow in the system, but not in all cases to or beyond the required levels.
The focus in developing these projects was on improving available fire flow in the City at
Gray & Osborne, Inc., Consulting Engineers
3-48 City of Port Townsend
July 2019 Water System Plan
the key locations specified within a reasonable budget. Some expensive projects
designed to improve AFF north and west of City limits (D-18, D-19, D-20, and D-21) are
also included, but it is not anticipated that these projects will be constructed unless
significant higher-density development occurs in these areas.
Maps of the model nodes and pipes before improvements and after all improvements are
presented in Appendix L, along with the results of all model runs.
Description of Distribution System Improvements
The distribution system piping improvements developed to mitigate deficiencies
identified in the previous section are described below and are show in Figure 3-13. Each
improvement project specifically identified and defined is provided with a Project
Identification Number to facilitate reference between Figure 3-13, Table 8-1, and the text
herein. Several of the projects specifically identified and defined are included in the
10-year horizon of the Improvement Program, as presented in Chapter 8. Note that the
pipeline alignments shown in Figure 3-13 can be considered approximate alignments –
reflecting the pipeline size necessary, as well as the general area to be served.
Development and street improvements should be considered for implementing these
pipeline improvements because in some cases alternative routes for the pipeline
improvements are possible.
The proposed distribution system improvements total approximately 41,000 lf of new
pipe ranging in size from 8 to 16 inches.
D-1: Grant Street School (300 LF 8-Inch Pipe)
This improvement targets Key Fire Flow Location 15. It consists of upsizing existing
4-inch AC pipe in the vicinity of Grant Street School to 8-inch pipe and adding additional
looping. The existing 16-inch AC pipeline running along Sheridan Street will be
connected to the existing 6-inch PVC pipeline running along Grant St by means of a total
of approximately 300 lf of 8-inch pipeline running along 17th Street. This will
substantially improve available fire flow to the hydrants nearest the school, and will
replace aging and undersized AC pipe.
D-2: Jefferson Healthcare Medical Center (1,000 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 3. It consists of upsizing existing
6-inch AC pipe in the vicinity of Jefferson Healthcare Medical Center to 12-inch pipe.
This new 12-inch pipeline would be connected to the existing 16-inch AC pipeline in the
vicinity of 9th Street and Sheridan Street. After the project is completed, there will be a
loop of 12-inch and 8-inch pipe all the way around the Hospital, which will significantly
improve available fire flow to the hydrants around the hospital. It will also replace aging
and undersized AC pipe. This improvement adjoins improvement D-5.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-49
Water System Plan July 2019
D-3: Seaport Landing Assisted Living (860 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 21. It consists of upsizing existing
6-inch AC pipe in the vicinity of Seaport Landing Assisted Living (along Hancock Street
between 9th Street and 12th Street) to 12-inch pipe. The existing 16-inch AC pipe running
along 9th Street will be connected to the existing 8-inch PVC pipe at Hancock Street and
12th Street. This project will substantially improve available fire flow to the hydrants
around the Assisted Living facility, and it will replace aging and undersized AC pipe.
D-4: Sims Commercial Area, High Zone (240 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 9. It consists of connecting the
existing 12-inch pipeline at 4th and McPherson to the existing 6-inch pipeline at Sims and
McPherson by crossing Sims Way. While available fire flow in the area is generally
higher than at the location selected for evaluation (Location 9), there are several hydrants
served by 6-inch mains in the area. The available fire flow to these hydrants would
benefit from this project.
D-5: Sims Commercial Area, Low Zone (2,540 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 8. It consists of upsizing existing
4-inch, 6-inch, and 10-inch AC and PVC pipe and adding looping in the vicinity of the
Sims Commercial Area within the Low Zone. It would improve available fire flow to an
area that includes a QFC supermarket, the Jefferson County Public Works Department,
Jefferson County Public Health, a mini-mall, a gas station, and the Sea Breeze Mobile
Home and RV Park. It will also replace aging and undersized AC pipe. It connects to an
existing 10-inch AC pipe at Grant and 7th, and to an existing 8-inch DI pipe that runs
along Sherman Street between Sims and 7th. This improvement would also connect with
new 12-inch pipe installed as part of improvement D-2.
D-6: Glen Cove (3,740 LF 16-Inch Pipe)
This improvement targets Key Fire Flow Locations 5 and 20. It provides an additional
source of supply to Glen Cove. It would improve system redundancy, circulation, and
available fire flow to the Glen Cove area. It is comprised of new 16-inch pipeline
connecting to the existing 16-inch pipeline on the distribution system side of the old City
Valve Shack just north of the southern City limit (at the south extension of Howard
Street), extending southwest along the existing OGWS pipeline corridor to its intersection
with Glen Cove Road, and extending west along Glen Cove Road to north Otto Street.
Note that this is similar to improvement D-2 in the 2008 WSP.
D-7: High Zone Expansion (200 LF 8-Inch Pipe and Changes to System Valving)
This improvement increases typical service pressures by approximately 18 psi within the
Future High Zone. The Future High Zone encompasses an area that is typically between
Gray & Osborne, Inc., Consulting Engineers
3-50 City of Port Townsend
July 2019 Water System Plan
elevations 220 and 250, which currently operates with typical service pressures of 32 to
45 psi. After this improvement is implemented, typical service pressures within this area
will be approximately 50 to 63 psi, which will have operational benefits for the City and
will likely improve customer satisfaction.
Numerous changes to system valving are required as part of this improvement; these
changes should be verified by City staff prior to implementation. Preliminary
recommendations, based on review of City GIS data, include the following:
• Adjust valves to bypass PRV at Thomas and Hastings
• Open valve at Hancock and 14th
• Open valve at Hancock and 13th
• Open valve at Hancock and 12th
• Open valve at Sherman and 11th, or whatever valve is applicable (all in
area are shown as open in City GIS data, but one of these must be closed)
• Install new valve at 14th and Hendricks (or close west valve at 14th and
Sheridan)
• Install new PRV at Sheridan and Hastings, set to about 48 psi
• Close north valve at 9th and Hendricks
• Close east valve at 12th and Hendricks
• Close valve at 13th and Hendricks
• Close valve at 25th and Hendricks
• Close west valve at 30th and Sheridan
• Close west valve at 31st and Sheridan
• Close NW valve at Sheridan and Corona
• Close valve at Howard and 35th
• Close valves (x2) and open valve (x1) at Howard and Hastings
• Open valve at 20th and Eddy
• Open valve at 20th and Cliff
In order to avoid negatively impacting available fire flow to the neighborhood north of
Hastings Avenue between Howard Street and Sheridan Street, approximately 160 lf of
8-inch pipe should be installed between 20th and Eddy and 20th and Cliff as part of the
implementation of this expansion. Also, in order to avoid negative impacts to available
fire flow associated with the required closure of the valve at 25th and Hendricks, about
40 lf of 8-inch pipe should be installed to connect the 12-inch pipe in Sheridan Street to
the 6-inch pipe in 25th Street. Negative effects on available fire flow associated with this
improvement largely stem from the fact that the 16-inch AC pipe in Howard Street will
no longer connect the 16-inch AC pipe in 20th Street to the 16-inch AC pipe in Hastings
Avenue (since the pipes in 20th Street and in Howard Street will remain in the low zone,
while the pipe in Hastings Avenue will be moved to the high zone). The 200 lf total of
8-inch pipe recommended for installation as part of this improvement is a minimum
value.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-51
Water System Plan July 2019
Note that his improvement on its own does not significantly improve available fire flow
within the Future High Zone; in order to do so, it is suggested (though not required) that
this improvement be undertaken in conjunction with improvements D-16 and D-17.
Furthermore, in order to avoid adversely impacting available fire flow to the
neighborhood immediately outside the Future High Zone (to the northeast of the
intersection of Sheridan and Hastings), it is recommended that this improvement be
undertaken in conjunction with improvement D-14. Because this improvement
represents a significant change to the structure of the City’s water system and has both
positive and negative impacts to available fire flow in localized areas, the above
recommendations should be considered preliminary; some additional study is
recommended before proceeding.
D-8: Police Station (1,200 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 10. It consists of upsizing existing
4-inch and 6-inch AC pipe in the vicinity of the City of Port Townsend Police
Department, the Mountain View Pool, the Olympic Peninsula YMCA, and the Kearney
Street Apartments. It connects to existing 12-inch AC pipe in the vicinity of Kearney
Street and Blaine Street. It will significantly improve available fire flow to the area and
replace aging and undersized AC pipe.
D-9: Victoria House Assisted Living (2,120 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 22. It consists of upsizing existing
4-inch AC pipe along 25th Street and in an existing utility corridor just north of the
cemetery. It connects to the existing 12-inch AC pipe at Sheridan and 25th. It will
improve fire flow to an area that includes Victoria Place Assisted Living and the Swan
School, and will replace aging and undersized AC pipe.
D-10: Fairgrounds (1,680 LF 10-Inch Pipe)
This improvement targets Key Fire Flow Location 13. It consists of upsizing existing
6-inch AC pipe along Jackman Street and within the Jefferson County Fairgrounds, and
of adding looping. It connects to the existing 10-inch AC pipe at 49th and Jackman. It
will improve available fire flow to the Fairgrounds and the adjoining neighborhood, and
it will replace aging and undersized AC pipe.
D-11: Safeway and Surrounding Area (880 LF 8-Inch Pipe)
This improvement targets Key Fire Flow Location 6, but also improves fire flow to a
much wider area, including the Hospital (Key Fire Flow Location 3), Boat Haven (Key
Fire Flow Location 4), and other nearby areas. It consists of adding looping to connect
pipelines with relatively low available fire flow to nearby pipelines with relatively high
available fire flow, and providing a new path for water flowing in the 16-inch AC
Gray & Osborne, Inc., Consulting Engineers
3-52 City of Port Townsend
July 2019 Water System Plan
pipeline along Sheridan Street to reach the commercial area around Safeway (and
subsequently Boat Haven and the Downtown area).
Because of the relatively short length of relatively small diameter pipeline needed, it is
highly recommended that the City undertake this project first if it wishes to improve
available fire flow in the southern portion of the Low Zone. It should be noted that the
general intent of this project could be met and fire flow to the area substantially improved
with even less pipe than the 878 LF proposed for this project.
D-12: Boat Haven (2,550 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 4. It consists of upsizing existing
6-inch AC pipe in the vicinity of Boat Haven along Washington Street, Benedict Street,
and Jefferson Street. This area is a commercial area that not only includes Boat Haven
but also restaurants, the Port Townsend Visitor Information Center, Propolis Brewing, the
Harborside Inn, and the Aladdin Inn. It will connect to the existing 12-inch CI pipe at
Washington and Sims on the east side, and to the existing 8-inch PVC pipe in Jefferson
Street on the west side. This improvement will significantly improve available fire flow
in the area and will replace aging and undersized AC pipe.
D-13: Fairgrounds West Looping (800 LF 8-Inch Pipe)
This improvement improves available fire flow to the north central part of the City,
including the Fairgrounds. It could supplement Improvement D-10, or possibly (with
minor modifications) serve as an alternative to it. It provides a looped source of supply
to the neighborhoods to the south and west of the Fairgrounds. The houses near the
intersection of Wilson and Gise are limiting in terms of available fire flow for a fairly
wide area (i.e. distribution system pressure near this intersection drops below 20 psi first
in a fire flow event in the area), and this project will allow better maintenance of system
pressures in this vicinity during fire flow events (and thus higher available fire flow).
This project significantly improves available fire flow to the neighborhood to the south of
the Fairgrounds.
D-14: Gise and Cross Street Looping (550 LF 8-Inch Pipe)
This improvement addresses the severely limited available fire flow (<500 gpm) to four
hydrants, each located at the following intersections: Sheridan and Corona, Cross and
Umatilla, Copper and Umatilla, and 31st and Umatilla. Note that these deficiencies will
be slightly exacerbated by the proposed High Zone Expansion (Improvement D-7).
Adding this looping will significantly improve available fire flow to these hydrants.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-53
Water System Plan July 2019
D-15: 20th Street Looping (280 LF 8-Inch Pipe)
This improvement addresses the severely limited available fire flow (< 500 gpm) to three
hydrants in the vicinity of 20th and Hill. It does so by adding looping along 20th Street
between Jackman and Hill, thus providing an alternative path for water to reach these
hydrants other than the 4-inch AC pipe running along 22nd Street. Available fire flows to
these three hydrants are projected to exceed 1,300 gpm after the project is complete.
D-16: Hastings Avenue Tie-Ins (130 LF 12-Inch Pipe)
This improvement targets Key Fire Flow Location 19 and the neighborhood immediately
to the south of it, which includes Far Reaches Farm (a plant nursery), New Life Church,
and St. Herman of Alaska Orthodox Church. The 6-inch AC distribution lines serving
this neighborhood connect to a 6-inch AC pipe running along Hastings in parallel to a
16-inch AC pipe between Howard and Sheridan. By connecting the 16-inch to the
parallel 6-inch on Hastings at multiple locations, available fire flow in the neighborhood
can be significantly improved using a very small amount of 12-inch pipe.
D-17: Future High Zone Fire Flow (1,130 LF 8-Inch Pipe)
This improvement targets Key Fire Flow Location 19, as well as several hydrants in the
neighborhood with severely limited available fire flow (<500 gpm). It consists of
upsizing 490 lf of 4-inch AC pipe on Sherman and Umatilla, which will eliminate the
associated fire flow bottleneck and create a loop of minimum 6-inch pipe through the
neighborhood north of Hastings Avenue between Howard Street and Sheridan Street, and
of adding 640 lf of looping. It will also replace aging and undersized AC pipe.
D-18: Ivy Street and Hastings Avenue W (4,950 LF 12-Inch Pipe)
This project targets Key Fire Flow Locations 16 and 17, both of which currently have
severely limited available fire flow (< 500 gpm), by upsizing 4,950 LF of existing 6-inch
AC pipe to 12-inch pipe. However, Key Fire Flow Locations 16 and 17 are both in low-
density areas outside city limits. Because of the relatively small number of customers
that benefit from the improved available fire flow and the relatively high cost of the
project, it should only be undertaken if a significant amount of new higher-density
development occurs in the project area.
D-19: Northwest Improvements – Cook Avenue and Elmira Street (6,470 LF 12-Inch
Pipe)
This project targets Key Fire Flow Location 17, which currently has severely limited
available fire flow (< 500 gpm), by upsizing 6,470 lf of existing 6-inch AC/PVC pipe to
12-inch pipe. However, Key Fire Flow Location 17 is in a low-density area outside City
limits. Because of the relatively small number of customers that benefit from the
improved available fire flow and the relatively high cost of the project, it should only be
Gray & Osborne, Inc., Consulting Engineers
3-54 City of Port Townsend
July 2019 Water System Plan
undertaken if a significant amount of new higher-density development occurs in the
project area. This project should be constructed after or concurrently with improvement
D-18.
D-20: Northwest Improvements – North Jacob Miller Road (4,430 LF 12-Inch Pipe)
This project targets Key Fire Flow Location 16, which currently has severely limited
available fire flow (< 500 gpm), by upsizing 4,430 LF of existing 6-inch AC pipe to
12-inch pipe. However, Key Fire Flow Location 16 is in a low-density area outside City
limits. Because of the relatively small number of customers that benefit from the
improved available fire flow and the relatively high cost of the project, it should only be
undertaken if a significant amount of new higher-density development occurs in the
project area. This project should be constructed after or concurrently with improvement
D-18.
D-21: Southwest Improvements (4,970 LF 8-Inch Pipe)
This project targets Key Fire Flow Locations 5 and 20, though with less effect than
improvement D-6. It would provide service to a currently undeveloped area outside city
limits along South Jacob Miller Road, as well as improving available fire flow and
providing a redundant source of supply to the Glen Cove area. It should be considered if
a significant amount of higher-density development occurs along South Jacob Miller
Road. This project should be constructed after or concurrently with improvement D-18.
Annual Main Replacement
Industry experience shows that asbestos-cement (AC) pipe often deteriorates sooner than
other materials such as ductile iron. The useful life expectancy of AC pipe is difficult to
predict because it depends on the specific conditions of the installation, the corrosive
nature of the trench soils and groundwater, and the corrosivity of the system water.
Generally, AC pipe is considered to have a useful life expectancy of approximately
50 years. The City’s distribution system is comprised of approximately 56 percent AC
pipe, ranging in size from 4 to 16 inches. The distribution of AC pipe within the City’s
system is presented in Figure 3-13.
The City’s AC pipelines represent most of the oldest sections of the distribution system.
Specific records on the age of most of the AC pipe are scarce or unavailable; however,
the City believes that over half of its AC pipelines are 50 years old or older. Most of the
City’s recent leakage events are a result of aging cast iron service saddles. In addition,
smaller diameter AC pipe are prone to leakage due to root damage or other problems
The City does not have the financial resources to replace all of its aging AC pipelines
now or even over a period of a few years, nor is it prudent use of resources to undertake
such a comprehensive replacement program. As long as these pipelines continue to
provide useful service, their replacement is not necessary or recommended. However,
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-55
Water System Plan July 2019
the City recognizes that replacement of significant sections of these aging pipelines will
be necessary in the future as leakage and deterioration become increasingly evident.
Because most of the AC pipelines are beyond their expected useful service life, this
situation could worsen over time; however, the larger diameter AC pipe has remained in
relatively good condition.
The City’s Capital Improvement Program, as presented in Chapter 8 (Table 8-9), reflects
annual main replacement funding at approximately $70,000 per year over the next
20 years. The sum of these annual expenditures, spread out over 20 years, is $1,400,000.
Although this sum represents a significant portion of the total planned capital outlay for
the water system, it could be significantly less than what is ultimately needed for pipeline
replacement. Nevertheless, the City believes that if it focuses its main replacement
activities on the sections of pipeline in the poorest condition and on those that are known
to have substantial leakage, it will be possible to maintain the overall distribution system
in a condition of relatively minimal leakage.
To establish perspective regarding the City’s allocated budget for systematic annual
water main replacement, a comparison can be made between the allocated budget and the
estimated cost to replace just half of the AC pipelines. If half of all the City’s AC
pipelines (approximately 30 miles) were replaced immediately because they have
exceeded their anticipated useful life, the cost to do so would be staggering. Assuming a
total project of $175 per linear foot, the combined total cost would be approximately
$28 million. Clearly, this total amount is substantially greater than the $1,400,000
budgeted by the City over the next 20 years. As a result, it’s critical that the City expend
its limited main replacement capital resources as wisely as possible.
WATER SYSTEM CAPACITY LIMITS
There are several factors that could limit water system capacity, including source
capacity, instantaneous water rights capacity, annual water rights capacity, and storage
capacity.
SOURCE CAPACITY LIMIT
Based on the current contract with the PTPC that allocates the City 5 mgd from the
OGWS the source capacity limit converted to ERUs is calculated as follows:
Source Capacity Connections Limit = 5,000,000 gpd = 20,325 ERUs 246 gpd per ERU
TREATMENT CAPACITY LIMIT
From Table 3-13 it can be seen that the existing installed source capacity exceeds the
recommended capacity to meet estimated maximum day demand within 24 hours
(1,440 minutes) of filter run time through 20-year planning horizon. In 24 hours per day
Gray & Osborne, Inc., Consulting Engineers
3-56 City of Port Townsend
July 2019 Water System Plan
at 2,059 gpm the system’s source can produce 2,964,960 gallons per day. Therefore, the
treatment capacity limit converted to ERUs is calculated as follows:
Treatment Capacity Connections Limit = 2,964,960 gpd = 12,052 ERUs 246 gpd per ERU
INSTANTANEOUS WATER RIGHT CAPACITY LIMIT
From Table 1-2 (footnote 3), Port Townsend has the equivalent of 17,756 gpm of
instantaneous water rights. However, contractual limitations with the Port Townsend
Paper Company limit City use to 5 mgd, which is equivalent to 3,472 gpm. The limit on
ERUs due to the instantaneous water rights limit can be calculated as follows:
Instantaneous Water Rights
Connections Limit = 3,472 gpm x 1,440 min/day = 20,324 ERUs 246 gpd per ERU
ANNUAL WATER RIGHT CAPACITY LIMIT
The annual water rights limit from Table 1-2 is 28,600 ac-ft/yr and the Average Day
Demand per ERU from Table 2-9 is 122 gpd. The limit on ERUs due to the annual water
right limit can be calculated as follows:
Annual Water Rights
Connections Limit = 28,600 ac-ft/yr x 325,851 gal/ac-ft = 209,282 ERUs 122 gpd per ERU x 365 days/year
STORAGE CAPACITY LIMIT
Tables 3-18 and 3-19 project that installed storage capacity will not become a limiting
factor in the 20-year planning horizon in either the high or low zones. To find the
number of ERUs supportable by existing storage it is necessary to calculate storage
requirements for various numbers of ERUs until the required storage exceeds the existing
effective storage in each zone. Table 3-25 shows storage requirements for the high zone
can support 2,275 ERUs. The existing effective storage capacity is adequate for
2,275 ERUs, but it is 24 gallons deficient for 2,276 ERUs.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-57
Water System Plan July 2019
TABLE 3-25
High Zone Storage Requirement Limit
ERUs
Required Effective Storage, gallons Existing
Effective
Storage,
gallons(4)
Storage
Surplus/
(Deficit),
gallons Equalizing(1) Standby(2)
Fire
Suppression Total(3)
2,275 0 455,000 350,000 455,000 455,176 176
2,276 0 455,200 350,000 455,200 455,176 (24)
(1) Equalizing storage is peak hour demand using the formula in Table 3-1, using the existing source
capacity of 2,083 gpm (3.0 mgd), times 150 minutes.
(2) Standby storage is 2 days of average day demand minus 24 hours of treatment at the existing
source capacity of 2,083 gpm or it is 200 gallons times the projected number of ERUs, whichever
is greater.
(3) Total recommended storage is the sum of equalizing, plus the greater of standby or fire
suppression storage.
(4) Effective storage capacity is from Figure 3-1.
Table 3-26 shows storage requirements for the low zone can support 17,991 ERUs. The
existing effective storage capacity is adequate for 17,991 ERUs but it is 224 gallons
deficient for 17,992 ERUs.
TABLE 3-26
Low Zone Storage Requirement Limit
ERUs
Required Effective Storage, gallons Existing
Effective
Storage,
gallons(4)
Storage
Surplus/
(Deficit),
gallons Equalizing(1) Standby(2)
Fire
Suppression Total(3)
17,991 432,631 3,598,200 1,220,000 4,030,831 4,030,848 17
17,992 432,672 3,598,400 1,220,000 4,031,072 4,030,848 (224)
(1) Equalizing storage is peak hour demand using the formula in Table 3-1, using the existing source
capacity of 2,083 gpm (3.0 mgd), times 150 minutes.
(2) Standby storage is 2 days of average day demand minus 24 hours of treatment at the existing
source capacity of 2,083 gpm or it is 200 gallons times the projected number of ERUs, whichever
is greater.
(3) Total recommended storage is the sum of equalizing, plus the greater of standby or fire
suppression storage.
(4) Effective storage capacity is from Figure 3-1.
The water system capacity limits derived above are summarized in Table 3-27. The most
limiting factor appears to be storage capacity in the high zone; however, this is artificial
as the low zone can also supply water to the high zone. In reality the most limiting factor
is treatment capacity, which limits the system to 12,052 ERUs, or an additional
4,448 ERUs over the existing demand. Future WTP expansion plans include increasing
treatment capacity to 3.6 mgd, which would result in a limit of 14,634 ERUs, or an
Gray & Osborne, Inc., Consulting Engineers
3-58 City of Port Townsend
July 2019 Water System Plan
additional 7,030 ERUs of treatment capacity. With additional treatment capacity, as the
WTP is currently configured, the system could expand to the combined high zone/low
zone storage capacity limit of 20,266 ERUs. The system capacity limits in terms of
ERUS are very similar for storage capacity (aggregate of high/low zones), installed
source capacity, and instantaneous water rights, all with approximately 20,300 ERUs of
capacity, or an additional 12,700 ERUs. With additional installed storage, source, and
instantaneous water rights capacities, the system could expand to the annual water rights
limit of 209,282 ERUs, or an additional 201,678 ERUs.
TABLE 3-27
Water System Capacity Limits
Limiting Factor
System
Capacity,
ERUs
Existing
Demand,
ERUs
Available
ERUs
Installed Source Capacity 20,325 7,604 12,721
Treatment Capacity 12,052 7,604 4,448
Instantaneous Water Rights 20,324 7,604 12,720
Annual Water Rights 209,282 7,604 201,678
Storage Capacity (High Zone) 2,275 1,141 1,134
Storage Capacity (Low Zone) 17,991 6,463 11,528
SUMMARY OF SYSTEM NEEDS AND CONCERNS
From the foregoing discussions, the following are the identified water system
deficiencies. No attempt is made here to prioritize the deficiencies. Improvements to
correct identified system deficiencies will be prioritized in Chapter 8, Capital
Improvements.
SOURCE
The Port Townsend water system has adequate source capacity through the 20-year
planning period if growth occurs as projected.
WATER RIGHTS
The analysis in Tables 3-10 and 3-12 indicates that the City of Port Townsend has
adequate instantaneous and annual water rights through the 20-year planning period.
The City has submitted an application for ground water rights for 150 gpm for irrigation
of the golf course. Approval of this application would allow the City to reduce treatment
by the amount needed for irrigation of the golf course in the drier months.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 3-59
Water System Plan July 2019
WATER STORAGE
The storage facilities are generally in very good condition and are adequate to meet
projected 2036 demands. The only proposed improvement related to storage is
Improvement S-1: Recoat exterior and interior of the 1 MG Standpipe.
CONTROL SYSTEM
No control system deficiencies have been identified.
RAW WATER TRANSMISSION SYSTEM
Replacing the raw water transmission main constructed in 1928 between City Lake and
the Port Townsend City limits is proposed. Project T-01 consists of replacing
approximately 30,100 lineal feet of 30-inch water transmission main.
WATER DISTRIBUTION SYSTEM
Twenty one different pipeline improvement projects totaling approximately 41,000 LF of
new pipeline ranging in size from 8 to 16 inches are proposed in order to improve
available fire flow throughout the system and replace aging and/or undersized AC pipe.
Refer to the text under the heading “Description of Distribution System Improvements”
and to Figure 3-13 for details.
BOOSTER PUMP SYSTEMS
The City’s existing pumping facilities are generally in good condition. Booster Pump
Station Projects B-1: Morgan Hill Booster Station Upgrades and B-2: South Glen Cove
Booster Station are proposed in order to improve system operations and customer
satisfaction, and, in the case of B-2, to improve available fire flow by preventing system
pressures in at the far south end of Glen Cove from dropping below 20 psi in the event of
a fire elsewhere in the water service area.
BACKUP POWER SUPPLY
The Water Treatment Facility has a new standby power supply provided by a fixed onsite
diesel engine generator in a weatherproof and sound-attenuating enclosure. No WTF
generator deficiencies have been identified.
The Morgan Hill Booster Pump System’s backup generator has no identified deficiencies.
City of Port Townsend 4-1
Water System Plan July 2019
CHAPTER 4
WATER USE EFFICIENCY PROGRAM
OBJECTIVE
The objectives of this chapter are to identify the conservation and water use efficiency
requirements pertaining to the City of Port Townsend Water System, evaluate past
conservation efforts, and describe the City of Port Townsend water use efficiency plan
for the next 10 years. In addition, since the Port Townsend Water System serves more
than 1,000 connections, an evaluation of the opportunities to utilize reclaimed water is
required.
WATER USE EFFICIENCY PLANNING REQUIREMENTS
In 1989, the Washington State Legislature passed the Water Use Efficiency Act
(43.20.230 RCW), which directed DOH to develop procedures and guidelines relating to
water use efficiency. In response to this mandate, Ecology, the Washington Water
Utilities Council, and DOH jointly published a document titled Conservation Planning
Requirements (1994). In 2003, the Municipal Water Supply – Efficiency Requirements
Act (Municipal Water Law) was passed. This legislation amended RCW 90.03 to require
additional conservation measures. The Municipal Water Law applies to all Municipal
Water Suppliers. Among other things, the Municipal Water law directed DOH to
develop the Water Use Efficiency Rule (WUE Rule), which was adopted
January 22, 2007. In addition, DOH has developed a WUE Rule guidance document
titled “Water Use Efficiency Guidebook” (WUE Guidebook) originally dated July 2007,
and revised January 2011 and again revised in January 2017 (DOH Publication
No. 331-375). The WUE Guidebook supersedes and replaces the 1994 Conservation
Planning Requirements. Therefore, the WUE Rule and the WUE Guidebook now
provide all the currently effective water use efficiency planning requirements.
WATER USE EFFICIENCY RULE
The WUE Rule consists of a series of amendments to existing sections and addition of
new sections to WAC 246-290, the Group A Public Water System Regulations, and sets
additional requirements for public water purveyors. The WUE Rule is comprised of four
sections:
1. Planning requirements 3. Distribution leakage standard
2. Goal setting and performance
reporting requirements
4. Metering requirements
Gray & Osborne, Inc., Consulting Engineers
4-2 City of Port Townsend
July 2019 Water System Plan
The WUE Guidebook is intended to provide guidance and clarification on the
requirements of the WUE Rule, and not to establish any additional requirements. The
requirements of the WUE Rule are discussed in the following sections.
PLANNING REQUIREMENTS
The Planning Requirements of the WUE Rule include the following:
• Estimation of the amount of water saved through implementation of the
system’s WUE program over the past 6 years.
• Description of the water system’s WUE goals.
• Selection of WUE measures.
• For each WUE measure selected, either:
• Include a plan to implement the measure, or
• Evaluate selected water use efficiency measures to show that they
are not cost effective.
These WUE Rule planning requirements are addressed in the following sections.
ESTIMATION OF WATER SAVED
Figure 4-1 shows the per-capita average day water use for the entire Port Townsend water
service area from 2004 to 2016. In 2004, the per capita water use equated to 121 gpd per
capita. This was reduced to 86 gpd per capita by year 2016. Per the WUE program
requirement, the water system is required to estimate the net water saved over the past
6 years (2011–2016). Water savings over this 6-year is less dramatic then the 2004-2016
period. Nonetheless, water use per-capita did drop from 90 gpd per capita to 86 gpd per
capita, although there was an increase in 2013 to 96 gpd per capita. The net water
savings over this period equates to approximately 27.1 million gallons or 4.5 million
gallons per year due to the 2013 jump in use per capita. This was calculated by
multiplying the population for each individual year (over the 6-year period) by the
difference in calculated savings in gcpd year after year. The result was multiplied by the
total days in each year and these annual totals were summed for the entire 6-year period.
Per capita water use beginning in 2004 and ending in 2016 is shown in Figure 4-1.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-3
Water System Plan July 2019
FIGURE 4-1
Per-Capita Water Use
GOAL SETTING AND PERFORMANCE REPORTING
REQUIREMENTS
The WUE Rule requires that the “governing body of the public water system shall
establish water use efficiency goals within 1 year of the effective date of this rule.” The
effective date of the rule was January 22, 2007, so the WUE Goals were adopted by the
Port Townsend City Council on November 19, 2007. The WUE Rule further requires
that WUE Goals must “be set in a public forum that provides opportunity for consumers
and the public to participate and comment on the water use efficiency goals,” and further
requires that the goals must include a measurable outcome in terms of water production
or consumption, address water supply and forecasted demand characteristics, and include
an implementation schedule for meeting the goals.
80
85
90
95
100
105
110
115
120
125
130
2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016
Ga
l
l
o
n
s
p
e
r
D
a
y
Year
Per-capita Average Day Water Use - Total
Linear (Per-capita Average Day Water Use - Total)
Gray & Osborne, Inc., Consulting Engineers
4-4 City of Port Townsend
July 2019 Water System Plan
PREVIOUS WUE GOALS
Previous Water System Plan
The previous Water System Plan Update (approved June 4, 2014) did not include a
chapter on Water Use Efficiency. The purpose of this 2014 WSP was an interim update
to the 2008 WSP to bridge the period (3 years) between the 2008 WSP and completion of
the City’s new Water Treatment Facility. The City’s 2008 WSP was comprehensive
(approved July 2008) and included a chapter on water use efficiency. The 2008 WSP
referred to goals as Conservation Objectives. The City selected the following objectives
for its water conservation program:
• Reduce average daily per-capita use by 5 percent over a 10-year period
starting in 2004 (i.e., by 2014).
• Target activities that result in the greatest water savings for the least effort
and cost for initial implementation.
• Be consistent with the regional conservation program developed as part of
the Jefferson County Coordinated Water System Plan (CWSP).
• Be balanced and equitable; don’t unduly burden one customer or industry.
• Prioritize youth education because it results in long-term changes in water-
use habits.
• Reduce the current ratio of the MDD to ADD.
• The program must reflect the staff resources available to the City. The
total program development and administration should require no more
than one fourth of a full-time employee’s time.
• Meet or exceed the minimum requirements established by Washington
State Department of Health (WSDOH).
• Incorporate on-going conservation efforts on the part of the City’s utilities,
including the Parks, Water, Sewer, and Streets departments.
• Be primarily voluntary, assistance-oriented, and informational, rather than
restrictive or forced.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-5
Water System Plan July 2019
Of the Conservation Objectives in the 2008 WSP that meet DOH’s goal setting criteria
that “Each goal must identify the measurable water savings that will be achieved at a
specific time in the future” is the following:
• Reduce average daily per-capita use by 5 percent over a 10-year period
starting in 2004 (i.e., by 2014).
The City of Port Townsend met the Conservation Objective by reducing the average daily
per-capita water use from 121 gpcd in 2004 to 96 gpcd in 2013 in the 10-year period.
CURRENT WUE GOALS
Water Use Efficiency Annual Performance Report – 2013 through 2018
The WUE Goal adopted by City of Port Townsend during the most recent public forum
on November 25, 2013 and reported in the Water Use Efficiency Annual Performance
Report in 2013, 2014, 2015, and 2016 was as follows:
1. The customer goal for 2014-2019 is to maintain city-wide per capita daily
consumption at or below the 2010-2012, 3-year rolling average of
91 gallons per capita per day.
As can be seen from Table 4-1, Port Townsend has continued to reduce its per-capita
average day total water use in the last three years. The single year that was higher than
the 2010-2012, 3-year rolling average of 91 gallons per-capita per day only exceeded that
value by one gallon per day.
TABLE 4-1
Per-Capita Average Day Water Use
Year
Per-capita Average Day Water Use –
Total (gallons per capita per day)
2014 92
2015 90
2016 86
FUTURE WUE GOALS
Water Use Efficiency – 2019 through 2024
WUE goals must be established by the elected governing board or the governing body of
the water system. The goals must be set through a public process at least every 6 years or
as part of updating a water system plan. Goals must include a measurable outcome in
Gray & Osborne, Inc., Consulting Engineers
4-6 City of Port Townsend
July 2019 Water System Plan
terms of water production or consumption and address water supply and forecasted
demand characteristics.
When the City sets goals for the customer base, the City must choose demand-side
measures. Demand-side measures reflect actions that affect how much water customers
use, and include things such as education programs, rebates for high-efficiency toilets,
rate structures based on the amount of water use, water bills that show consumption
history, or a program that notifies customers when they may have a leak on their
property.
Supply-side measures relate to how efficiently the water system is operating, and
generally include actions that will reduce leakage or utility water use such as line flushing
or filter backwashing. Measures include things like meter replacement programs, source
meter calibration, leak detection surveys, and water distribution system audits. These
supply-side measures cannot be used to achieve a customer efficiency goal since they do
not have a direct effect on whether customers use water more efficiently.
Demand Side Goal
• Reduce city-wide per capita daily consumption 3 percent below the
2013-2017 average over a 6-year period.
Supply Side Goal
• Maintain the 3-year rolling average water distribution system leakage
below 6.5 percent.
SELECTED WATER USE EFFICIENCY MEASURES
The WUE Rule requires that water systems with 2,500 to 9,999 service connections must
implement or evaluate a minimum of six water use efficiency measures. As of 2016, Port
Townsend has approximately 4,850 service connections. The WUE Guidebook further
states that water use efficiency measures that are required in other portions of the WUE
Rule cannot be counted as measures to be selected under this requirement. Measures
required in other portions of the WUE Rule include the following:
• Installation of source and service meters, if meters are not already present;
• Regular calibration of meters;
• Development and implementation of a water loss control program if DSL
exceeds 10 percent; and
• Education of consumers about water use efficiency practices once per
year.
Measures that the WUE Guidebook suggests can count toward satisfying the required
number of water use efficiency measures include the following:
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-7
Water System Plan July 2019
• Implementation of a conservation rate structure.
• Implementation of a water reclamation program.
• Customer assistance in repair of leaks in customer service lines and in
homes.
• Additional consumer education, such as student education and consumer
education at fairs.
• Bills showing water consumption history.
Note that implementation of measures by different customer classes count as a separate
measure for each customer class for which they are implemented. Note also that the
measure does not have to be new. Continued implementation of a past measure is
acceptable.
The City of Port Townsend has adopted the following WUE Measures:
Measures to Meet Demand-Side Goal
Table 4-2 summarizes the current WUE measures that have been chosen to meet the
demand-side goals and their implementation status.
TABLE 4-2
Summary of Port Townsend 2019 Demand-Side Measures
Measure Description Status
WSDOH
Required or
Recommended
Public Education
School Outreach Watershed tours, classroom presentations,
participation in water quality monitoring
Ongoing No
Speakers Bureau Presentations as requested for schools,
professional organizations and public
groups
Ongoing No
Cooperative Education Development of education programs
through Washington State University
Cooperative Extension of Jefferson County
Ongoing No
Program Promotion Distribution of brochures, customer
newsletter
Ongoing Required
Theme Shows and Fairs Display booth at public and professional
gatherings
Ongoing No
Customer leak detection
education
Inform customers of potential leaks on
customer side of meter.
Ongoing No
Water consumption
education
Bills showing water consumption history Ongoing No
Gray & Osborne, Inc., Consulting Engineers
4-8 City of Port Townsend
July 2019 Water System Plan
TABLE 4-2 – (continued)
Summary of Port Townsend 2019 Demand-Side Measures
Measure Description Status
WSDOH
Required or
Recommended
Incentives/Other Measures
Single-Family/Multi-
Family Kits
Door-to-door distribution of conservation
kits including brochures, faucet aerators,
toilet leak detection tablets, and toilet flow
splitters
Completed.
Kits still
available for
customer
pickup at
City Hall.
Recommended
Landscape
Management/Playfields
/Xeriscaping
Xeriscaping of public spaces and parks Ongoing Recommended
Data Collection
Improvements
Water billing based on customer class usage Ongoing No
Measures to Meet Supply-Side Goal
Table 4-3 summarizes the current WUE measures that meet the supply-side goals and
their implementation status.
TABLE 4-3
Summary of Port Townsend 2019 Supply-Side Measures
Measure Description Status
WSDOH
Required or
Recommended
System Measures
Source Meters Installation of source meters and master
meters
Completed Required
Service Meters Installation of service meters Completed Required
Distribution System
Leakage (DSL)
Metering unmetered accounts, repairing
broken meters, identifying and repairing
leaks
Ongoing Recommended
Required Number of WUE Measures
As listed above, Port Townsend has implemented and will continue to practice nine
demand-side WUE measures and a single supply-side WUE measure in additional to
those required by WSDOH. The supply side measure is related to reducing the water
system’s DSL.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-9
Water System Plan July 2019
The demand-side measures apply to all of the City’s customer classes (Residential,
Commercial, and Government) as shown in Table 2-2. Since each action counts as one
measure for each customer class to which it applies, the nine demand-side WUE
measures identified in Table 4-2 constitute 27 measures toward meeting the minimum
WUE Rule requirement. The supply-side measures add one additional measure above
those already required by WSDOH. Therefore, the total of 28 proposed measures listed
above constitute more than the minimum of 6 measures required by the WUE Rule based
the current system size, and meets this requirement of the WUE Rule.
EVALUATE WATER USE EFFICIENCY MEASURES
As shown in Tables 4-2 and 4-3 and discussed previously, Port Townsend intends to
implement more than the minimum required number of six WUE Measures. Therefore,
no evaluation of the cost effectiveness of conservation measures is required.
METERING REQUIREMENTS
The WUE Rule requires all sources and customer service connections be metered by the
year 2017. Port Townsend currently meters all service connections and its water sources,
and implements a water meter replacement program to assure meter accuracy. Therefore,
no further action is required to comply with this requirement.
DISTRIBUTION SYSTEM LEAKAGE STANDARD
The WUE Rule sets a DSL standard of 10 percent or less of finished water production.
DSL is defined as the sum of all water metered into the distribution system over a 3-year
time period, less the sum of all metered water uses, and known or credibly estimated
unmetered uses, out of the distribution system over the same time period. Known or
credibly estimated unmetered uses may include uses such as construction, firefighting,
water main flushing, and estimated leakage from leaks that have been repaired.
Distribution system leakage for Port Townsend averaged 5.9 percent of production for
the 3-year period from 2014 through 2016. As shown in Table 2-8, the DSL has never
exceeded 10 percent over the last 10 years. The highest recorded DSL was 9.6 percent in
year 2013.
WATER USE DATA REPORTING
The WUE Rule requires annual reporting of water use data. The first annual reports were
due July 1, 2008, for municipal water suppliers with 1,000 or more service connections,
and by July 1, 2009, for municipal water suppliers with fewer than 1,000 service
connections, and annually by July 1 each year thereafter for all other water suppliers.
Table 4-4 summarizes the water use data collection requirements.
Gray & Osborne, Inc., Consulting Engineers
4-10 City of Port Townsend
July 2019 Water System Plan
TABLE 4-4
Summary of Water Use Data Collection Requirements
Data Type
Unit of
Measure
Collection
Frequency Comments
Water Production Gallons Monthly Total by month and by year (Port Townsend
collects daily production data)
Interties Gallons Monthly
Water transferred through interties (Port
Townsend’s intertie is emergency only and has
not been used)
Water Sold Gallons Billing
Period
Total sold by customer class for each billing
period (City billing periods are monthly)
Estimated Unmetered
Water Use Gallons Billing
Period
Estimate and record unmetered water uses for
each billing period
Estimated Identified
and Corrected Water
System Leaks
Gallons Billing
Period
When leaks are discovered and repaired, the
leakage rate and duration are estimated and the
resultant leakage volume for the billing period
is estimated and recorded
Accounted-for Water Gallons Billing
Period
The sum of Water Sold, Estimated Unmetered
Water Use, and Estimated Identified and
Corrected Water System Leaks
Distribution System
Leakage (DSL) Gallons Billing
Period
The difference between monthly Water
Production and monthly Accounted-for Water
Percent DSL Percent Billing
Period
DSL divided by Water Production times
100 percent. Calculate for each billing period,
for each year and for a 3-year running average.
If 3-year running average exceeds 10 percent,
further actions are required to reduce DSL
Single-Family Service
Meter Readings Gallons Monthly Includes base rate charge and usage fee
Multi-Family Service
Meter Readings Gallons Monthly Includes base rate charge and usage fee
Commercial Service
Meter Readings Gallons Monthly Includes base rate charge and usage fee
Government Service
Meter Readings Gallons Monthly Includes base rate charge and usage fee
Wholesale (Fort
Worden) Meter
Reading
Gallons Monthly Includes base rate charge and usage fee
Irrigation Gallons Monthly The City of Port Townsend has two irrigation
rates: Winter and Summer
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-11
Water System Plan July 2019
The City of Port Townsend has been submitting annual water use efficiency reports to
DOH and distributing water use efficiency reports to customers annually in conjunction
with annual consumer confidence reports.
POTENTIAL WATER SAVING WITH CONSERVATION
The City’s 2016 average daily production per capita was 86 gallons per capita per day
(gpcd), which included the water system’s total demand divided by the water service
area’s total population.
The City’s water use efficiency program set an annual conservation goal for years
2014-2019 of maintaining city-wide per capita daily consumption at or below the
2010-2012, 3-year rolling average of 91 gallons per capita per day.
The City may wish to consider reducing the city-wide per capita daily consumption at or
below the water system’s 2016-2018, 3-year rolling average for the next Water Use
Efficiency Goal Setting Public Forum due in 2019.
Table 4-5 shows the City’s water use projections derived from Table 2-10, with the goal
of reducing per capita per day consumption from 89 gpcd in 2016 (3-year rolling average
for 2014-2016) to 88 gpcd in 2017-2021, and to 87 gpcd in 2022 through the remainder
of the 20-year planning period. It is important to note that the current per capita water
use at the current rate is the result of past conservation measures. The goal for years
2014-2019 is to maintain city-wide per capita daily consumption at or below the
2010-2012, 3-year rolling average of 91 gallons per capita per day. This goal may be
improved upon in the future.
TABLE 4-5
Water System Demand Forecasting with Conservation Goal
Year
Projected
Service
Area
Population(1)
Per Capita
Water Use
at Current
Rate(2),
gpcd
Average
Day
Demand at
Current
Rate(3),
gpd
Per Capita
Water Use
With
Conservation(4),
gpcd
Average Day
Demand With
Annual
Conservation(5),
gpd
Reduction
of
Average
Day
Demand(6),
gpd
2016 10,478 91 953,498 89 928,000 25,498
2017 10,592 91 963,872 88 935,934 27,938
2018 10,707 91 974,337 88 943,909 30,428
2019 10,823 91 984,893 88 951,925 32,968
2020 10,940 91 995,540 88 959,982 35,558
2021 11,059 91 1,006,369 88 968,166 38,203
2022 11,179 91 1,017,289 87 976,388 40,901
2023 11,300 91 1,028,300 87 984,649 43,651
Gray & Osborne, Inc., Consulting Engineers
4-12 City of Port Townsend
July 2019 Water System Plan
TABLE 4-5 – (continued)
Water System Demand Forecasting with Conservation Goal
Year
Projected
Service
Area
Population(1)
Per Capita
Water Use
at Current
Rate(2),
gpcd
Average
Day
Demand at
Current
Rate(3),
gpd
Per Capita
Water Use
With
Conservation(4),
gpcd
Average Day
Demand With
Annual
Conservation(5),
gpd
Reduction
of
Average
Day
Demand(6),
gpd
2024 11,423 91 1,039,493 87 993,034 46,459
2025 11,547 91 1,050,777 87 1,001,456 49,321
2026 11,673 91 1,062,243 87 1,010,000 52,243
2027 11,799 91 1,073,709 87 1,021,325 52,384
2028 11,928 91 1,085,448 87 1,032,919 52,529
2029 12,057 91 1,097,187 87 1,044,522 52,665
2030 12,188 91 1,109,108 87 1,056,308 52,800
2031 12,321 91 1,121,211 87 1,068,277 52,934
2032 12,455 91 1,133,405 87 1,080,341 53,064
2033 12,590 91 1,145,690 87 1,092,503 53,187
2034 12,727 91 1,158,157 87 1,104,847 53,310
2035 12,866 91 1,170,806 87 1,117,375 53,431
2036 13,006 91 1,183,546 87 1,130,000 53,546
(1) Projected population is from Table 2-4.
(2) Per Capita Water Use at Current Rate is the total water consumption for the Port Townsend Water
System per capita 3-year rolling average for 2010-2012, which already includes previous water
savings measures.
(3) Average Day Demand at Current Rate is the Projected Service Population multiplied by Per
Capita Water Use at Current Rate.
(4) Per Capita Water Use with Conservation begins with the 3-year rolling average of 89 gpcd
(2014-2016) then is reduced by one gallon per capita per day for the following 5 years, then is
reduced by an additional one gallon per capita per day for the remainder of the 20-year planning
period.
(5) Average Day Demand with Conservation is the Projected Service Population multiplied by Per
Capita Water Use with Conservation.
(6) Reduction of Average Day Demand is Average Day Demand at Current Rate minus Average Day
Demand with Conservation.
At the end of the 10-year planning period (2026), this water use efficiency schedule
accounts for an average savings of 52,243 gpd. At the end of the 20-year planning period
(2036), this water use efficiency schedule accounts for an average savings of 53,546 gpd.
If this water use efficiency goal is achieved, the net water savings over the 20-year
planning period will be in excess of 347 million gallons.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-13
Water System Plan July 2019
SOURCE OF SUPPLY ANALYSIS
OPTIMIZING USE OF CURRENT SUPPLIES
Port Townsend has increased the efficiency of its water system in the past 10 years by
finding and repairing water system leaks, promoting water conservation amongst the
City’s customers, and by improved water accounting. The City plans to continue these
efforts to further optimize current water supply. The City may be able to delay the
expenses of additional treatment capacity and additional storage capacity by
implementing water conservation measures.
ENHANCED CONSERVATION MEASURES
As technology advances, water conservation will be enhanced by implementation of
standard building codes and replacement of aging fixtures and appliances with newer,
more water efficient units.
WATER RIGHT CHANGES
The City of Port Townsend currently has adequate water rights and permits to supply
projected demands for the 20-year planning period. The City has a pending water right
application for an additional 150 gpm instantaneous withdrawal at the Port Townsend
Golf Course, exclusively for irrigation purposes. This water right, if approved, will
further benefit the City by reducing the quantity of water currently treated and used to
irrigate the golf course, which is the City’s largest user of water for irrigation.
ARTIFICIAL RECHARGE
At this time there are no plans for any kind of artificial recharge of the aquifers in the
Port Townsend area. See discussion in later section, Water Reclamation.
WATER SYSTEM RELIABILITY ANALYSIS
The Port Townsend Water System’s source water is provided by both the Big Quilcene
and the Little Quilcene Rivers as discussed in Chapters 1 and 3. These sources have
historically been a reliable source for both quantity and quality of water for the City’s
municipal needs.
SUMMARY OF WATER SYSTEM RELIABILITY EFFORTS
The City’s water system is reliably able to produce and supply water to its customers by
ensuring multi-tiered levels of redundancy in the system. Two rivers supply the system’s
source water. To maintain source water reliability, the system has two large raw water
reservoirs; City Lake (140 million gallons) and Lords Lake (500 million gallons) for a
total of approximately 640 million gallons. To maintain treatment reliability, the new
Gray & Osborne, Inc., Consulting Engineers
4-14 City of Port Townsend
July 2019 Water System Plan
membrane ultrafiltration WTF has three filtration skids, which can be operated
independently from one another and with a backup generator capable of providing
electricity to the City’s WTF in the event of power interruption. To maintain finished
water storage reliability, the City has a new 5-million gallon reservoir and a 1-million
gallon standpipe. The City also has an emergency backup generator that can supply
power to the Morgan Hill booster station in the event of power interruption.
WATER SHORTAGE RESPONSE PLANNING
The City of Port Townsend is required to maintain a minimum instream flow of 27 cubic
feet per second (cfs) below the Big Quilcene diversion, if naturally available. Diversion
flows will be reduced in order to maintain 27 cfs instream flow below the diversion and
the water stored in Lords Lake will be used to compensate for the water system’s total
demand. At a Big Quilcene River flow of 27 cfs, the diversion will be shut off.
There is a minimum instream flow requirement of 6 cfs for the Little Quilcene River
diversion operation. The diversion will be reduced as necessary to maintain 6 cfs below
the diversion.
When low flow conditions necessitate using Lords Lake, the City and the PTPC will
implement water conservation measures, detailed in the following section.
Port Townsend Conservation Response Measures
The Port Townsend City Council passed Ordinance 3132 Exhibit A Drought Contingency
Response Plan on August 3, 2015.
The updated drought response plan is divided into three stages. Each stage has its own
level of activity and triggering condition. Action timing may be adjusted earlier than
specified if reservoir drawdown occurs sooner or is more rapid than predicted.
Forecast Alert
Forecast drought conditions and the probability of beginning drawing down Lords Lake
prior to September 1st.
• City may request authorization from the Washington State Department of
Ecology Dam Safety Office to temporarily increase the water contained in
Lords Lake. In April 2015, the City received permission to increase the
level to 37'-6" (2'-6" above the lip of the spillway). In June, the Office of
Dam Safety permitted additional increase in lake level when the likelihood
of a storm event had passed and the anticipated drawdown was a couple of
weeks away. The additional 3 feet of water level gained is an estimated
70 million gallons.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-15
Water System Plan July 2019
Stage 1 – Mandatory Outdoor Restrictions
This action is triggered by the time of year in which withdrawals from Lords Lake are
necessary due to low stream flows. The key elements of Stage 1 are communication of
public information, implementation of the Paper Mill conservation plan, and a mandated
reduction in outdoor watering. The goal of this stage is to reduce City water consumption
by 10 percent.
• The City will issue news releases to newspapers and radio stations and
update customers through the utility bill newsletter and the City web
pages.
• The City will initiate water conservation measures in City parks and
facilities.
• Ensure there are no reservoir or storage tank overflows.
• Postpone flushing and hydrant testing.
• Request Port Townsend Golf Course reduce watering to tees and greens.
• Request East Jefferson Fire Rescue eliminate unnecessary use of water.
• Request Fort Worden and the schools minimize outdoor watering.
• Request customers conserve water by minimizing or eliminating lawn
watering and mandate alternating days for customer outdoor watering.
Even numbered addresses are only allowed to water on even numbered
days and odd numbered addresses may only water on odd numbered days.
• The Mill’s goal is to reduce its usage 16.7 percent, from 12 mgd to
10 mgd.
• Based on the above consumption goals, with diminishing withdrawals
from the Big Quilcene River, Lords Lake is expected to provide 2-1/2 to
3 months of water supply.
Sustained precipitation and rising stream flows facilitating refilling the reservoirs would
permit lifting these conservation measures.
Gray & Osborne, Inc., Consulting Engineers
4-16 City of Port Townsend
July 2019 Water System Plan
Stage 2 – Additional Outdoor Restrictions and Indoor Conservation
Lords Lake water level of 3 feet and stream flows that prevent refilling the reservoir
trigger Stage 2 implementation. At a water surface elevation of 3 feet it is necessary to
pump water into the outlet tower to use the remaining water in Lords Lake. The lake
contains an estimated 25 MG in the 3 feet of water above the bottom of the outlet
structure and an additional 30-40 MG below the bottom of the outlet structure. The Paper
Mill is responsible for installing a portable pump to lift water into the outlet structure, if
necessary, and may operate the pump as long as water is available and turbidity at the
Lords Lake outlet is maintained below 4 NTU. A Stage 2 declaration aims to further
curtail outdoors use of water. The goal of this stage is to reduce City water consumption
by 20 percent.
• News releases will communicate information applicable to this stage.
• A message will be inserted with utility bills or as a direct mailing.
• Customers will be limited to once a week outdoor watering except for
limited hand watering of plants at commercial nurseries.
• Vehicle washing is prohibited except at commercial car washes.
• Water will not be used for construction projects to reduce dust.
• Customers will be asked to reduce indoor use of water.
• Door hangers or personal contact will be used to notify water use
violators.
• Repeat violations will subject the consumer to potential shutoff.
• The entire volume of City Lake is reserved for municipal consumption and
that necessary for Paper Mill health and safety.
• The Paper Mill will submit a revised action plan to further reduce
consumption.
• The City of Port Townsend is reserving a quantity of water in City Lake
and/or Lords Lake with the goal to have City Lake at least half full
(22'-6" – 70MG) on November 30th based on consumption during Stage 2
(Number of days until November 30th multiplied by the current
consumption plus the 70 MG reserve to be maintained in City Lake on
November 30th).
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-17
Water System Plan July 2019
• The Paper Mill will cease production and limit water use to that essential
for health and safety when Lords Lake is empty or if the volume of water
reserved for municipal use is reached.
• The remaining volume in Lords Lake is expected to provide 5 days of
supply.
Sustained precipitation, rising stream flows, City Lake filled, and refilling Lords Lake
would permit lifting some or all of these conservation measures.
Stage 3 – Water Rationing
A Stage 3 declaration rations the remaining supply of water for essential uses only. This
action is triggered when Lords Lake is empty and City Lake level is at 34'-6" (128 MG).
The goal of this stage is to reduce consumption 30 percent below the average municipal
daily demand and to ensure City Lake is at least half full (22'-6" – 70MG) at the end of
November.
• News releases and other communications will emphasize that only
essential use of water is allowed.
• A direct mailing to customers will be utilized to ensure that information
about the severe nature of the situation is communicated.
• No outdoor use is permitted except for limited hand watering of plants at
commercial nurseries.
• Non-critical accounts will be turned off after notification to the customer.
• Penalties, such as monetary or shutoff, will be applied for violations as
adopted by the Port Townsend City Council.
• The volume in City Lake is expected to provide 3 months of supply at a
total usage of 1 mgd.
Sustained precipitation, rising stream flows, and refilling City Lake would permit lifting
these conservation measures.
Coordination Meetings
City and Mill representatives meet monthly to discuss the water system and other issues
of mutual concern. Withdrawals from Lords Lake that are triggered by low stream flows
initiate City/Mill conservation discussions. At a Lords Lake level of 25 feet City and
Mill meetings will be held weekly. If water levels reach a Stage 2 response level the City
Gray & Osborne, Inc., Consulting Engineers
4-18 City of Port Townsend
July 2019 Water System Plan
and Mill will keep the Washington Department of Health Office of Drinking Water and
Jefferson County Department of Health advised of the situation.
INTERTIES
The City has one wholesale contract for the delivery of water to the PTPC. Potable water
use for the PTPC is supplied by the Port Townsend Water System through a potable
water distribution main. Pursuant to RCW 90.03.383, WSDOH and Ecology were
notified that the interties were existing and in use as of January 1, 1991 (see Appendix C
for intertie notice). PUD No. 1 of Jefferson County (LUD No. 3 – “South Hastings
Loop”) is no longer a wholesale customer, which is now part of the Quimper Water
System (ID No. 05783 U). The intertie at Four Corners remains in place as an
emergency-only intertie; however, treated water is no longer provided by Port Townsend
at this connection as a result of the Port Townsend Water System moving its water
treatment facilities to its new treatment plant. This intertie can serve Port Hadlock,
Irondale, and Chimacum (Tri Area) as well as the South Hastings Loop.
WATER RECLAMATION
Water reclamation is one way to improve water use efficiency by utilizing treated
wastewater for some water supply needs. In 2003, Chapter 90.46 of the Revised Code of
Washington (RCW) was amended to require public water systems serving 1,000 or more
connections to evaluate opportunities for reclaimed water when completing water system
plans. The City of Port Townsend serves over 1,000 connections and is required to
evaluate water reclamation. The evaluation includes five elements:
1. Washington State requirements.
2. Identification of potential reclaimed water users.
3. Estimates of potable water savings if reclaimed water were available.
4. Financial feasibility of implementing reclaimed water projects.
5. Recommendations for implementing a reclaimed water program.
WATER RECLAMATION AND REUSE REQUIREMENTS IN WASHINGTON
STATE
“Reclaimed water” is defined in RCW 90.46.010 as “effluent derived in any part from
sewage from a wastewater treatment system that has been adequately and reliably treated,
so that as a result of that treatment, it is suitable for a beneficial use or a controlled use
that would not otherwise occur, and is no longer considered wastewater.”
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-19
Water System Plan July 2019
In the State of Washington, any type of direct beneficial reuse of municipal wastewater is
defined as water reuse or reclamation. The Departments of Health and Ecology have
issued Water Reuse and Reclamation Standards jointly in September 1997. The
following discussion is based on those standards, which are adopted by reference in RCW
Chapter 90.46, Reclaimed Water Use.
Washington State reuse standards are based on similar standards used throughout the
United States. Washington’s reuse standards for municipal wastewater can be grouped
into four categories:
• Treatment Standards
• Permitted Uses of Reclaimed Water
• Use Area Requirements
• Operational and Reliability Requirements
Washington’s reuse treatment standards call for continuous compliance, meaning that the
treatment standard must be met on a constant basis or the treated water cannot be used as
reclaimed water.
Treatment Standards
The State of Washington’s standards for municipal wastewater reuse have four
classifications based on the type of treatment provided. The classifications are
summarized in Table 4-6.
TABLE 4-6
State of Washington Reclaimed Water Treatment Standards
Reuse
Class
Continuously
Oxidized(1)
Continuously
Coagulated(2)
Continuously
Filtered(3)
Disinfection (Total Coliform
Density)(4)
7-Day Median Value Single Sample
A Yes Yes Yes <2.2/100ml 23/100ml
B Yes No No <2.2/100m1 23/100ml
C Yes No No <23/100ml 240/100ml
D Yes No No <240/100ml no standard
(1) Oxidized wastewater is defined as wastewater in which organic matter has been stabilized such that the
biochemical oxygen demand (BOD) does not exceed 30 mg/L and the total suspended solids (TSS) do
not exceed 30 mg/L (monthly average basis), is non-putrescible (does not have a foul smell) and
contains dissolved oxygen.
(2) Coagulated wastewater is defined as an oxidized wastewater in which colloidal and finely divided
suspended matter have been destabilized and agglomerated prior to filtration by the addition of
chemicals or an equally effective method.
(3) Filtered wastewater is defined as an oxidized, coagulated wastewater that has been passed through
natural undisturbed soils or filter media, such as sand or anthracite, so that the turbidity as determined
by an approved laboratory method does not exceed an average operating turbidity of 2 nephelometric
turbidity units (NTU), determined monthly, and does not exceed 5 NTU at any time.
(4) Disinfection is a process which destroys pathogenic organisms by physical, chemical or biological
means. The disinfection standards use coliform density as the measure of pathogen destruction. DOH
recommends that a chlorine residual of 0.5 mg/L be maintained during conveyance from the reclamation
plant to the use area to avoid biological growth in the pipeline and sprinkler heads.
Gray & Osborne, Inc., Consulting Engineers
4-20 City of Port Townsend
July 2019 Water System Plan
Permitted Uses of Reclaimed Municipal Wastewater
Allowable water reuse methods within the State of Washington are presented in
Table 4-7.
Most of the allowable reuse methods provide limited opportunity for reuse due to the
relatively small quantities and seasonal nature of the reuse demand.
Two reuse methods that offer the potential for 100 percent reuse on a year-round basis
are groundwater recharge and streamflow augmentation. A more detailed discussion of
groundwater recharge and streamflow augmentation is provided after Table 4-7.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
Ci
t
y
o
f
P
o
r
t
T
o
w
n
s
e
n
d
4-21
Wa
t
e
r
S
y
s
t
e
m
P
l
a
n
July 2019
TA
B
L
E
4
-
7
Al
l
o
w
a
b
l
e
U
s
e
s
o
f
R
e
c
l
a
i
m
e
d
W
a
t
e
r
Us
e
Cl
a
s
s
o
f
R
e
c
l
a
i
m
e
d
W
a
t
e
r
A
l
l
o
w
e
d
Cl
a
s
s
A
Cl
a
s
s
B
Class C Class D
Ir
r
i
g
a
t
i
o
n
o
f
N
o
n
-
F
o
o
d
C
r
o
p
s
Tr
e
e
s
a
n
d
f
o
d
d
e
r
,
f
i
b
e
r
,
a
n
d
s
e
e
d
c
r
o
p
s
YE
S
Y
E
S
Y
E
S
Y
E
S
So
d
,
o
r
n
a
m
e
n
t
a
l
p
l
a
n
t
s
f
o
r
c
o
m
m
e
r
c
i
a
l
u
s
e
,
p
a
s
t
u
r
e
to
w
h
i
c
h
m
i
l
k
i
n
g
c
o
w
s
o
r
g
o
a
t
s
h
a
v
e
ac
c
e
s
s
YE
S
Y
E
S
Y
E
S
N
O
Ir
r
i
g
a
t
i
o
n
o
f
F
o
o
d
C
r
o
p
s
Sp
r
a
y
I
r
r
i
g
a
t
i
o
n
:
Al
l
f
o
o
d
c
r
o
p
s
YE
S
N
O
N
O
N
O
Fo
o
d
c
r
o
p
s
w
h
i
c
h
u
n
d
e
r
g
o
p
h
y
s
i
c
a
l
o
r
c
h
e
m
i
c
a
l
p
r
o
c
e
ss
i
n
g
s
u
f
f
i
c
i
e
n
t
t
o
d
e
s
t
r
o
y
a
l
l
pa
t
h
o
g
e
n
i
c
a
g
e
n
t
s
YE
S
Y
E
S
Y
E
S
Y
E
S
Su
r
f
a
c
e
I
r
r
i
g
a
t
i
o
n
:
Fo
o
d
c
r
o
p
s
w
h
e
r
e
t
h
e
r
e
i
s
n
o
r
e
c
l
a
i
m
e
d
w
a
t
e
r
c
o
n
t
a
c
t
w
i
t
h
e
d
i
b
l
e
p
o
r
t
i
o
n
o
f
c
r
o
p
Y
E
S
Y
E
S
N
O
N
O
Ro
o
t
c
r
o
p
s
YE
S
N
O
N
O
N
O
Or
c
h
a
r
d
s
a
n
d
v
i
n
e
y
a
r
d
s
YE
S
Y
E
S
Y
E
S
Y
E
S
Fo
o
d
c
r
o
p
s
w
h
i
c
h
u
n
d
e
r
g
o
p
h
y
s
i
c
a
l
o
r
c
h
e
m
i
c
a
l
p
r
o
c
e
ss
i
n
g
s
u
f
f
i
c
i
e
n
t
t
o
d
e
s
t
r
o
y
a
l
l
pa
t
h
o
g
e
n
i
c
a
g
e
n
t
s
YE
S
Y
E
S
Y
E
S
Y
E
S
La
n
d
s
c
a
p
e
I
r
r
i
g
a
t
i
o
n
Re
s
t
r
i
c
t
e
d
a
c
c
e
s
s
a
r
e
a
s
(
e
.
g
.
,
c
e
m
e
t
e
r
i
e
s
,
f
r
e
e
w
a
y
la
n
d
s
c
a
p
i
n
g
)
Y
E
S
Y
E
S
Y
E
S
N
O
Op
e
n
a
c
c
e
s
s
a
r
e
a
s
(
e
.
g
.
,
g
o
l
f
c
o
u
r
s
e
s
,
p
a
r
k
s
,
p
l
a
y
g
ro
u
n
d
s
,
e
t
c
.
)
Y
E
S
N
O
N
O
N
O
Im
p
o
u
n
d
m
e
n
t
s
La
n
d
s
c
a
p
e
i
m
p
o
u
n
d
m
e
n
t
s
YE
S
Y
E
S
Y
E
S
N
O
Re
s
t
r
i
c
t
e
d
r
e
c
r
e
a
t
i
o
n
a
l
i
m
p
o
u
n
d
m
e
n
t
s
YE
S
Y
E
S
N
O
N
O
No
n
-
r
e
s
t
r
i
c
t
e
d
r
e
c
r
e
a
t
i
o
n
a
l
i
m
p
o
u
n
d
m
e
n
t
s
YE
S
N
O
N
O
N
O
Fi
s
h
H
a
t
c
h
e
r
y
B
a
s
i
n
s
YE
S
Y
E
S
N
O
N
O
De
c
o
r
a
t
i
v
e
F
o
u
n
t
a
i
n
s
YE
S
N
O
N
O
N
O
Fl
u
s
h
i
n
g
o
f
S
a
n
i
t
a
r
y
S
e
w
e
r
s
YE
S
Y
E
S
Y
E
S
Y
E
S
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
4-
2
2
City of Port Townsend
Ju
l
y
2
0
1
9
Water System Plan
TA
B
L
E
4
-
7
–
(
c
o
n
t
i
n
u
e
d
)
Al
l
o
w
a
b
l
e
U
s
e
s
o
f
R
e
c
l
a
i
m
e
d
W
a
t
e
r
Us
e
Cl
a
s
s
o
f
R
e
c
l
a
i
m
e
d
W
a
t
e
r
A
l
l
o
w
e
d
Cl
a
s
s
A
Cl
a
s
s
B
Class C Class D
St
r
e
e
t
C
l
e
a
n
i
n
g
St
r
e
e
t
s
w
e
e
p
i
n
g
,
b
r
u
s
h
d
a
m
p
e
n
i
n
g
YE
S
Y
E
S
Y
E
S
N
O
St
r
e
e
t
w
a
s
h
i
n
g
,
s
p
r
a
y
YE
S
N
O
N
O
N
O
Wa
s
h
i
n
g
o
f
C
o
r
p
o
r
a
t
i
o
n
Y
a
r
d
s
,
L
o
t
s
,
a
n
d
S
i
d
e
w
a
l
k
s
YE
S
Y
E
S
N
O
N
O
Du
s
t
C
o
n
t
r
o
l
(
D
a
m
p
e
n
i
n
g
U
n
p
a
v
e
d
R
o
a
d
s
,
O
t
h
e
r
S
u
r
f
a
c
es
)
YE
S
Y
E
S
Y
E
S
N
O
Da
m
p
e
n
i
n
g
o
f
S
o
i
l
f
o
r
C
o
m
p
a
c
t
i
o
n
(
C
o
n
s
t
r
u
c
t
i
o
n
,
L
a
n
df
i
l
l
s
,
e
t
c
.
)
YE
S
Y
E
S
Y
E
S
N
O
Wa
t
e
r
J
e
t
t
i
n
g
f
o
r
C
o
n
s
o
l
i
d
a
t
i
o
n
o
f
B
a
c
k
f
i
l
l
A
r
o
u
n
d
Pi
p
e
l
i
n
e
s
Pi
p
e
l
i
n
e
s
f
o
r
r
e
c
l
a
i
m
e
d
w
a
t
e
r
,
s
e
w
a
g
e
,
s
t
o
r
m
d
r
a
i
n
a
ge
,
g
a
s
,
e
l
e
c
t
r
i
c
a
l
Y
E
S
Y
E
S
Y
E
S
N
O
Fi
r
e
f
i
g
h
t
i
n
g
a
n
d
P
r
o
t
e
c
t
i
o
n
Du
m
p
i
n
g
f
r
o
m
a
i
r
c
r
a
f
t
YE
S
Y
E
S
Y
E
S
N
O
Hy
d
r
a
n
t
s
o
r
s
p
r
i
n
k
l
e
r
s
y
s
t
e
m
s
i
n
b
u
i
l
d
i
n
g
s
YE
S
N
O
N
O
N
O
To
i
l
e
t
a
n
d
U
r
i
n
a
l
F
l
u
s
h
i
n
g
YE
S
N
O
N
O
N
O
Sh
i
p
B
a
l
l
a
s
t
YE
S
Y
E
S
Y
E
S
N
O
Wa
s
h
i
n
g
A
g
g
r
e
g
a
t
e
a
n
d
M
a
k
i
n
g
C
o
n
c
r
e
t
e
YE
S
Y
E
S
Y
E
S
N
O
In
d
u
s
t
r
i
a
l
B
o
i
l
e
r
F
e
e
d
YE
S
Y
E
S
Y
E
S
N
O
In
d
u
s
t
r
i
a
l
C
o
o
l
i
n
g
Ae
r
o
s
o
l
s
o
r
o
t
h
e
r
m
i
s
t
n
o
t
c
r
e
a
t
e
d
YE
S
Y
E
S
Y
E
S
N
O
Ae
r
o
s
o
l
s
o
r
o
t
h
e
r
m
i
s
t
c
r
e
a
t
e
d
(
e
.
g
.
,
c
o
o
l
i
n
g
t
o
w
e
r
s,
s
p
r
a
y
i
n
g
)
Y
E
S
N
O
N
O
N
O
In
d
u
s
t
r
i
a
l
P
r
o
c
e
s
s
Wi
t
h
e
x
p
o
s
u
r
e
o
f
w
o
r
k
e
r
s
YE
S
N
O
N
O
N
O
Wi
t
h
o
u
t
e
x
p
o
s
u
r
e
o
f
w
o
r
k
e
r
s
YE
S
Y
E
S
Y
E
S
N
O
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-23
Water System Plan July 2019
Groundwater Recharge
Groundwater recharge with reclaimed water is permitted under the water reuse standards.
Three categories of groundwater recharge are covered in the water reuse standards:
1. Direct injection to a drinking water aquifer,
2. Direct injection to a non-drinking water aquifer, and
3. Surface percolation.
Direct Injection to a Drinking Water Aquifer
Direct injection of reclaimed water to a drinking water aquifer must meet the water
quality standards for primary contaminants (except nitrate), secondary contaminants,
radionuclides and carcinogens contained in Table 1 of WAC 173-200, as well as
maximum contaminant levels (MCLs) contained in the State Drinking Water Standards,
WAC 246-290.
Additionally, for direct injection to a drinking water aquifer, pre-injection treatment must
include the following:
1. Turbidity < 0.1 NTU (average) and < 0.5 NTU (maximum).
2. Total organic carbon levels < 1.0 mg/L.
3. Total nitrogen < 10 mg/L as N.
4. Any other constituent limits deemed appropriate by DOH or Ecology.
Direct Injection to a Non-Drinking Water Aquifer
Direct injection of reclaimed water to a non-drinking water aquifer must meet Class A
reclaimed water treatment standards as well as the following additional criteria:
1. BOD5 < 5 mg/L.
2. TSS < 5 mg/L.
3. Any additional criteria deemed necessary by DOH or Ecology.
Surface Percolation
Groundwater recharge using surface percolation requires at least Class A reclaimed water
unless a lesser level is allowed under a pilot project status by DOH and Ecology. In
Gray & Osborne, Inc., Consulting Engineers
4-24 City of Port Townsend
July 2019 Water System Plan
addition to secondary treatment to provide oxidized wastewater, the process must include
a “step to reduce nitrogen prior to final discharge to groundwater.”
Streamflow Augmentation
For small streams where fish habitat has been degraded due to low instream flows,
streamflow augmentation is an option allowed under the water reuse regulations and
standards. This reuse method requires an NPDES permit and adherence to the Surface
Water Quality Standards (WAC 173-201A). However, the key difference between
streamflow augmentation and surface water disposal is that a determination of beneficial
use has been established based on a need to increase flows to the stream. To make this
determination requires concurrence from the Washington State Department of Fish and
Wildlife that the need exists for additional instream flows.
The City of Port Townsend has half a dozen intermittent or ephemeral creeks and one
unnamed creek within its service area, none of which provide fish habitat. All of these
sources either flow to ponds or into Port Townsend Bay or the Strait of Juan de Fuca.
The City of Port Townsend wastewater treatment plant (WWTP) effluent flows through
an outfall into the Strait of Juan de Fuca.
Other Uses
The water reuse standards allow for other uses that are not discussed in detail in this
Chapter. However, the general basis for the reuse criteria is that when unlimited public
access to the reclaimed water is involved (as is the case for the majority or reuse
scenarios that might apply for the City of Port Townsend) the criteria will require Class A
reclaimed water. Essentially, for a water reclamation project to have the flexibility to
allow for relatively unrestricted use, the reclaimed water should meet the Class A reuse
standard.
Use Area Requirements
The water reuse standards establish criteria for placing facilities and identifying water
reclamation projects. Water reclamation storage facilities, valves, and piping must be
clearly color-coded and labeled and no cross connections between potable water and
reclaimed waterlines are allowed. The potable water system manager must have an
approved cross-connection control program pursuant to WAC 246-290-490.
Maximum attainable separation between reclaimed waterlines and potable waterlines
must be achieved. A minimum horizontal separation of 10 feet is required for buried
lines, but when crossing is necessary, a minimum 18-inch vertical separation is required
and the potable water line must be above the reclaimed waterline.
Reclaimed water may be used to flush toilets in condominiums and apartment complexes,
provided residents do not have access to plumbing systems for repairs or modifications.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-25
Water System Plan July 2019
Another key requirement for a water reclamation project is setback distance. Table 4-8
summarizes setback requirements for water reclamation facilities. In general, setback
distances are minimized with higher levels of treatment and reliability. Class A
reclaimed water requires no buffer between irrigated areas and public use areas.
TABLE 4-8
Setback Distances for Reclaimed Water in the State of Washington
Reclaimed Water Use/Facility
Distance (Feet)
Class A Class B Class C Class D
Minimum Distance to Potable Water Well:
Spray or Surface Irrigation
Unlined Storage Pond or Impoundment
Lined Storage Pond or Impoundment
Pipeline
50
500
100
50
50
500
100
100
100
500
100
100
300
1,000
200
300
Minimum Distance from Irrigation Areas to Public
Areas
0 50 50 100
Operational and Reliability Requirements
Under the reuse standards, there are a number of operational and reliability requirements
for a water reclamation plant. Several key requirements are summarized below.
• Minimum Class III Operator.
• Critical equipment and process failures must be signaled by an alarm.
• Emergency storage and disposal facilities in the event of equipment failure
or the intermittent production of effluent that does not meet the reclaimed
water standards.
• Operating records provided to DOH as well as Department of Ecology.
• No bypass of untreated or partially treated water.
• Either a standby power supply or long-term disposal or storage facilities
for untreated wastewater.
Gray & Osborne, Inc., Consulting Engineers
4-26 City of Port Townsend
July 2019 Water System Plan
POTENTIAL RECLAIMED WATER USERS
Large Water System Users
Table 4-9 shows the largest water users in the City of Port Townsend in 2015. The
largest individual user is Fort Worden and the second largest user is the Port Townsend
Golf Course. As shown in Table 4-7, if reclaimed water is used, Class A reclaimed water
is required for irrigation of public areas, and for the purpose of this analysis, it is assumed
that Class A reclaimed water would also be desired for any industrial applications.
TABLE 4-9
Largest Water Users in Port Townsend in 2015
Customer
1-Year
Total
(gallons)
Average
Annual Day
(gal/day)
Average
Month
(gal/month)
Maximum
Month
(gal/month)
Fort Worden Public Develop. Authority 8,196,000 22,455 683,000 1,094,000
Port Townsend Golf Course 7,618,000 20,871 634,833 2,808,000
Jefferson Healthcare 3,886,600 10,648 323,883 484,000
Port of Port Townsend (Restroom) 2,684,000 7,353 223,667 412,000
Life Care Centers of America 2,548,000 6,981 212,333 395,000
Port of Port Townsend (Jefferson Pt.) 2,507,000 6,868 208,917 322,000
Seaport Landing 2,060,000 5,644 171,667 193,000
PUD No. 1(1) 2,042,100 5,595 170,175 340,800
Discovery View Apartments 1,856,000 5,085 154,667 186,000
Port Townsend School District 1,580,000 4,329 131,667 543,000
Port Townsend Motor Inn 1,538,000 4,214 128,167 275,000
Harborside Inn 1,535,000 4,205 127,917 221,000
Assisted Living Concepts 1,408,000 3,858 117,333 255,000
Jefferson Co. Public Works (Mem. Field) 1,396,000 3,825 116,333 502,000
Washington State Ferries 1,301,000 3,564 108,417 174,000
Marine Plaza 1,297,000 3,553 108,083 158,000
Admiralty Apartments 1,277,000 3,499 106,417 189,000
Safeway Stores Inc. 1,270,000 3,479 105,833 135,000
Skookum 1,188,000 3,255 99,000 157,000
Freeland Investments 1,150,000 3,151 95,833 164,000
(1) As of October 2016 the PUD is no longer a customer of the Port Townsend Water System.
Parks and Recreational Areas
There are a number of parks and other open spaces in Port Townsend, including Fort
Worden State Park, Sather Park, Chetzemoka Park, Kah Tai Lagoon Nature Park, North
Beach County Park, Bobby McGarraph Park, Pope Marine Park, Courthouse Park, Laurel
Grove Cemetery and Enfield Greens. Many of these parks and open spaces are currently
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-27
Water System Plan July 2019
not irrigated. Only 3 acres of the 350-acre Fort Worden State Park are currently irrigated.
While these properties are located within the City limits, the City owns just a few of
them. Private ownership would not guarantee the use of reclaimed water at these
properties.
Recreational areas include the Jefferson County Fairgrounds, Jefferson County Memorial
Athletic Field, and the Port Townsend Golf Course.
In addition, the Port Townsend has elementary, middle and high schools with athletic
fields located inside the City limits that would be considered irrigable property.
According to the Port Townsend Comprehensive Plan Update there are approximately
608 acres of existing park and open space within City limits. The 2008 Water System
Plan estimated there were 610 acres of green space, which included parks, schools, fair
grounds, golf courses, and cemeteries. It was furthered calculated that of the 610 acres,
approximately 32 percent was irrigable. This equates to approximately 195 acres of
irrigable land.
Flushing of Sanitary Sewers
The City of Port Townsend wastewater collection system could utilize Class D reclaimed
water to flush wastewater collection piping.
Estimated Potential Reclaimed Water Use
Irrigation usage rates were estimated based on the net irrigation requirement by month
taken from Sequim, Washington, which totaled 15.88 inches for the 6-month period from
May through October (Water System Plan 2008, Appendix R). Industrial uses using
reclaimed water are not known. Jetting of sanitary and storm sewers assumes one
4,000-gallon jet truck per 1,000 feet of sewer pipe, with 60 jetting days per year. Ideally,
pipes would be flushed at a frequency of once every 3 years. Table 4-10 lists estimated
potential reclaimed water usage rates. It is important to note that reclaimed water use for
irrigation has been averaged over the 6-month irrigation period and expressed in gallons
per day. In all likelihood peaks will occur in July and August and lesser quantities of
water will be required in the months previous and following the mid-summer months.
Gray & Osborne, Inc., Consulting Engineers
4-28 City of Port Townsend
July 2019 Water System Plan
TABLE 4-10
Potential Reclaimed Water Usage Rates
Irrigation/Landscaping
Use(1)(2) Total Acres
Percent
Irrigated
Irrigated
Acres
Potential
Irrigation
(gpd)(2)
Total Annual
Usage
(gallons)(3)
Fort Worden State Park 350 20 70 163,810 30,141,020
CP#2 (Jackman & Umatilla) 4.1 20 0.82 1,919 353,081
School (San Juan) 5 30 1.5 3,510 645,879
Levinski Property 38.5 20 7.7 18,019 3,315,512
J.C. Fairgrounds 32 50 16 37,442 6,889,376
Catholic Cemetery 1 50 0.5 1,170 215,293
Port Townsend Golf Course 55 75 41.25 48,966 9,009,800
Redmens Cemetery 4 50 2 4,680 861,172
County Cemetery 3.4 50 1.7 3,978 731,996
Laurel Grove Cemetery 8 50 4 9,361 1,722,344
School (D and Van Ness) 6.3 30 1.89 4,423 813,808
Sather Park 4.6 50 2.3 5,382 990,348
Chetzemoka Park 20 50 10 23,401 4,305,860
City Shops/Cherry Park 4.8 20 0.96 2,247 413,363
Morgan Hill Reservoir Site 2.1 20 0.42 983 180,846
J.C. Memorial Athletic Field 3.6 50 1.8 4,212 775,055
Sims Way Industrial Site 50 50 25 58,504 10,764,650
20th Street Reservoir Site 17.6 30 5.28 12,356 2,273,494
Totals 610 193.12 404,364 74,402,896
Industrial Uses
Unknown
Sewer Jetting(4) Length (ft)
Volume to
Flush 1,000
ft of Sewer
(gallons)
Volume to
Flush
Entire
Sewer
System
(gallons)
Usage
(gpd)
Assumes
60 Jetting
days/year
Total Annual
Usage
(gallons)
Sewer Pipes 60,000 4,000 240,000 1,330 80,000
Total Potential Reclaimed
Water Usage
405,694 74,482,896(5)
(1) The entities listed as potential reclaimed water users are conjectural. Most of these entities are not
likely to utilize reclaimed water even if it were available.
(2) Irrigation/Landscaping Use rate is based on 15.88 inches Net Irrigation Requirement for Sequim,
Washington (taken from Appendix R – 2008 Water System Plan). 15.88 inch requirement is the
compilation over a 6-month period (May = 1.44 in., June = 3.51 in., July = 4.71 in., Aug. = 3.50
in., Sept. = 2.23 in., and Oct. = 0.48 in.).
(3) Potential Irrigation is the Total Annual Usage divided by 184 days (6 months).
(4) Golf course irrigation has averaged 9,009,800 gallons per year between 2012 and 2016.
(5) Total Annual Usage assumes the Irrigated Acres multiplied by the number of gallons
(430,586 gallons) in 1.32 acre-feet (15.88 inches).
(6) Sewer Jetting rate based on 4,000 gallons per 1,000 feet of pipe per 3 years. Daily rate assumes
60 jetting days per year.
(7) 83,234,768 gallons equates to 255.8 acre-feet.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-29
Water System Plan July 2019
As indicated in Table 4-10, the majority of potential reclaimed water usage is from
irrigation uses for various parks, the golf course, parks, schools, and cemeteries. This
reuse potential would require construction of a pump station(s) and distribution line(s)
through existing developed areas which would be prohibitively expensive. The peak day
demand for reclaimed water is assumed to occur in the month of July and is estimated to
be approximately 450,000 gpd, which is less than the minimum summer flow of effluent
from the wastewater treatment plant, so this flow is available from the WWTP.
ESTIMATED WATER SAVINGS
Table 4-10 shows that approximately 83 million gallons (256 acre-feet) of reclaimed
water could potentially be utilized annually. By far the most significant potential use
would be irrigating parks, with Fort Worden State Park utilizing the largest quantities of
reclaimed water, followed by the Port Townsend Golf Course.
CONCEPTUAL DESIGN AND COST ESTIMATE
The reclaimed water system will require tertiary treatment, storage and distribution. This
section will briefly describe each component of the process and provide a planning level
cost estimate, based on costs for other water reclamation facilities in the State, including
those at Sequim, Ephrata, Royal City, and Warden. The costs presented below are values
derived from the 1998 Water System Plan and adjusted to approximate present day cost.
TERTIARY TREATMENT
A tertiary treatment system to treat effluent to Class A reclaimed water standards requires
continuous filtration, oxidation and coagulation. In addition, UV disinfection of filtered
reclaimed water will be required to meet Class A standards.
COAGULATION AND FILTRATION
The coagulation and filtration system will be sized for the peak day flow, with two extra
filters to provide redundancy during service. A fabric filter manufactured by Aqua-
Aerobics has been accepted for use by the Department of Ecology for water reclamation
in this State (City of Royal City) and would be proposed for the City of Port Townsend.
This filter utilizes a series of rotating disks which can be continuously backwashed while
the filter continues to operate. Periodically, flow to the filter must be stopped to allow for
a more intense washing of the fabric as well as to clean out solids that deposit in the filter
tank. The footprint for a 2-disk filter (each disk = 150 gpm) is approximately 80 ft². A
preliminary estimate for the total cost of such a system, including a concrete pad with
cover, feed/backwash piping and valves, controls and chemical coagulation system, is
$2,000,000.
Gray & Osborne, Inc., Consulting Engineers
4-30 City of Port Townsend
July 2019 Water System Plan
UPGRADED UV DISINFECTION
Due to the limited space at the WWTP site, expansion to process reclaimed water may
require the need for additional space. A preliminary cost estimate for an expanded UV
system to treat reclaimed water is $200,000 without accounting for site expansion.
ALARMS AND TELEMETRY
The use of reclaimed water in open access areas demands a higher level of quality control
than normal WWTP operations. An alarm system will be installed so that if the
coagulation, filtration, or disinfection systems fail, or if ORP falls below an acceptable
level, then reclaimed water production will cease, the operator will be notified, and
effluent will be directed to the WWTP outfall. A preliminary cost estimate for such a
system is $100,000.
STORAGE
Industrial water users may require water at sporadic times of the day, and irrigation water
is typically applied to open access areas at night from about 11:00 p.m. to 5:00 a.m., so
that water has time to percolate into the ground before public contact. However,
reclaimed water will be generated continuously during peak demand months. To meet
reclaimed water demand, 24 hours of equalizing storage will be required, for a storage
tank volume of 1.5 million gallons. The estimated cost of a tank of this volume is
$1,250,000. Currently, there is no room for a storage tank at the WWTP site. Additional
property would have to be acquired to accommodate a tank of this size.
DISTRIBUTION
A pump station will be required to maintain a minimum pressure of 40 psi in the
reclaimed water distribution system. The pump station would be sized to handle a peak
day of 1.8 mgd. The estimated cost of the pump station is $500,000.
Approximately 36,000 feet of 4-inch PVC pipe is required to provide service to the users
listed in Table 4-10. At a cost of $115/foot, the distribution system cost is estimated at
$4,140,000. This cost may be reduced if the construction of the reclaimed water
distribution system is coordinated with other scheduled utility construction.
FEASIBILITY OF WASTEWATER REUSE
Production of reclaimed water is economically feasible if the cost of producing reclaimed
water is less than the cost of purchasing water. In this section, the economic feasibility of
reuse will be evaluated by computing the per-MG cost of reclaimed water production to
the current price of water in Port Townsend. As unit costs change, this feasibility study
will need to be re-evaluated.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-31
Water System Plan July 2019
Capital costs for constructing the reclaimed water treatment, storage and distribution
system are summarized in Table 4-11.
TABLE 4-11
Capital Cost Estimate for Water Reclamation Facilities and Distribution System
Item Description Quantity Amount
1. Mobilization/Demobilization 1 LS $500,000
2. Coagulation and Filtration System 1 LS $2,000,000
3. UV Disinfection System 1 LS $200,000
4. Alarms and Telemetry 1 LS $100,000
5. Site Piping 1 LS $150,000
6. 1.5 MG-gallon Storage Tank 1 LS $1,250,000
7. Pump Station at WWTP 1 LS $500,000
8. Pressure Reducing Stations 1 LS $100,000
9. Distribution Piping 36,000 LF $4,140,000
Subtotal ........................................................................................................... $8,940,000
Sales Tax (9.0%) ................................................................................................ $804,600
Subtotal ........................................................................................................... $9,744,600
Contingency (30%) ......................................................................................... $2,923,400
Subtotal ......................................................................................................... $12,668,000
Engineering, Overhead and Administration (25%) ........................................ $3,167,000
Total Estimated Project Cost ..................................................................... $15,835,000
The operating cost estimate includes only the additional new annual costs that would be
caused by the operation and maintenance of the water reclamation facility that are above
and beyond the costs for operating the proposed expanded tertiary treatment facility.
These costs include one extra operator, extra power to run the upgraded UV system,
power for the distribution pumps and additional expenses. The total net present value
calculation includes both operating and capital costs.
Gray & Osborne, Inc., Consulting Engineers
4-32 City of Port Townsend
July 2019 Water System Plan
TABLE 4-12
Annual Operating Cost and Net Present Value Estimates for
Water Reclamation Facilities and Distribution System
Item Description Quantity Amount
1. Labor, Incl. Benefits, Administration and Overhead 1.0 FTE $90,000
2. Chemicals 1 LS $12,000
3. Repair and Maintenance 1 LS $10,000
4. Power 1 LS $10,000
5. Miscellaneous 1 LS $10,000
Total Annual Operating Costs ................................................................................$132,000
CONCLUSION
Based on Table 4-10, there is an estimated 74.4 MG/year of potential irrigation usage
over the 20-year plant life, which is 1,488 million gallons over the 20-year period. These
quantities represent potential options for reuse of wastewater; it does not represent the
reduction in water treated at the WTF. However, it is highly unlikely that there would be
a demand for 74.4 MG/year. A majority of the potential users of reclaimed water are
related to irrigation and most of these areas are not currently irrigated, thus, the potential
for reducing demand by using reclaimed water is limited. Of the possible reclaimed
irrigable sites listed in Table 4-10, only three are currently irrigated and include a small
portion of Fort Worden State Park, the Port Townsend Golf Course, and Port Townsend
School District properties. A more realistic reclaimed water use would be on the order of
10-12 MG/year.
The total net present value cost for the water reclamation system is $16,887,000.
Assuming reclaimed water use totals 12 MG/year, the total value per gallon treated over a
20-year period equates to approximately $0.04 per gallon. The current monthly service
charge for water based on the summer irrigation rate is $5.71 per 1,000 gallons or
$0.0057 per gallon. Thus, reuse of reclaimed water does not appear to be economically
feasible, given that demand for reclaimed water is low and many of the assumed
customers that could potentially use reclaimed irrigation water do not irrigate currently.
With a current total annual water rights of 28,600 ac-ft/yr (Table 1-2) and a projected
20-year water demand of 1,270 ac-ft/yr (derived from Table 2-10), the benefit of savings
of up to 37 ac-ft/yr likely does not justify the expense of additional treatment, storage,
pumping and distribution piping necessary to utilize reclaimed wastewater for these
purposes.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 4-33
Water System Plan July 2019
WATER SUPPLY CHARACTERISTICS
The WUE Guidebook indicates that a Water Use Efficiency Program should include a
description of the water system source characteristics. The source characteristics for the
City of Port Townsend water system are thoroughly described in Chapters 1 and 3 of this
Plan.
City of Port Townsend 5-1
Water System Plan July 2019
CHAPTER 5
WATERSHED PROTECTION PROGRAM
INTRODUCTION
In Washington State, water supply systems using a surface water source must develop
and implement a watershed control program in order to protect the water supply and the
health of water system customers. This chapter has been prepared to fulfill the watershed
control program requirements for a filtered water system, in accordance with
WAC 246-290-668.
As required by WAC Chapter 246-290-135.4.c, the watershed control program is to
address the following minimum elements:
1. A watershed description and inventory, including location, hydrology,
land ownership and activities that may adversely affect source water
quality;
2. An inventory of all potential surface water contamination sources and
activities, including identification of site locations and Owner/Operators,
within the watershed and having the significant potential to contaminate
the source water quality;
3. Watershed control measures, including documentation of ownership and
relevant written agreements, and monitoring of activities and water
quality;
4. System operation, including emergency provisions; and
5. Documentation of water quality trends.
The City prepared, obtained DOH approval, and implemented such a Cooperative
Watershed Protection Plan in 1994. Due to budget and staffing cutbacks the USFS has
not been able to maintain all monitoring actions as specified in the Plan. The DOH
informed the City in 2013 of several deficiencies in complying with the 1994 plan. The
City determined that implementing filtration was a lower financial burden than
committing the resources necessary to address all the DOH’s issues and remain an
unfiltered water system. The City implemented an Interim Watershed Control Plan in
2014 to meet interim watershed control requirements until the City’s new filtration WTF
was completed in January 2017.
Gray & Osborne, Inc., Consulting Engineers
5-2 City of Port Townsend
July 2019 Water System Plan
WATERSHED DESCRIPTION
LOCATION AND GENERAL DESCRIPTION
The City’s watershed areas lie within portions of the Big Quilcene and Little Quilcene
River basins. These basins are located on the steep slopes of the Olympic Mountains
along the eastern side of the Olympic Peninsula near Quilcene, Washington. The rivers
are short and steep and confined to narrow canyons for most of their length (Perkins,
2004).
The Big Quilcene River basin is approximately 82 square miles and drains directly into
Quilcene Bay. The largest tributaries in the basin are Penny Creek, Townsend Creek, and
Tunnel Creek. Basin topography ranges from sea level to 7,756 feet at Mt. Constance.
Mean annual precipitation in the basin is estimated to be 66 inches with most of the
accumulation occurring during winter storms. The highest elevation areas, which feed
the Big and Little Quilcene Rivers, experience significant snowpack in the winter
(Pickett, 2013).
The Little Quilcene River basin is approximately 40 square miles and discharges to
Quilcene Bay, approximately 1 mile north of the mouth of the Big Quilcene River. The
headwaters of the Little Quilcene River originate on the slopes of Mt. Townsend, which
has an elevation of 6,243 feet. The largest tributaries in the Little Quilcene River sub-
basin are Howe Creek, Ripley Creek, and Leland Creek. Mean annual precipitation in
the basin is estimated to be 52.4 inches with most of the accumulation occurring during
the winter season.
The municipal watershed is located within the Big Quilcene and Little Quilcene sub
basins of the Water Resource Inventory Area (WRIA) 17.
PHYSICAL FEATURES OF THE MUNICIPAL WATERSHED
The geology and topography of the two watersheds are similar, characterized by rugged
terrain, limited access, bedrock geology, glaciation(s), and steep slopes. Each of these
characterizations are discussed in detail in the following sections.
The City’s Municipal Watersheds lie within the upper portions of the Big Quilcene and
Little Quilcene River basins. The Big Quilcene Municipal Watershed is 30,571 acres
(47.8 square miles) measured from the City’s point of water diversion on the Big
Quilcene River near its confluence with Tunnel Creek.
The Little Quilcene Municipal Watershed consists of 6,790 acres (10.6 square miles)
measured from the City’s point of water diversion located within the Little Quilcene
River and Deadfall Creek drainages.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-3
Water System Plan July 2019
Rugged Terrain
The Big Quilcene Watershed topography ranges in elevation from 1,023 feet at the Port
Townsend water supply diversion to 7,756 feet on Mt. Constance. The average elevation
of the watershed divide is approximately 5,700 feet. Elevations in the Little Quilcene
drainage range from 1,050 feet at the Diversion Dam to 6,243 feet on Mt. Townsend with
an average elevation along the watershed divide of 4,000 feet. Both watersheds are
bounded by steep mountainous terrain on three sides.
Limited Access
The topography surrounding the watersheds is such that access into the municipal
watershed from the west, north, or south is constrained to a few United States Forest
Service (USFS) roads. Several hiking trails also permit access by foot, bicycles, and/or
stock. Bicycles are permitted only on trails outside of USFS designated wilderness
boundaries.
Bedrock Geology
Bedrock underlying the municipal watershed is known as the Crescent formation. This
formation was derived from a complex under-thrusting along the Farallon (oceanic) plate
where marine sediments and marine basalt were folded and faulted, forming a horseshoe
shaped arc along the margin of the continental plate. The Olympics were formed by a
complex convergent boundary process of under-thrusting material that was originally
located in the upper surface of the subducting oceanic plate, which was slowly rotated up
and eastward toward the continental mass. Rocks of the Crescent formation form the
outer ring of the arc and underlie the southern, eastern and northern portions of the
Olympic Mountains. “Core” rocks, which originated as marine sediments, form the
central and western portion of the Olympic Mountains.
The Crescent formation is a complex of folded marine basalts, volcanic breccia with
interbeds of sedimentary and metasedimentary bedrock. Basalts are dense, hard rocks
composed of feldspar and varying amounts or rock glass and pyroxene, rich in iron-
magnesium silicates. The Crescent basalt is more resistant to erosions than the interbeds
of sedimentary rocks or the sedimentary “core” rocks which occur in the Crescent
formation. Sedimentary rocks are predominantly sandstone, shale, and conglomerates.
These rocks are generally more susceptible to weathering, more easily eroded, and pose a
higher degree of slope instability.
Glaciation
The topography of the watersheds has been altered by numerous episodes of alpine and
continental glaciations. Remnants of each successive glaciation typically overlay the
previous evidence, providing a fragmented record.
Gray & Osborne, Inc., Consulting Engineers
5-4 City of Port Townsend
July 2019 Water System Plan
Approximately 15,000 years ago, during the last phase of the Fraser glaciation to reach
the Olympics, the Vashon tongue of the Cordilleran ice sheet pushed down into the Puget
Sound basin from the Canadian Coast Range and branched into two lobes. The Juan de
Fuca lobe flowed west toward the Pacific while the Puget lobe continued south, spreading
across the Puget Sound lowlands. The Vashon ice-sheet reached its greatest advance
about 14,000 years ago and began to retreat about 1,000 years later.
Advancing ice dammed the rivers flowing north and east out of the Olympics, some of
which formed extensive lakes. Over thousands of years, these lakes filled with sand, silt
and clay. As the weather warmed and the ice began to melt and retreat, the rivers
draining these lakes cut steep canyons through the layers of sediment, sometimes carving
steep canyons along the interface between the basaltic bedrock and the glacial deposits,
leaving unstable cliffs perched high in the watersheds. These cliffs are often composed
of layers of poorly cemented silt and lake-bottom clay interspersed with debris from both
the alpine glaciers that extended into some of the valleys and the superseding continental
glaciers.
Glaciation left pockets of unstable soil in the municipal watershed, but due to the
underlying topography, effects of the Olympic Mountain range rain shadow, basaltic
bedrock, and pattern of glaciation in the last ice age there are relatively few unstable
deposits of perched glacial lake bottom clay within either watershed. Soil stability is a
significant determining factor in the quality of the water these watersheds produce.
Further discussion under Soils, follow.
Steep Slopes
The Olympic Mountain(s) “rain-shadow” effect reduces precipitation in the northeast
corner of the Olympic Peninsula and has resulted in less erosive land forming processes
than in most other drainages on the peninsula. Most of the watershed’s terrain ranges
between 35 percent and 65 percent slope and valleys formed by streams tend to be
v-shaped.
Higher elevations of the Big Quilcene River drainage have rugged alpine terrain (cirques,
headwalls, arêtes, talus slopes) associated with Pleistocene alpine glaciation. The
majority of landforms tend to be stable except where remnants of glacial till may be left
perched on steep side-slopes and at the highest elevations, where snow avalanches occur.
Glacial till deposits are readily identified by close parallel drainage patterns and a break
in slope at the contact with residual material.
SOILS AND VEGETATION
Soils
Continental glacial deposits are found in the lower reaches of the municipal watersheds,
however glacial lake bottoms and other major sources of unstable sediment are relatively
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-5
Water System Plan July 2019
rare in the Big and Little Quilcene River drainages. Soil surveys conducted by Snyder,
Bush, and Wade in 1969 mapped various soil units within the municipal watersheds.
Mapping was organized into two distinct zones:
1. Shallow ridge, and sideslope soils, and
2. Deep midslope and toeslope soils.
The shallow ridge and sideslope zones are generally shallow, well-drained, and gravelly
textured soils, some overlying thick, well-compacted, low-permeability, course-textured,
and gravelly glacial till. Sideslope soils are usually colluvial in nature, relatively stable in
the natural condition but tend to ravel when disturbed. Midslope and toeslope soils are
primarily deep, moderately structured, well-drained, to moderately well-drained, gravelly
to extremely gravelly texture. These soils are derived from colluvium, glacial-fluvial,
and glacial till. Unstable soils are usually found at oversteepened slopes carved by
adjacent streams along slope breaks where perched watertables are formed by compacted
glacial till. These soils have a tendency to slump and slide, separating at the soil/bedrock
interface, under both natural and disturbed conditions.
From the 1969 and 1982 Soil Resource Inventory (SRI) information, the USFS prepared
an SRI database in 1990 has been used for assessing the potential for water quality
impacts from proposed forestry activities. Slope estimates were collected in the course of
the original soil survey and this data is included as an element of the soil/substrate/slope
dataset. Slope is considered in terms of a 4-layer classification system: 0-5 percent,
5-35 percent, 35-65 percent, and over 65 percent. Outside of riparian zones, there are
few areas of 0-5 percent gradients within the municipal Watersheds.
Land Cover
Below 4,500 feet, both municipal watersheds are heavily timbered. A large percentage of
the timbered area is second-growth forest. Most old growth exists in the Wilderness
areas of the municipal watershed, however the majority of the municipal watershed
(>50 percent) is currently designated as Late Successional Reserve and protected from
most timber harvest in order to provide habitat for spotted owls, according to the Forest
Service’s current owl habitat management plan. This protected area contains most of the
area’s remaining old growth.
Over 14,000 acres of the Big Quilcene watershed was set-aside for Wilderness. Much of
the standing timber outside these areas is immature second growth, recovering in the
wake of major natural disturbances (fire and windthrow), which occurred between 1920
and 1963, and logging and development of the road system between the 1950s and 1980s.
Gray & Osborne, Inc., Consulting Engineers
5-6 City of Port Townsend
July 2019 Water System Plan
Natural Vegetation
The timberline varies, depending on the north-south orientation of a slope, but rarely
exceeds 4,500 feet. In some areas a narrow band of park-like alp-land extends to
approximately 6,000 feet. Above 6,000 feet is usually tundra with talus and scree, in
which continuous vegetation gives way to sparse communities of cushion-plants and
ultimately, to individual plants exploiting isolated niches.
Natural vegetation provides many critical functions within the watershed. In areas where
ground cover is complete, there is often little or no overland flow. Plants of all sizes
impede the flow of water, reducing its velocity and its ability to transport sediment.
Roots of trees and smaller plants stabilize slopes and the canopy in a coniferous forest
can intercept up to 28 percent of all the precipitation before it can reach the ground. In
general, as long as the vegetative cover on the soil is maintained, sediment delivered to
streams by overland flow is limited.
CLIMATE
Climate of the municipal watershed is mainly influenced by the intensity of the North
Pacific Ocean weather patterns and moderation of precipitation as a result of the Olympic
Mountain range creating a rain-shadow. Adiabatic cooling and dehydration of the moist
onshore flow as the air rises over the western slopes of the Olympic Mountains results in
a significant change in precipitation between the west and east and south and north flanks
of the Olympics. Along 20 miles or the northeast corner of the Olympic peninsula
average precipitation varies from more than 80 inches per year to less than 20 inches per
year.
Summer humidity ranges from 90 percent near sunrise to between 50 and 60 percent in
the afternoon. During periods of dry easterly winds, the relative humidity may drop to
20 or 30 percent. Summer climatic conditions are characterized by northeasterly winds
that are cool, relatively dry, and stable. During midsummer, several weeks may pass
without appreciable precipitation and high-intensity storms are rare during this period.
Heavy marine fog is prevalent in the municipal watershed in the spring and fall, the
densest being in the Little Quilcene drainage. Inversions hold the fog level near the
3,500-foot elevation. This condition causes cool, moist conditions in the drainage
bottoms and warm dry conditions above 3,500 feet.
PRECIPITATION
Average annual precipitation in the northern portion of the municipal watershed is less
than 50 inches. Southward toward the Tunnel Creek drainage average precipitation
increases to 75 inches in the vicinity of Mt. Constance. Annual rainfall at the Big
Quilcene diversion, between 1950 and 1980, ranged from a low of 36.76 inches in 1976
to a high of 86.29 inches in 1966 and averaged 68.28 inches.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-7
Water System Plan July 2019
Weather Patterns
Southwesterly winds and ocean storm patterns produce a climate with heavy winter
precipitation and relatively dry summers. Less than 10 percent of the annual precipitation
falls during the summer months. Once the “Pacific High” settles over the region in early
July, there are often 90 days or more with virtually no precipitation. The heaviest
precipitation occurs from October through March with a peak during December. During
the winter, the precipitation generally falls as rain below 2,000 feet, rain and snow
between 2,000 to 4,000 feet, and as snow above 4,000 feet.
Snowpack Development
The 2,000 to 4,000 foot zone, called the transitional snow zone, accumulates and loses its
snow-cover repeatedly throughout the winter. Above 4,000 feet, a substantial snowpack
develops, and snowmelt provides much of the water supply in Tunnel Creek and the Big
Quilcene River during the spring. Melting snow collects in small mountain lakes (tarns)
and percolates into the faulted bedrock and talus of the high-country, from which it is
released slowly to the headwater streams, supplying virtually all streamflow during late
summer and early fall.
Winter Storms
Occasional high-intensity storms occur within the municipal watershed during the fall
and winter months. Most storms generate relatively minor, short duration turbidity
events. The rain on snow events deliver large amounts of warm wind and rain to the
upper reaches of the watershed, melting the snow-pack, creating peak-flows and high
turbidity events.
Climate Change
Climate change is expected to alter streamflow magnitude and timing. Hydrologic
impacts due to shifting from a mixed rain/snow-dominant to rain-dominate condition will
result in less snow and more rain, increased winter flows, and reduced late-summer
flows. Earlier spring snowmelt and peak flows means that more water will run off when
the water is not needed, and the City’s reservoirs are full. With the loss of snowpack
water storage and lower summer stream flows, there will be an increased dependence
upon water stored in Lords Lake and City Lake. Mitigation for a reduced water supply
could include implementation of conservation measures, improving water use efficiency,
transitioning to different varieties of plants for landscaping and gardening, and expansion
of storage capacity to capture winter and spring runoff. Additional information is
available from the North Olympic Development Council (noprcd.org) and UW Climate
Impacts Group (cig.uw.edu), which are studying the local vulnerabilities and priorities for
climate change preparedness.
Gray & Osborne, Inc., Consulting Engineers
5-8 City of Port Townsend
July 2019 Water System Plan
WEATHER RECORDS
The SNOTEL site at Mt. Crag (Station ID 648 – United States Department of Agriculture
Natural Resources Conservation Service – USDA NRCS) and the precipitation gage at
the Big Quilcene diversion are the only permanent weather stations within the municipal
watershed. Additional weather stations are located east of the watershed at the Quilcene
National Fish Hatchery and Quilcene Ranger Station. Records indicate summer
temperatures range from 75 to 85 degrees Fahrenheit (F) in the lower elevations and 60 to
75 degrees F in the higher elevations. Average evening temperatures drop to 40 to
50 degrees F throughout the elevation range. Mean temperature at Mt. Crag from 1990 to
2016 was 40.1 degrees F. The lowest Mt. Crag mean temperature was 38 degrees F in
2004 and the highest mean temperature was 44 degrees F in 2015.
Average maximum monthly value of snowpack, measured as snow water equivalent
(SWE), was 30.1 inches between 1990 and 2016. Total annual precipitation at Mt. Crag
has varied between 47 inches and 121.8 inches, averaging 75.1 inches, during the same
period. The Big Quilcene diversion precipitation gage site has incomplete records dating
back to 1940.
HYDROLOGIC CHARACTERIZATION OF THE MUNICIPAL
WATERSHED
This section describes currently available hydrologic information on both the Big and
Little Quilcene Rivers. Sources of information include gage data from the United States
Geological Survey (USGS) and Washington State Department of Ecology (Ecology).
U.S. GEOLOGICAL SURVEY (USGS)
USGS has operated gaging stations on both the Big Quilcene River (1971-1972) and
Little Quilcene River (1926-27, 1951-1958) near the town of Quilcene several river-miles
downstream of the municipal diversions. Since 1994 the USGS has maintained a flow
gage immediately below the Big Quilcene River diversion (12052210). Records for this
gage site are considered fair except for discharges above 900 cubic feet per second (cfs),
which are poor. Summary statistics from the USGS Water-Data Report 2016 (USGS,
2017b) for the water years (WY) 1994 - 2016 are included in Table 5-1.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-9
Water System Plan July 2019
TABLE 5-1
Big Quilcene River (USGS 12052210) Water Year 1994 – 2016
Statistic(1) Value Notes(2)
Annual Mean (cfs) 147.3 -
Highest Annual Mean (cfs) 235.5 WY 1999
Lowest Annual Mean (cfs) 53.4 WY 2001
Highest Daily Mean (cfs) 2,760 Dec. 10, 2014
Lowest Daily Mean (cfs) 19 Oct. 5, 1996
Annual Seven-Day Minimum (cfs) 21 Sept. 19, 1998
Annual Runoff (Ac-Ft) 105,914 -
10 Percent Exceeds (cfs) 301 -
50 Percent Exceeds (cfs) 101 -
90 Percent Exceeds (cfs) 28.6 -
(1) cfs = cubic feet per second
Ac-Ft = Acre feet
(2) WY = Water Year
The USGS installed a staff gage immediately below the Little Quilcene diversion in
1994. Records are maintained by the USGS (12051900). A review of published data
reveals that information is limited to field measurements taken April 20, 1994 to
July 7, 1994 and unpublished daily measurements by the PTPC pipeline crew. USGS
measurements range from 6.2 cfs (July 20, 22, 27, 28, 1994) to 20.0 cfs (April 20, 1994).
Due to the limited amount of data for the Little Quilcene River, annual statistics are not
tabulated by USGS.
WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY)
The Washington State Department of Ecology (Ecology) has maintained stream gages
located near the mouth of each the Big and Little Quilcene Rivers. The Big Quilcene
River gage (17A060) located at river mile (RM) 0.4 was operated from October 1998 to
December 2013. The Little Quilcene River gage (17D060) located at RM 0.8 was
operated from September 2002 to present. Streamflow statistics for each gage are
presented in Table 5-2.
Gray & Osborne, Inc., Consulting Engineers
5-10 City of Port Townsend
July 2019 Water System Plan
TABLE 5-2
Ecology Gage Statistics for the Big and Little Quilcene Rivers
Parameters(1)
Big Quilcene
Near Mouth
Little Quilcene
Near Mouth
Value Notes(2,3) Value Notes
Gage ID 17A060 - 17D060 -
Basin Size (sq. miles) 81.9 - 40 -
Annual Mean (cfs) 191 WY 2013 71.8 WY 2016
Highest Annual Mean (cfs) 284 WY 2010 85.7 WY 2011
Lowest Annual Mean (cfs) 93.5 WY 2009 28.0 WY 2009
Highest Daily Mean (cfs) 2510 Dec 2010 944 Mar. 2003
Lowest Daily Mean (cfs) 26.1 Aug. 2004 5.3 Oct. 2009
Highest Instantaneous Flow (cfs) 3090 Mar. 2003 1160 Nov. 2009
Lowest Instantaneous Flow (cfs) 19.2 Oct. 2009 5.3 Sept. 2009
(1) cfs = cubic feet per second
(2) WY = Water Year
(3) WY 2013 is the most recent year of data available on the Big Quilcene River.
STREAMFLOW STUDIES
An instream flow study was released by Ecology in March 1999 for the purpose of
retaining stream flow to protect and preserve wildlife, fish, scenic, aesthetic, recreation,
water quality and other environmental, and navigational values. The report suggested
instream flows on the order of 60 to 190 cfs for habitat to support adult and juvenile
Chinook, Coho, Chum, and Steelhead (Ecology, 1999). In 2009, Ecology established
instream flow requirements for future water rights on the Big Quilcene and Little
Quilcene Rivers at their respective streamflow gaging sites as shown in Table 5-3.
TABLE 5-3
Instream Flows for Big and Little Quilcene Rivers Established by Ecology
Month
Big Quilcene River Gage
17A060 (cfs)
Little Quilcene River Gage
17D060 (cfs)
January 120 61
February 120 61
March 190 100
April 190 100
May 190 92
June 190 66
July 190 66
August 167 27
September 94 30
October 180 48
November 120 61
December 120 61
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-11
Water System Plan July 2019
The City’s 2008 Water System Plan documents that in 1982 the PTPC hired the Anvil
Corporation to determine a relationship between the historical PTPC staff measurements
over the diversion structure to the total flow in the Big Quilcene River. The relationship
assumed a constant bypass and leakage flow as estimates of the percentage of the
estimated 30 cfs OGWS capacity being used each day. The resulting relationship
estimated that streamflows at the diversion exceeds 105 cfs about 50 percent of the time
and are less than 40 cfs 10 percent of the time. It also estimated that the approximate
95 percent reliable yield is 31 cfs.
The City’s 2008 Water System Plan also documented a streamflow study of the Big
Quilcene and Little Quilcene Rivers study performed by Orsborn and Orsborn in 2000.
The study used data from USGS stations on the north and east sides of the Olympics with
longer periods of records to determine a correlation with the data from the Quilcene
Rivers and determined an estimated high, average and low flow statistic. Table 5-4
shows the estimated average monthly maximum (QMmax), mean (QMmean) and
minimum (QMmin) flows (cfs) for the Big Quilcene and Little Quilcene Rivers.
TABLE 5-4
Estimated Monthly Flows for the Big and Little Quilcene Rivers
Flow Estimations (cfs)
Month
Big Quilcene River Little Quilcene River
Average Annual Flow (QAA):
200 cfs
Average Annual Flow (QAA):
48 cfs
QMmax QMmean QMmin QMmax QMmean QMmin
October 461 138 21 111 33 5
November 699 249 38 168 60 9
December 710 287 81 170 69 19
January 570 248 56 137 60 13
February 507 244 64 122 59 15
March 427 188 67 102 45 16
April 317 191 103 76 46 25
May 504 269 151 121 65 36
June 526 273 117 126 65 28
July 370 170 66 89 41 16
August 182 81 36 44 19 9
September 253 66 28 61 16 7
The Orsborn study also developed duration curves to compare modeled flow versus the
percent of time that a flow can be expected to occur based on limited records for the Big
Quilcene and Little Quilcene Rivers and correlations with other regional gages. The
estimated 10, 50, and 90 percent exceedance flows without diversions during the summer
low flow period for the Big and Little Quilcene Rivers are listed in Table 5-5.
Gray & Osborne, Inc., Consulting Engineers
5-12 City of Port Townsend
July 2019 Water System Plan
TABLE 5-5
Estimated Monthly Flows for the Big and Little Quilcene Rivers
Flow Estimations (cfs)
Month
Big Quilcene River Little Quilcene River
10% 50% 90% 10% 50% 90%
August 68 51 44 28 23 21
September 64 37 33 19 15 14
October 98 57 45 21 17 15
LAND OWNERSHIP
Figure 5-1 shows the municipal watershed boundaries and ownership of land within and
directly adjacent to the municipal watershed.
LAND OWNERSHIP AND MANAGEMENT WITHIN THE MUNICIPAL
WATERSHED
The land in the municipal watershed is publically owned and administered by either the
United States Forest Service (USFS) or National Park Service (NPS) as shown in
Table 5-6. The USFS manages lands based on planning and management directives that
require protection of water quality and beneficial uses related to multiple uses, including
lands within the Big and Little Quilcene River Municipal Watersheds. The following
section titled Written Agreements provides additional details of these relationships.
TABLE 5-6
Land Ownership within Port Townsend’s Municipal Watershed
Owner
Big Quilcene River
Watershed
Little Quilcene River
Watershed
City of Port Townsend (none) (none)
Olympic National Forest (USFS) 29,894 acres
(46.7 square miles)
6,790 acres
(10.6 square miles)
Olympic National Park (NPS) 677 acres
(1.1 square miles)
0 acres
(0 square miles)
Total 30,571 acres
(47.8 square miles)
6,790 acres
(10.6 square miles)
LAND OWNERSHIP OF LORDS LAKE AND CITY LAKE
Lords Lake and City Lake Reservoirs and surrounding lands are owned by the City. The
City owns 480 acres surrounding Lords Lake Reservoir. The drainage area to Lords Lake
is approximately 260 acres, but not all of the drainage is in the City’s ownership
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-13
Water System Plan July 2019
(Figure 5-2). Land draining into Lords Lake that is not owned by the City is public land
managed by the USFS. The City also owns approximately 163 acres of property
surrounding City Lake, including the entire drainage area for the lake (Figure 5-3). Both
reservoirs are surrounded by buffer strips and are fenced with locked gates. The buffer
strips and fencing around Lords Lake and City Lake are maintained and inspected by the
PTPC.
INVENTORY OF POTENTIAL SOURCES OF SURFACE WATER
CONTAMINATION
This section provides an inventory of activities that may pose a threat to water quality
within the municipal watershed. The inventory considers both existing and possible
future sources of potential contamination in relation to watershed activities and land uses.
Based on ownership and existing activities, the primary potential contamination concerns
are associated with logging activities, roads, recreational uses, special forest products,
animals, invasive plant species control, erosion and sedimentation processes, wildfire,
windstorms, and flooding.
LOGGING ACTIVITIES
Logging activities such as cutting, skidding, on-site processing, and loading of timber
onto trucks and associated logging road construction may introduce increased erosion and
sedimentation within the municipal watershed. Periodically, there is precommercial
thinning of timber stands less than 80 years of age. Precommercial thinning involves
cutting trees too small to be commercially marketed, which are left on the ground to
recycle the nutrients back into the soil (Port Townsend, 2013).
Historically, the Quilcene Ranger District cut as much as 22 million board feet of timber
a year. Of this amount, an average of 6 million board feet per year came from the City’s
municipal watershed. Sales within these watersheds amounted to approximately 200 to
300 acres per year. Even during periods when harvest levels in the municipal watershed
were above average (up to 12 million board feet of timber per year) water quality
delivered by the OGWS satisfied State requirements for potable water. With the listing
of the spotted owl as a threatened species, and resulting habitat management plan,
virtually all timber harvest within the City’s municipal watershed has ceased. No
commercial logging has occurred in the municipal watershed since the 1990s; however,
there is periodic noncommercial thinning of young timber stands. A reduced level of
selective commercial logging may occur in the future as the Forest Service thins stands
less than 80 years old to promote old growth conditions
ROADS
Construction and use of roadways break-up the existing soil and remove the ground cover
that assists in the natural distribution of rainfall and runoff. Road use and road
construction near or across streams may constitute a major source of sediment in the
Gray & Osborne, Inc., Consulting Engineers
5-14 City of Port Townsend
July 2019 Water System Plan
municipal watershed. Road failure is also considered a potential source of increased
sediments and turbidity. Road projects within the municipal watershed included routine
road and culvert maintenance (City, 2013).
There are approximately 84 miles of roadways in the municipal watershed while another
34 miles of road have been closed since the early 1990s. Road access depends on the
level of maintenance. Trailhead roads are maintained for passenger cars; however, most
logging access roads require four wheel drive and high clearance vehicles. With reduced
USFS maintenance funding, the number of road miles that are accessible by vehicles due
to the overgrowth of brush has decreased. Figure 5-4 includes a watershed road closure
map.
RECREATIONAL USES
Recreation within the municipal watershed includes motorized and non-motorized
activities. Motorized vehicles access the municipal watershed via established Forest
Service roads and are typically associated with hiking, hunting and, fishing (CWPP,
1994) as well as the collection of forest products, sightseeing, camping, and snow sports.
Non-motorized recreational activities include hikers and horseback riders accessing the
back country and wilderness areas via approximately 31 miles of hiking trails within the
municipal watershed (CH2M Hill, 2008) and a few miles of authorized mountain biking
trails shared with hikers and horseback riders. With the exception of the Ten-Mile trail
shelter at the Upper Big Quilcene trailhead, the backcountry only offers widely
distributed tent sites that are not easily accessed by the general population and are not
adjacent to roads (CWPP, 1994).
Trail maintenance activities include trail clearing, minor reroutes, trail stabilization, and
annual brushing and drainage improvements. Vault toilets are located at the lower Big
Quilcene, upper Big Quilcene and Mount Townsend trailheads. These toilets are
periodically pumped by a private contractor and waste is disposed of outside the
watershed.
SPECIAL FOREST PRODUCTS
Special forest products include harvest permits issued for gathering of mushrooms, wild
berries, personal use firewood, salal, ferns, and Christmas trees. Commercial mushroom
picking is very limited and is not restricted to any particular area. Permits for picking
personal-use mushrooms are not required. Permits for personal-use firewood are issued
by the USFS and are good for most areas of the district. Generally, a few hundred
permits are issued each year for these activities.
Other alternative forest products, such as huckleberry brush, beargrass, lichens, cedar
boughs and other materials used in the floral arrangement trades and for native cultural
purposes are harvested throughout the Olympic National Forest. Historically, the number
CITY OF PORT TOWNSEND
FIGURE 5-2
LORDS LAKE RESERVOIR
CITY OF PORT TOWNSEND
FIGURE 5-3
CITY LAKE RESERVOIR
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-15
Water System Plan July 2019
of persons engaged in this activity has been small, and it is not believed that these
activities pose significant risk of adverse impacts to water quality.
ANIMALS
There have been few detailed population studies of avian or mammalian species in either
the Quilcene Ranger District or the Big and Little Quilcene River watersheds, aside from
the studies of Northern Spotted Owl and Marbled Murrelet that were mandated by the
Endangered Species Act (City, 2008). The USFS has identified 393 species of wildlife
within the Olympic National Forest (USFS, 1994). More than 60 species of mammals are
known to occur within the Olympic National Forest (City, 2008), including deer, elk,
bear, cougars, bobcats, mountain goats, squirrels, mice, voles, shrews, rabbits, opossum,
gophers, marmots, beaver, otters, and muskrats. These species, as well as humans, are
known to be capable of transmitting Giardia and Cryptosporidium oocysts. Some
recreationalists use horses, llamas, pack goats and many bring dogs with them while
utilizing the National Forest. The relatively low numbers of domesticated animals
visiting the watershed may be contributing to the spread of invasive weeds in the
backcountry, but do not appear to be causing any noticeable impacts to water quality.
INVASIVE PLANT SPECIES CONTROL
The 1993 Memorandum of Agreement between the USFS and City states that the USFS
will not use herbicides within the municipal watershed without the City’s concurrence.
The 2008 Olympic National Forest Final Environmental Impact Statement and Record of
Decision Beyond Preventions: Site-Specific Invasive Plant Treatment Project (USDA
FS, 2008) acknowledges this Agreement and the need to coordinate with the City prior to
herbicide use within the municipal watersheds.
The City and USFS have agreed to limited herbicide application within the Big and Little
Quilcene River watersheds. Clallam County and Jefferson County Noxious Weed Boards
were contracted to implement the invasive plant treatment plan within the municipal
watershed. Herbicide applications are only used to treat the minimum area necessary to
meet site objectives. Formulations have been limited to those containing one or more of
the following four active ingredients: clopyralid, glyphosate, imazapyr, and triclopyr.
Herbicide application methods include wicking, wiping, injection, spot, and broadcast, as
permitted by the product label and project design features. The use of triclopyr is limited
to spot and hand/selective methods. Herbicide carriers (solvents) are limited to water
and/or specifically labeled vegetable oils. Future herbicide application will likely be
further limited by curtailed Federal funding.
EROSION AND SEDIMENTATION
Erosion of stream banks during high flow events and natural surface and mass wasting on
steep slopes (>50 percent grades), particularly in the headwater region of the Big
Quilcene River (CWPP, 1994), may introduce sediments into the Big Quilcene and Little
Gray & Osborne, Inc., Consulting Engineers
5-16 City of Port Townsend
July 2019 Water System Plan
Quilcene Rivers. Over 75 percent of the total land area within these watersheds is
between 35 percent and 65 percent slope (CH2M Hill, 2008). Mass wasting may occur
as a result of unstable slopes after the loss of cover due to forest fires and blowdown
events.
WILDFIRE
Through the combined impact of wildfire and timber management, most standing timber
within the municipal watershed is under 120 years old. Between 1916 and 1925 over
16,000 acres were burned by wildfires within or adjacent to the municipal watershed.
During the past century, most wildfire has resulted from human activity. Since the end of
WWII, public education focused on fire prevention and implementation of more effective
fire suppression, has kept the average loss due to fire to less than 300 acres per year
within the entire Olympic National Forest.
The cumulative effects of climate change and increased likelihood of disturbances (fire,
insects, tree disease), is expected to lead to changes in the current watershed vegetation
landscape. Interaction between multiple disturbances, such as insect or disease outbreaks
and wildfires, could amplify impacts within the watershed. Wildfires significantly
increase stormwater runoff, which can lead to downstream flooding and the conveyance
of high sediment and debris loads. Runoff is magnified due to the loss of vegetation and
the development of hydrophobic soils during intense wildfires and provides a pathway for
the transport of chemical-laden sediment.
Due to its enormous potential to adversely impact physical, chemical, and biological
quality of streams and lakes, effective prevention and suppression of wildfire is a major
priority. Periods of extreme fire danger may necessitate closing the municipal watershed
or limiting campfires and other activities in the National Forest and National Park. The
Olympic National Forest is most vulnerable to fires in late summer, particularly in
drought years.
Fire management goals within the municipal watershed are based upon protection of the
watershed and water resources. Allowed activities include setting backfires, cutting fire
breaks, and use of fire retardants approved for use in municipal watersheds. FIRE-TROL
(ammonium polyphosphate, clay thickener, corrosion inhibitor and colorant) retardant is
approved for use in USFS Region 6 municipal watersheds. The USFS fire management
program includes cooperative agreements with Department of Natural Resources (DNR)
and Indian Tribal governments.
WINDSTORMS
Ten storms of hurricane force are believed to have hit the Olympic Peninsula during the
past 200 years, and in this century, have hit the coast an average of once every 20 years.
The most recent storm, during the winter of 1990/1991 blew down millions of board feet
of timber on the edge of the municipal watershed. An even more powerful storm in 1962
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-17
Water System Plan July 2019
devastated large areas along Tunnel Creek and the Little Quilcene River. Blowdown
creates management problems as the down timber substantially increases fuel loading and
tends to come to rest in ladder-like piles, an arrangement that dries rapidly and burns with
great intensity (City, 2008).
FLOODING
Severe flooding is related to rain-on-snow or rain events of several inches, typically
occurring between November and December. These events contribute to slope failures
and bank erosion that significantly increase turbidity. Roads and drainage ditches
magnify the delivery of sediment with storm runoff. Recent watershed restoration
projects have reduced the impact of flooding.
Sea level rise, storm surge, and precipitation flood events pose an increasing risk to
public utility infrastructure. Issues of concern include local flooding and landslides due
to high-intensity precipitation events, erosion, tidal flooding, and permanent inundation
from sea level rise. Planning for new infrastructure as well as protection of existing
facilities will have to consider location, elevation and waterproofing in future designs.
WATERSHED CONTROL MEASURES
This section describes how the City, in coordination with other local, State and Federal
agencies, monitors and manages activities to minimize or eliminate threats to source
water quality. Because the City does not own the land within the municipal watershed, it
must rely on written agreements with federal, state, and local agencies to accomplish
watershed control measures (City, 2008).
WRITTEN AGREEMENTS
Use of the watershed is guided by long-term agreements with the USFS, Washington
State, and PTPC. Following is a summary of the major agreements.
United States Forest Service (USFS)
The City signed a Memorandum of Understanding (MOU) on May 3, 1993 with the
USFS to provide watershed protection as well as a commitment to implement the 1994
Cooperative Watershed Protection Program for the Big Quilcene and Little Quilcene
Municipal Watershed.
The USFS has also issued three Special Use Permits which authorize the water diversion,
transmission pipeline, and other associated facilities in the Big and Little Quilcene river
basins, including a caretaker residence and maintenance buildings alongside the Big
Quilcene municipal diversion. These permits were updated in 2009 and are due for
renewal in 2029.
Gray & Osborne, Inc., Consulting Engineers
5-18 City of Port Townsend
July 2019 Water System Plan
Management of the Olympic National Forest is guided and directed by the 1990 Land and
Resource Management Plan as amended by the 1994 Northwest Forest Plan
(USDA/USDI 1994a). The Final Supplemental Environmental Impact Statement on
Management of Habitat for Late-Successional and Old-Growth Forest Related Species
Within the Range of the Northern Spotted Owl (USDA/USDI 1994b) has led to a revision
of forest management activities with additional emphasis on water quality and attainment
of old growth forest conditions within the municipal watershed (CH2M Hill, 2008).
According to the USFS website (August 2017), the USFS is currently in the Assessment
phase of its Forest Plan Revision. No date is available for the completion of the next
update to the Northwest Forest Plan.
The Olympic National Forest Land and Resource Management Plan (USDA FS 1990)
provides management direction for the federal portion of the Big Quilcene and Little
Quilcene watershed areas. Forest Plan allocations established in the original 1990 Forest
Plan include Municipal Watershed, Timber Management, Scenic and Undeveloped
Recreation Motorized. For federally owned lands allocated as Municipal Watershed, the
primary goal is to provide high quality water for domestic use over the long-term, with a
secondary goal of minimizing soil erosion associated with management activities.
The original Forest Plan was amended in 1994 by the Northwest Forest Plan
(USDA/USDI Forest Service/BLM 1994b), which overlaid a new set of land allocations.
These new allocations supersede the 1990 land allocations except where the 1990
allocations are more restrictive or provide greater benefits to late-successional forest
related species. The Northwest Forest Plan allocations are as follows: Late-Successional
Reserves (LSR) where the objective is to protect and enhance conditions for late-
successional and old-growth related species, and Adaptive Management Area (AMA)
where the objective is to develop and test new management approaches to integrate and
achieve ecological and economic health and other social objectives. Another allocation,
Riparian Reserves, overlays both LSR and AMA and are provided along all streams,
wetlands, ponds, lakes and unstable and potentially unstable areas where riparian-
dependent resources receive primary emphasis.
A key principle of the Plan is the adoption of the Aquatic Conservation Strategy (ACS),
developed to restore and maintain the ecological health of watersheds and aquatic
ecosystems contained within them on public lands. Watershed analysis forms one of the
four components of the strategy, along with riparian reserves, establishment of key
watersheds, and watershed restoration. The purpose of watershed analysis is to develop a
scientifically-based understanding of the ecological structures, functions, processes and
interactions occurring within the watershed; and also to identify desired trends,
conditions and restoration opportunities. Watershed analysis is the mechanism to support
broad ecosystem management objectives at the watershed scale, as described in the
Forest Plan. Watershed analysis was completed for both the Big Quilcene (USDA/DNR,
1994) and Little Quilcene River (USDA FS, 2012) watersheds.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-19
Water System Plan July 2019
The Olympic National Forest Access and Travel Management Plan (ATM) was
completed in 2003 (USDA FS, 2003). The objective of this planning process was to
develop a framework for managing the Forest’s existing road system in a safe and
environmentally sound manner in the context of substantially reduced road maintenance
funding. The plan provides a starting point for moving toward a smaller, more affordable
road network.
MOU between USFS and Ecology
In 1979 the USFS, at the Regional level, signed an MOU with Ecology agreeing to
manage the non-point pollution caused by logging, road building and other management
activities through the implementation of Best Management Practices (BMPs). This MOU
made the Forest Service the Designated Management Agency for the Clean Water Act.
Washington State Department of Ecology (Ecology)
The State of Washington granted the City a certificate of water right for withdrawals
from the Big Quilcene River of 30 cfs and from the Little Quilcene River for 9.56 cfs
with a priority date of 1927. The Little Quilcene River water right requires a minimum
instream flow of 6 cfs. The City also has permits for the operation of the Lords Lake
(750 and 1250 acre-feet) and City Lake (800 acre-feet) reservoirs. The 2009 USFS
Special Use Permit mandates a 27 cfs minimum instream flow below the Big Quilcene
diversion for the protection of endangered summer chum salmon and steelhead.
Port Townsend Paper Company (PTPC)
Through a long-term contract between the PTPC and the City, PTPC has operated and
maintained the OGWS pipelines, reservoirs, and diversions in exchange for receiving use
of the water for its mill just south of the City’s incorporated limits. The City is allocated
a maximum rate of 7.74 cfs (5 mgd) and the mill is entitled to use the remainder. In the
event of a water shortage, the City is given first priority for the available water and PTPC
must cut production or conserve water to deliver the contracted volumes of water to the
City. The current contract with the PTPC expires in March 2020.
CONTROL OF ACTIVITIES IN THE MUNICIPAL WATERSHED
Watershed Inspection and Patrol
Frequency and focus of monitoring activities will be based on public use and
accessibility. Monitoring will evaluate potential sediment sources, road and culvert
conditions, project BPM effectiveness, and sanitary conditions. Prescriptions and
guidelines for certain designated areas, such as Wilderness, associate accessibility and
frequency of visitation with the presence of management. Designated critical areas will
be inspected daily and sensitive areas inspections will be based on use or other indication
Gray & Osborne, Inc., Consulting Engineers
5-20 City of Port Townsend
July 2019 Water System Plan
of potential problems, while less accessible areas generally warrant reduced attention,
typically an annual basis.
Recreational Activities
Recreational use of municipal supply water reservoirs (City Lake and Lords Lake) and
areas around the diversions is prohibited. These areas are designated Watershed Critical
Areas and will remain fenced and closed to the public.
The SDWA requires that activities within the municipal watershed, which pose
unreasonable risk to health, be controlled. There has been a long history of recreational
and resource management activities in this watershed. Monitoring of recreational activity
is conducted primarily through voluntary trailhead sign-in logs and automatic trail
counters. The USFS also employs backcountry rangers to interact with the public and
performs law enforcement and maintenance patrols.
The limited impact of public activities within the watershed and installation of drinking
water filtration treatment means that it is not necessary to exclude the public from the
municipal watershed within the US Forest.
Road Access
Under the authority and direction of the Forest Plan, the Forest Service has developed a
road travel and access management plan. The program considers the various risks posed
by roads in an effort to protect and enhance long-term water quality objectives.
Prioritizing roads for closure or improving stability will reduce the potential of water
quality problems in the municipal watershed.
Mitigation of Adverse Impacts
The Forest Plan calls for mitigation of adverse impacts from management activities
utilizing BMPs. Activities or events that threaten to adversely impact water quality will
be reported, and adjustments to BMPs will be made as necessary. Overall level of
activity within watershed will be noted and as trends are observed, focus of patrols and
educational effort will be adjusted to maximize their effectiveness.
The Forest Service’s Social Monitoring Program has historically been conducted by staff
from the Supervisor's Office and Quilcene (Hood Canal) District. This program will
continue to be supplemented by the City’s trailhead and Critical/Sensitive Areas
monitoring. Data will be analyzed each year for usage trends and overall monitoring
effectiveness will be evaluated. If increased recreation appears to present unreasonable
risk to public health, or ongoing educational outreach efforts do not appear adequate to
maintain an acceptable level of risk, more aggressive educational efforts may be
implemented and/or changes will be sought for BMPs.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-21
Water System Plan July 2019
Watershed awareness programs, public presentations and other educational measures will
be targeted to recreationalists and other user-groups to modify behaviors that are likely to
introduce disease causing bacteriological organisms or other pollutants into the surface or
ground waters.
Project Scoping and Review
The City shall work with the Forest Service’s Interdisciplinary Teams (ID Teams) that
conduct environmental impact review and design BMPs for planned activities within the
municipal watershed. At a minimum, the City will be actively involved during scoping,
and will be invited to provide comments on proposals prior to decision making. Each
Environmental Assessment (EA) for proposed timber management projects or other
ground-disturbing activity within the municipal watersheds will include an assessment of
its effects on the municipal water supply, including sediment-yield based on cumulative
effects or other appropriate analysis. The Forest Service shall take into account any
issues that arise from City review of the watershed analysis. Before initiating
management related activities, the USFS Contracting Officer's Representative (COR) or
Timber Sale Administrator (TSA) and contractor shall meet to discuss the project and
clarify project requirements, expectations, schedule, City's water quality concerns,
communications, monitoring, reporting, and enforcement procedures. A City
representative will be invited to attend pre-work meetings for activities that may affect
the City’s water supply.
Halt to Operations
The Contract Administrator has the authority to halt operations if water quality thresholds
for project site monitoring have been exceeded because of BMP violation or failure, or if
the Contractor is otherwise in violation of the contract terms.
Wildfire Management
Fire management within the municipal watershed is based upon protection of the
watershed resource. Allowed activities include setting backfires, cutting firebreaks, and
dropping approved fire retardant. Fire suppression is a cooperative effort that involves
Department of Natural Resources (DNR) and Forest Service crews and equipment.
Crews respond on basis of need and the availability of equipment and personnel.
Through the Cooperative Watershed Protection Program, the City will be associated with
this effort.
Restricting access and activities are two methods the USFS uses to manage fire risk.
Activities in the national forest are regulated based on the fire danger level. Contractors
are required to provide on-site pumper-trucks and other fire equipment and may have to
modify work hours or shutdown operations when fire danger is extreme. Recreational
campfires are not permitted above 3500 feet. Signs indicating “Stoves only beyond this
point” are posted conspicuously along hiking trails.
Gray & Osborne, Inc., Consulting Engineers
5-22 City of Port Townsend
July 2019 Water System Plan
Hazardous Material Response Plan
A hazardous material spill response plan has been developed for the Quilcene Ranger
District. The plan outlines the coordinated response of field personnel to hazardous
materials. The plan establishes chain of command, notification, and action guidelines for
identification of material and defines appropriate response.
EDUCATION
The City has taken advantage of several communication methods to help educate the
public about the sensitive nature of the City water system. Annually in May of each year,
the City sends the Consumer Confidence Report (CCR) to its customers (the most recent
CCR is included in Appendix I). City staff has also made water system/watershed
presentations to WSU Beach Watchers and local community groups. The City Council
has held workshops and business meetings to inform the public during the planning
process associated with the City’s new WTF. These were public meetings, which
included web broadcasting and public television coverage. The Forest Service routinely
participates in community events such as the Jefferson County Fair, Quilcene Fair,
Brinnon Shrimpfest, and Dungeness River Festival and coordinates with the City to
provide educational materials related to the sensitivity of the City’s drinking water
source.
Educational materials instilling watershed protection information are available to people
entering the municipal watershed at key entrance points to the watershed, such as at
Ranger Stations and trailheads. The City coordinates with the USFS to review the
existing signage at trailheads and update signs where appropriate. Informational signs
are a better alternative than educational flyers located at trailheads and parking lots.
Flyers often end up as litter. The signage includes both educational information on
“leave no trace” practices and contact information for the USFS to report suspected
illegal or detrimental activities within the watershed. The City works with the USFS to
develop and promote flyers for the public visiting the Hood Canal Ranger Station in
Quilcene. Flyers with educational and contact information are available at the USFS
Quilcene Ranger Station. USFS Wilderness Rangers routinely interact with people in the
backcountry and education materials developed by the City are provided to wilderness
rangers prior to the hiking and camping season. Watershed education provided by City
staff are coordinated with USFS for local volunteer groups, such as Pacific Northwest
Trail Association’s Sky crew trail maintenance organizations working in the watershed.
WATERSHED MONITORING ACTIVITIES
This section describes the City’s monitoring of physical activities within the municipal
watershed necessary to manage and minimize water quality threats. Special attention will
be focused on those areas and activities that present the greatest risk to water quality.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-23
Water System Plan July 2019
Trailhead Parking Lot Monitoring
Parking lot inspections are incorporated in the watershed patrols.
Watershed Monitoring
Watershed monitoring includes the survey of most roads in the watershed, trash pickup,
documentation of noxious weeds and removal by hand as practical, and reporting any
suspected illegal activities to USFS or the County Sheriff. The City, USFS, and the
PTPC each employ one or more individuals whose duties include patrolling the municipal
watershed.
TABLE 5-7
Watershed Monitoring Activities
Individual Monitoring Location Interval
PTPC
• Caretaker Big
Quilcene Diversion
• Caretaker City Lake
• Pipeline Crew
Member
Big Quilcene Diversion,
Little Quilcene Diversion,
Lords Lake, City Lake and
portions of transmission
pipeline
Watershed
Daily
Scheduled
activities/periodically
City of Port Townsend
• Water Treatment
Operators
Big Quilcene Diversion,
Little Quilcene Diversion,
City Lake and portions of
transmission pipeline
Watershed
Scheduled activities/as
required
USFS
• Law Enforcement
Officer
• Fire Patrols
• Forest Product
Officer
• Wilderness Ranger
(depending on
funding)
• Recreation
Technician
(depending on
funding)
• Road Manager
Watershed
Trailheads
Roads
Scheduled
activities/periodically
Daily during high use
Annually
Gray & Osborne, Inc., Consulting Engineers
5-24 City of Port Townsend
July 2019 Water System Plan
These duties include monitoring projects (timber sales, road maintenance, storm watch)
as well as general observation of physical conditions or human activities that may
adversely impact water quality. These factors will be monitored as necessary throughout
the watershed. The PTPC personnel provide daily electronic data of their source water
monitoring. City staff document watershed visits with written log sheets. Project
monitoring within the National Forest are documented by FS project managers. When
problem areas are discovered during watershed patrols, monitoring efforts will be
adjusted as appropriate.
Water Quality Monitoring
Turbidity monitoring occurs at the Big and Little Quilcene diversion structures, Lords
Lake, and City Lake Reservoirs, and other activity locations that may potentially impact
turbidity such as restoration or logging projects. Precipitation is monitored at the Big
Quilcene River diversion as well as the Mt. Crag SNOTEL site. Table 5-7 shows
ongoing water quality monitoring activities and frequencies.
TABLE 5-8
Water Quality Monitoring Activities
Location Activity Frequency
Entrance to WTF Fecal coliform monitoring 1 times per month
Municipal Watershed Road inspection. Annually USFS &
City
Trailheads High season parking lot
inspections
Daily (depending on
FS funding)
Annually - City
Big Quilcene Diversion Turbidity Continuous and or
daily
Little Quilcene
Diversion
Turbidity Once per day
Lords Lake Reservoir Turbidity Once per week
WTF compliance
location
Turbidity Continuously
Other activity locations Turbidity As necessary
Big Quilcene Diversion Precipitation Continuously
Contaminant Mitigation
Mitigation of contaminant sources, such as animal and human waste, observed within the
watershed will be achieved primarily through public education and outreach. The City
provides waste disposal education during contact with the public in the watershed and
public speaking engagements. The City works with USFS staff to ensure trailhead
signage clearly communicates the importance of watershed protection, and promotes
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-25
Water System Plan July 2019
‘‘leave no trace”, and “pack-it-in, pack-it-out” practices. Educational flyers are available
to the public at the Quilcene Ranger Station. Noticeable waste at trailheads and dispersed
recreational sites will be properly buried (e.g., 6 to 8 inches deep and at least 200 feet
from water) during the routine watershed patrols.
DATA KEEPING AND ANALYSIS
The City will document information regarding watershed activities and monitoring results
(number of cars present, trash pickup, problems, etc.) on visit log sheets. Information
will be provided to the FS to help identify priority action areas and critical management
practices for watershed control and the protection of water quality. The Forest Service
will work with the City to provide logs from recreation activities within the watershed.
WATER SYSTEM OPERATION AND MAINTENANCE
INCLUDING EMERGENCY PROVISIONS
The following section summarizes the operation, maintenance, and emergency provisions
for the City’s water supply system. A more detailed description of the operation of the
OGWS is found in Appendix P. Water supply system operations are those activities
needed to provide consistent, continuous delivery of water at adequate flow rates and
pressures and meet all applicable regulatory standards for quality and public safety.
Routine operations are daily activities conducted to operate, monitor, and control the
water system. Maintenance includes tasks that are conducted to maximize facility life
and maintain or improve system performance and reliability. Coordination with USFS to
discuss planned watershed activities, review of issues and participation in the USFS
project analysis will be ongoing.
ROUTINE OPERATIONS
This section describes the routine source water supply operation activities within the
municipal watershed. Key water supply system components are described in more detail
in the beginning of the chapter.
Big Quilcene River Diversion Operation
Operations at the Big Quilcene River Diversion involve manually opening and closing
intake/storm doors, wash gates, control gate, and bypass gate to provide flow control. A
rotary screen provides a water propelled, self-cleaning wheel system to remove debris
from the water prior to its entry into the pipeline.
This facility has a caretaker, a PTPC employee, who resides on-site year round. Access
to the complex is controlled by locked gate.
Gray & Osborne, Inc., Consulting Engineers
5-26 City of Port Townsend
July 2019 Water System Plan
Little Quilcene River Diversion Operation
Operation of the Little Quilcene River Diversion requires manually opening and closing
an intake control gate to ensure the minimum instream flow of 6 cfs is met at the USGS
gage below the diversion and ensuring that the maximum withdrawal of 9.56 cfs
(4,290 gpm) is not exceeded.
Lords Lake Reservoir Operation
Diverted water from the Little Quilcene River is conveyed to Lords Lake Reservoir,
which is the main storage reservoir for the OWGS. Water flow out of the reservoir and
into the OWGS main pipeline is regulated by an outlet structure consisting of two 3-foot
by 3-foot sluice gates. The gates are configured vertically to allow water withdrawal at
different elevations. The gates are opened and closed using a hand operated gate lift
mechanism. Operation is the responsibility of the PTPC pipeline crew.
Lords Lake Reservoir can be filled from the Big Quilcene River via the main pipeline, if
necessary by closing the butterfly valve below the Lords Lake Reservoir connection with
the OGWS and opening a reservoir outlet gate.
City Lake Reservoir Operation
Water is conveyed to City Lake Reservoir by a 30-inch diameter transmission pipeline.
The outlet structure consists of a 24-inch diameter steel outlet pipe and a 36-inch
standpipe with a 16-inch diameter steel overflow pipe.
City Lake Reservoir is maintained at 35.6 feet under normal operating conditions to
maximize storage and prevent overflow.
The screen room, located approximately 800 feet downstream of the outlet structure is
comprised of an inlet chamber, four screen chambers, two outlet chambers, an overflow
chamber, and related outlet and drain/wash gates. The screens are used to filter larger
debris from the lake water prior to entry into the OGWS pipeline.
MAINTENANCE
In exchange for a supply of water for mill operations, PTPC operates and maintains the
headwork facilities, transmission pipeline and reservoirs. A lead operator and two
employees, serving as caretakers at the Big Quilcene diversion and City Lake, provide
continuous operating coverage.
EMERGENCY RESPONSE
The City recognizes that contingency planning for potential disasters is an important
function to ensure that minimal interruption of water service occurs during an emergency.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-27
Water System Plan July 2019
A list of emergency contacts has been developed as part of the City’s Water Utility
Emergency Response Plan and is used to respond to emergencies. In the event of an
emergency situation, the Water Distribution, Water Quality, or other appropriate
personnel listed in the City’s emergency call-up list should be contacted immediately.
The Emergency Response Plan is available to water system operations staff; however, it
is not included in this Plan because it contains sensitive information. The USFS and the
City will notify each other in the event of an emergency on National Forest lands. The
City will coordinate with the USFS Hood Canal Ranger District to review all public
notification that involves National Forest lands in the municipal watershed.
NOTIFICATION PROCEDURES
Procedures for quickly notifying system customers, the general public, the Jefferson
County Environmental Public Health, and DOH of water quality emergencies are
presented in this section.
In general, it is difficult to provide widespread notification in the event of a water quality
emergency in the water system. While there is no single public communication channel,
there is a local radio station and local cable public access television channel, a weekly
newspaper and the Seattle area networks. The Jefferson County Department of
Emergency Management has various methods of emergency notifications including direct
messaging to citizens that have signed up for the service, direct access to regional
television, and radio notifications services. If warranted, City staff would go door-to-
door in a localized area to notify customers of a water quality problem or a pipe leak or
break. Door hangers are left by City staff if customers are not home. Phone calls from
private citizens alerting the City to water emergencies are routed by 911 operators to
Public Works or the on-call Public Works duty person. The on-call duty person, if
unable to handle the situation will notify City Water Distribution and/or City Water
Quality staff of the emergency situation.
The Jefferson County Environmental Public Health and DOH are notified of water
quality problems and emergencies as soon as possible, if necessary. The Water
Emergency Response Plan also contains a list of customers, such as health care providers
and schools that should be contacted as needed.
Notifications are placed on the City’s web page and in the local weekly newspaper and/or
monthly utility bill newsletter in the event of water quality problems, violations, or other
emergency situations.
VULNERABILITY ANALYSIS
The City completed a water system vulnerability assessment in 2004 and is using it to
prioritize updates to critical water supply infrastructure and operations. In general, the
City water supply, treatment, and storage systems are considered to be the most critical
and thus the most vulnerable because of their impact on all customers. In the event of an
Gray & Osborne, Inc., Consulting Engineers
5-28 City of Port Townsend
July 2019 Water System Plan
emergency relating to any of these critical system components, key water department
staff will be notified via the emergency call-up list and the emergency response
procedures will be followed.
CONTINGENCY OPERATIONS PLAN
In the event that a water shortage or other major problem occurs to significantly reduce
the amount of water available to customers, the City has identified several courses of
action. Contingency and response planning has been undertaken for the following
conditions that the City considers of primary importance:
• Acute water shortage conditions in its surface water system because of
low river and reservoir water levels
• Contamination of water supply
• Damage to water system infrastructure
In the event of a prolonged drought in the City’s municipal watershed, the City has
priority for water supply and PTPC may have to temporarily reduce or discontinue
operations.
In the event of contamination of the water supply, it may be necessary for the City to
issue a boil-water notice.
The OGWS transmission system conveys water to both the PTPC and the City. In the
event of mechanical failure of any portion of this system, including the pipeline itself, the
intake system, treatment equipment, valves, storage, or other components, the failure
would be addressed and corrected as soon as possible to maintain flows to the mill and
the City. The City has the reservoir storage that would enable it to maintain service to its
customers for a few days while the situation is corrected. However, PTPC would have to
shut down if the transmission line between City Lake and town is out of service.
Other Contact Information
Depending on the magnitude and type of emergency, any of the following organizations
may be involved in a response related to the municipal watershed. Table 5-10
summarizes the emergency contacts and applicable phone numbers.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-29
Water System Plan July 2019
TABLE 5-9
Emergency Contact Information
Agency or Contact Phone Number
USFS Hood Canal Ranger District (360) 765-2200 (M-F 8:00 a.m. to 4:30 p.m.)
911 after hours
National Response Center 1-800-424-8802
Washington Emergency Management
Division
1-800-258-5990 or
1-800-OILS-911
DOH Drinking Water After-Hours
Emergency Hotline
1-877-481-4901
Southwest Drinking Water Operations (360) 236-3030
Jefferson County Sheriff’s Office (360) 385-3831 or 911
Jefferson County Department of
Emergency Management
(360) 385-9368
Jefferson County Department of Public
Health
(360) 385-9444
911 after hours
East Jefferson County Fire Rescue (EJFR) (360) 385-2626 or 911
United States Forest Service (USFS)
The USFS is responsible for fire and hazardous spill prevention, preparedness and
response within the National Forest. In the event of an incident, the District Ranger for
the Hood Canal Ranger District will be responsible for contacting the appropriate State
and Federal Agencies.
Washington State Department of Ecology (Ecology)
The mission of the Spill Prevention, Preparedness and Response Program is to protect
Washington’s environment, public health, and safety through a comprehensive spill
prevention, preparedness, and response program. According to Washington state law, all
hazardous material and oil spills must be reported immediately by the entity responsible
for the spill. If a spill occurs, both the National Response Center and the Washington
Emergency Management Division must be contacted.
Washington Department of Health (DOH)
DOH provides staff around the clock to troubleshoot drinking water emergencies and
help to protect public health. This service is intended for water system operators, local
health officials, laboratory operators, and others who need immediate technical,
engineering, or public health advice from state drinking water experts during
emergencies.
Gray & Osborne, Inc., Consulting Engineers
5-30 City of Port Townsend
July 2019 Water System Plan
Jefferson County Sheriff
Jefferson County Sheriff’s office provides law enforcement services to unincorporated
Jefferson County and includes responding to calls of assistance, protection of life,
property, and preservation of the peace.
Jefferson County Department of Emergency Management (DEM)
Jefferson County DEM coordinates the planning, training, drills, and exercises to assure
readiness to respond to emergencies as they arise. In the event of an emergency, the
DEM operates the Emergency Operations Center to coordinate response activities.
Jefferson County Department of Public Health (JCPH)
JCPH works with county, State and Federal governments, non-profit organizations and
private sector partners to keep people from getting sick and to protect them from health
threats.
Local Fire Department
The East Jefferson Fire Rescue (EJFR) can assist and/or respond to emergency situations
including hazardous spills.
DOCUMENTATION OF WATER QUALITY TRENDS
The City monitors physical, inorganic and organic constituents in its source water supply.
Available information is summarized below and reported to the USFS as required. The
following sections provide a summary of monitoring for the key water quality
constituents of concern in the municipal watershed.
Cryptosporidium
Cryptosporidium is a pathogenic organism whose concentration in source water dictates
the level of treatment to comply with the Long Term 2 Enhanced Surface Water
Treatment Rule.
Fecal Coliform
Currently, the City’s monitoring data indicate that fecal coliform concentrations in the
raw water are well below the average 20 cfu/100mL limit for more than 90 percent of the
monthly samples in rolling 6-month periods.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 5-31
Water System Plan July 2019
Turbidity
Operation of river diversions and reservoirs allow the City to maintain turbidity generally
below 5 NTU. River diversions are turned off during high turbidity events and water
stored in Lords Lake and City Lake reservoirs is used until river turbidity achieves
acceptable levels. The storage volume of both reservoirs also provides additional settling
time. The average yearly turbidity is typically less than 0.6 NTU and seldom exceeds
1 NTU.
Algae
Algae are present in the City’s water system, but typically presents an operational issue
for only a few weeks a year. The City’s sampling and operational experience has
determined that City Lake forms blooms of the diatoms, Navicula, Fragilaria, Spirogyra
and Cyclotella during a few weeks in May/June and another period in early fall. Lords
Lake has similar bloom patterns though the species in the lakes may differ slightly. A
monitoring and mitigation plan for harmful algal blooms is included in Appendix S.
The formation of these blooms necessitates cleaning of the City Lake screen room mesh
screens as often as every few hours of especially large blooms, but generally daily for the
duration of the bloom. When algae are not blooming, the screen cleaning frequency is
weekly or biweekly. The City has not experienced common algal-related issues, such as
elevated formation of disinfection byproducts but have received occasional taste and odor
complaints during the fall algal bloom. The risk is the amount of algae formed or the
type of algae could potentially change in the future. Future changes, such as increased
residence times in the lakes, could cause the algal blooms to become larger (i.e., higher
cell concentrations) and more persistent (i.e., lasting months instead of weeks).
Increasing temperatures may affect water quality in the City’s reservoirs through thermal
stratification and reduced mixing. These conditions can result in reduced oxygen levels
in bottom layers and the development of anoxic conditions in bottom sediments. Rising
water temperature is likely to promote more frequent and longer lasting algal blooms,
which are often associated with impaired water quality. Algal growth in the reservoirs
can lead to taste and odor complaints and harmful algal blooms may produce toxins that
can contaminate drinking water supplies if not adequately treated.
City of Port Townsend 6-1
Water System Plan July 2019
CHAPTER 6
OPERATION & MAINTENANCE PROGRAM
INTRODUCTION
The objective of this chapter is to provide an evaluation of Port Townsend’s Operation
and Maintenance (O&M) Program and its ability to assure satisfactory management of
the water system operations in accordance with WAC 246-290. Port Townsend’s
Operation and Maintenance Manual and specific component related documentation are
maintained by Port Townsend for use by operations personnel. Information presented in
the complete O&M Manual is considered sensitive information and is not intended for
general distribution to the public.
The O&M Program includes the following elements:
• Water System Management and
Personnel
• Operator Certification
• System Operation and Control
• Water Quality Monitoring
• Preventive Maintenance
• Emergency Response Program
• Safety Procedures
• Cross-Connection Control Program
• Customer Complaint Response
Program
• Recordkeeping and Reporting
• O&M Improvements
WATER SYSTEM MANAGEMENT AND PERSONNEL
The City of Port Townsend is governed by a Mayor and a City Council. Water system
managerial staff include Public Works Director and Public Works Operations Manager
for Water Resources.
OPERATOR CERTIFICATION
Certification Requirements
Department of Health (DOH) regulations (WAC 246-292-050) require all Group A water
systems to have at least one certified Water Treatment Plant Operator (WTPO) and one
certified Water Distribution Manager (WDM). Water Treatment Plants (WTP) are
classified according to the point system in the ABC “Purification Plant Criteria”
publication (October 2007) as shown in Table 6-1.
Gray & Osborne, Inc., Consulting Engineers
6-2 City of Port Townsend
July 2019 Water System Plan
TABLE 6-1
Water Treatment Plant Classification
Water Treatment Plant
Classification Total Points Assigned
Class 1 Less than 31
Class 2 31 to 55
Class 3 56 to 75
Class 4 More than 75
The Port Townsend WTF has been assigned 35 points or a Class 2 water treatment plant.
The WTPO must further be certified at a level equal to or higher than the water system’s
classification rating as shown in Table 6-2 and in accordance with WAC 246-292-050.
TABLE 6-2
Water Treatment Plant Classification for the Minimum Level of Certified
Operators in Responsible Charge
Water Treatment Plant
Classification
Minimum Operator
Certification Level
Class 1 WTPO 1
Class 2 WTPO 2
Class 3 WTPO 3
Class 4 WTPO 4
A Class 2 Water Treatment Plant requires a WTPO 2.
The WDM must further be certified at a level equal to or higher than the water system’s
distribution system classification rating as described in Table 6-3 and in accordance with
WAC 246-292-040.
TABLE 6-3
Distribution System Classification
Classification Population Served
Class S Less than 251
Class 1 251 to 1,500
Class 2 1,501 to 15,000
Class 3 15,001 to 50,000
Class 4 More than 50,000
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-3
Water System Plan July 2019
On the basis of the population served (Port Townsend serves fewer than 15,001 people on
a full time basis), the distribution system classification required is a Level 2 WDM.
However, the DOH is requiring a WDM Level 3 operator for the water system.
Additionally, Port Townsend is required to have a Cross-Connection Control (CCC)
Program and must ensure that a Cross-Connection Specialist (CCS) is responsible for
overseeing the program and for periodic inspections of premises for cross connections.
Finally, Port Townsend must ensure that a Backflow Assembly Tester (BAT) is
responsible for inspecting, testing, and monitoring backflow prevention assemblies in
accordance with WAC 246-290-490. Port Townsend can have a CCS on staff or have an
outside CCS specialist review their CCC program and do cross connection inspections.
Port Townsend can also have a BAT on staff to perform the backflow assembly tests or
can allow the customers to have their device tested by an independent certified BAT.
Port Townsend Water Operations Staff Certifications
Table 6-4 lists the City’s maintenance personnel, positions and certifications.
TABLE 6-4
Port Townsend Water System Personnel Certifications
Staff Position Operator No. Certifications
Ian Jablonski Public Works Operations
Manager – Water Resources 006458 WDM-2,
WTPO-3
Michael Spears Lead Water Treatment
Operator 013038 WTPO-2
Theresa Fitzgerald Water Treatment Operator 013674 WTPO-2
Richard Kiesel Water System Crew Chief 005415 WDM-3,
WTPO-1, CCS
Russ Lopeman Lead Equipment Operator 008179 WDM-2,
WTPO-1, CCS
Matt Capriotti Equipment Operator 006530 WDM-3,
WTPO-1, CCS
Kevin Ellis Equipment Operator 010233 WDM-2,
WTPO-1, CCS
Andrew Vodder Maintenance Worker 014582 WDM-1,
WTPO-1
Teanna Kobuck Maintenance Worker 014668 WDM-1,
WTPO-1
PROFESSIONAL GROWTH REQUIREMENTS
In order to promote and maintain expertise for the various grades of operator
certification, Washington State regulations require all certified operators meet
professional growth requirements by completing no less than three continuing education
Gray & Osborne, Inc., Consulting Engineers
6-4 City of Port Townsend
July 2019 Water System Plan
units (CEUs) every 3 years. Programs sponsored by the Washington Environmental
Training Resource Center (WETRC), Evergreen Rural Water, and the American Water
Works Association (AWWA) Pacific Northwest Subsection are the most popular sources
of CEUs for certified operators in Washington State. The professional growth
requirement may also be met by advancement, by examination, or by certification in a
different classification.
The Port Townsend Public Works Operations Manager maintains the status of staff
CEUs. Resources to obtain training are provided by Port Townsend as necessary to
maintain these credits.
PREVENTIVE MAINTENANCE
The most cost-effective method for maintaining a water system is to provide a planned
Preventive Maintenance (PM) Program. A planned PM Program can provide the
optimum level of maintenance activities for the least total maintenance cost. Routine
maintenance procedures for each system component follow.
Reservoirs
Improperly maintained reservoirs can cause contamination in public water systems. This
is a result of contaminants entering the reservoir through cracks or openings at the vent,
overflow or drain screens. Deteriorating hatch covers and vandalism can also
compromise reservoir water quality. Poorly designed and maintained reservoirs can
hamper the emergency operation of a water system. If reservoir drains are not
functioning properly, it may be difficult to purge a contaminant from the system. Written
documentation of reservoir maintenance must be completed with each inspection and
repair, and a copy of the report retained on file.
Periodic Maintenance
The 5-MG reservoir was constructed in 2016. This reservoir is pre-stressed concrete and
does not require painting.
The 1-MG standpipe was constructed in 1995. This standpipe is constructed of welded
steel. The coating on the interior and exterior of this standpipe is approximately 22 years
in age. It is recommended this standpipe, both interior and exterior, be recoated.
It is recommended that both the reservoir and standpipe be emptied, cleaned and
thoroughly inspected on the interior and exterior for structural soundness at least once
every 10 to 15 years. Annual inspections of reservoir exteriors should be conducted to
identify signs of structural problems, paint chipping or peeling, and cracks. Painting and
crack repair will be performed as needed. Ongoing reservoir maintenance tasks include
surveillance activities to assure that the reservoirs have not been vandalized and are
functioning as intended. Periodic maintenance of the reservoirs will include the
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-5
Water System Plan July 2019
following: Vent screens and the integrity of the access hatch and other openings into the
reservoir will be inspected quarterly. Any opening that may allow the entry of insects or
small animals will either be sealed or screened accordingly.
Distribution System Maintenance
Preventive maintenance is one of the most important but most often deferred activities in
water system operations. Preventive maintenance includes routinely scheduled
inspection, testing, cleaning and repair/replacement of facilities to ensure facility
longevity and reliable operation. For many water utilities, most staff time is spent
addressing customer needs and resolving immediate system problems such as minor
leaks, which can leave little time for effective preventive maintenance.
Leak Detection
Leak Detection is described as a supply-side water conservation measure of the City’s
Water Use Efficiency Program. The City conducts its own leak detection program with
programmable loggers and leak correlation equipment.
Distribution System Valve Maintenance
Good preventative maintenance recommends that all valves be exercised regularly.
Records should be kept of valve maintenance. A sample valve maintenance form is
included in Appendix N. Valves that do not close tightly should be removed, repaired or
replaced. An important aspect of distribution system valve maintenance and record
keeping is to ensure distribution valves are completely open. A partially closed valve can
seriously reduce peak day operation and fire flow supply.
Meter Testing, Maintenance, Repair, and Replacement
Accurate water metering is an essential financial and conservation-oriented component of
water system infrastructure. A substantial amount of revenue may be lost through
inaccurate metering of residential, commercial, and industrial accounts. Without accurate
master or source meter readings, the water utility cannot assess productivity of sources or
determine distribution system leakage rates.
The City of Port Townsend has several master water meters, one measuring raw water
and the others measuring finished water. These meters must be checked regularly to
ensure accuracy of the source water data and finished water data.
The current City practice is to replace faulty service meters whenever poor or inaccurate
meter readings are observed by the City meter readers and/or administrative staff. Three
inch and larger meters are tested every 5 years. An inventory of all service meters, their
size, type, and location is currently available. The age of each meter should be included
in the inventory so that routine testing, repair and replacement can be prioritized.
Gray & Osborne, Inc., Consulting Engineers
6-6 City of Port Townsend
July 2019 Water System Plan
It is recommended that customer meters be tested and/or replaced on a 25-year cycle.
This would require replacement of approximately 250 meters annually.
Hydrant Maintenance
Fire hydrants in the system are flushed annually. Additional flushing is usually
determined by customer complaints of “dirty water” and after any construction in the
immediate area of the hydrant. Hydrants are inspected regularly and repaired if
necessary. It is important to maintain good records of hydrant maintenance. A sample
hydrant maintenance form is included in Appendix N. The following recommended
procedure for testing fire hydrants has been adapted from the American Water Works
Association (AWWA), 1989:
Maintenance Procedure
• Check appearance of hydrants for visible damage or leaks. Check for
residue stains on the hydrant.
• Remove an outlet-nozzle cap and sound for leakage.
• Check for presence of water or ice in the hydrant body with a plumb bob.
• Replace the outlet-nozzle cap. Open the hydrant a few turns and allow air
to vent. Tighten the cap.
• Open the hydrant fully.
• Check for leakage at flanges and around outlet nozzles, packing, and seals.
• Partially close the hydrant so the drains open and water flows through
under pressure for about 10 seconds, flushing the drain outlets.
• Close the hydrant completely.
• Remove an outlet-nozzle cap and attach a fire hose or some other
deflector.
• Open the hydrant and flush.
• Close the hydrant and check operation of the drain valve.
• Check the main valve for leakage.
• Remove all outlet-nozzle caps, clean and lubricate the threads.
• Check cables for free action.
• Check Storz adapters.
• Replace caps and tighten.
• Check lubrication of operating nut threads.
• Locate and exercise auxiliary valve. Leave open.
Water Main Flushing
The entire water system is flushed every year. This may be accomplished by using
directional flushing procedures to flush about 4 percent of the total system, or
approximately 24,000 linear feet with scouring velocities.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-7
Water System Plan July 2019
Flushing Procedures
Before initiating a comprehensive flushing program, staff will review distribution maps
and preplan flushing. The following procedures are adapted from guidance provided by
the AWWA, 1986:
• Determine the initial clean source of flushing water, sections of mains to
be flushed at a given time, the valves to be used in each case, and the order
in which the sections will be flushed. Start at or near one of the interties
and work outward so as not to disturb sediments in unflushed portions of
the system. If possible, schedule work so that each zone can be completed
by the end of the day or so that a natural stopping point is reached. If this
is not done, fire protection may be severely restricted. Ensure that all
flushing water used comes from areas previously cleaned or from mains
large enough to resist sediments being stirred up by the flow. Keep the
length of main being flushed as short as possible, especially on small
diameter pipe. This will minimize pressure losses in the system and the
length of time each customer may be delivered dirty water.
• Assure that an adequate amount of flushing water at sufficiently high
pressure is available and that it can be disposed of safely. Use a rate of
flow required to produce a velocity of 2.5 fps in pipes as follows:
Pipe Diameter, inches 2 3 4 6 8 10 12
Flow Rate for 2.5 fps, gpm 25 56 98 221 392 612 882
• Do not flush a large main supplied by a single smaller main; the volume
available is usually inadequate for flushing. Hydrant pressure or pitot
gauges are useful in determining flushing rates.
• Prior to flushing, notify the following parties:
o Fire department and water utility billing office.
o Other utilities, such as gas, electric, and telephone companies, who
may have underground facilities in the area
o Those customers who may be inconvenienced by reduced pressure
or dirty water, including:
food service establishments
hospitals, nursing homes, and other health facilities
customers with special medical needs, such as home
dialysis
Gray & Osborne, Inc., Consulting Engineers
6-8 City of Port Townsend
July 2019 Water System Plan
• Isolate the section to be flushed from the system. Close valves slowly to
prevent water hammer.
• When flushing from a dry-barrel fire hydrant, use the gate valve upstream
of the hydrant for throttling purposes. Open the hydrant valve fully to
prevent water from escaping into the ground through the fire hydrant
barrel drain.
• Direct flushing water away from traffic, pedestrians, and private land.
Ensure that flushing water drains to an appropriate storm sewer or
watercourse without causing excessive flooding of streets, underground
utility vaults, or private property; the utility may be held responsible for
any accidents or damage related to the released water.
• Prevent contaminated water from discharging to natural watercourses.
• If water contains chlorine, dechlorinate waters discharging to natural
watercourses. The City utilizes dechlor tablets in the diffuser attachment.
• When possible, check system pressures in higher or remote areas of the
pressure zone to ensure that pressures do not drop below 20 psi. This may
necessitate a two-man crew with radios.
• Record the date, time, location, pressure zone, size and length of main;
and estimate the flushing flow rate and velocity, and time required to
clear. Take note regarding water odor, color, turbidity, and the presence
of any visible objects or organisms.
• When the flushing water is clear, close the hydrant or blowoff valves
slowly.
• Keep records of which valves are opened and closed. If, at the end of a
day’s work, valves normally open are left closed, alert the fire department.
• Proceed to the next section to be flushed and repeat these procedures.
Dead-End Waterlines
The City currently flushes dead-end mains on an as-needed basis. Dead-end waterlines
are susceptible to water quality problems and should be flushed regularly to remove
stagnant water and debris, which may have been deposited.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-9
Water System Plan July 2019
Booster Pump Station Maintenance
Water Department staff visit the Morgan Hill Booster Pump Station and Reservoir
Booster Station once per week to observe operation and check for vandalism, leaks or
unusual odors, unusual noise or temperature. The staff also check the generator fuel level
and conducts general maintenance.
Annual maintenance includes exercising unused pumps at least twice per year. In
addition, preventative maintenance should include measurement of amperage draw,
lubrication of motors, checking for packing leaks or piping leaks, and checking operation
of emergency power equipment, alarms, telemetry equipment, and check valves.
OGWS Maintenance
Separate from the necessary repair and replacement of OGWS system components, when
the current City/Mill lease agreement expires on March 15, 2020 the City will have
operation and maintenance (O&M) obligations for that system. Those obligations may
be addressed by 1) City provided services; 2) continuation of services by PTPC under a
new or amended contract; 3) a contract with a third-party water system operator; or 4) a
combination of the foregoing.
PREVENTIVE MAINTENANCE SCHEDULE
A general schedule for routine preventative maintenance is summarized in Table 6-5.
TABLE 6-5
General Preventive Maintenance Schedule
Preventive Maintenance Tasks and Frequency
Daily
• On-call 24 hours per day.
• Respond to customer inquiries.
• Respond to service requests.
• Monitor chlorine residuals.
• Monitor for leaks in the
system.
• Monitor water levels in the
reservoirs.
Yearly
• Inspect all backflow prevention devices.
• Flush distribution system.
• Inspect watershed protection area for
contaminant sources.
• Inspect and exercise hydrants and
valves.
• Inspect, clean, and adjust booster pump
valves.
Gray & Osborne, Inc., Consulting Engineers
6-10 City of Port Townsend
July 2019 Water System Plan
TABLE 6-5 – (continued)
General Preventive Maintenance Schedule
Preventive Maintenance Tasks and Frequency
Weekly
• Collect routine coliform
samples.
Biennial
• Load test generators.
Quarterly
• Inspect reservoir hatches,
vents, and screens.
Every 10 to 15 Years
• Clean reservoirs (as needed).
EMERGENCY RESPONSE PROGRAM
Water utilities have the responsibility to provide an adequate quantity and quality of
water in a reliable manner at all times. To do this, utilities must reduce or eliminate the
effects of natural disasters, accidents, and intentional acts.
WATER SYSTEM PERSONNEL EMERGENCY CALL-UP LIST
An important element of an emergency response program is to maintain a list of
emergency contacts. In the event of an emergency situation requiring attention and
decisions, the Water Distribution, Water Quality, or other appropriate personnel listed in
the City’s emergency call-up list should be contacted immediately. The emergency
call-up list is available to all water system operations staff; however, it is not included in
this Plan because it contains personal home/cell phone numbers.
NOTIFICATION PROCEDURES
Procedures for quickly notifying system customers, the general public, the Jefferson
County Environmental Public Health, and the Washington State Department of Health of
water quality emergencies is of critical importance.
In general, it is difficult to provide widespread notification in the event of an emergency
or water quality problem to the system. There is no local television station other than the
local cable public access channel. If warranted, City staff would go door-to-door in a
localized area to notify customers of a water quality problem or a pipe leak or break.
Staff leaves door hangers if customers are not home. After hour phone calls from private
citizens to 911 dispatch are routed to the on-call Public Works duty person.
The Jefferson County Environmental Public Health and DOH are notified of reportable
water quality problems and emergencies as soon as possible, as necessary. The City
Water Department also maintains a list of customers, such as health care providers and
schools that want immediate notification of changes in water quality.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-11
Water System Plan July 2019
Notifications are placed in the local weekly newspaper, City web page and/or City
newsletter in the event of water quality problems, violations, or other emergency
situations.
The Emergency Phone List in Table 6-6 provides phone numbers for emergency contacts
including response agencies, governments, and material suppliers.
TABLE 6-6
Emergency Phone List
Agency/Group Contact Phone Number
Fire/Police Emergency 911
JeffCom Dispatch (360) 344-9779
Police Business (360) 385-2322
East Jefferson Fire Rescue Business (360) 385-2626
Jefferson County PUD Customer Service (360) 385-5800
Washington State Department of Ecology Emergency Spill Response (360) 407-6300
Jefferson County
Emergency Management (360) 385-9368
Urgent (after hours) (360) 344-9779
Environmental Public Health (360) 385-9444
Jefferson County Roads Office (360) 385-0890
Statewide One Call Before You Dig Utility Locations (800) 424-5555
Water System Equipment and Supplies H.D. Fowler, Inc. (360) 377-4507
Port Townsend City Hall General Information (360) 385-3000
Port Townsend Public Works Office (360) 385-7212
After Hours Duty Person (360) 381-5084
Washington State Dept. of Health,
Division of Drinking Water,
SW Regional Office
24-Hour Emergency (877) 481-4901
Coliform Program (360) 236-3045
Regional Engineer (360) 236-3018
General Information (360) 236-3030
EMERGENCY PROCEDURES
Although is not possible to anticipate all potential disasters affecting the City’s water
system, formulating procedures to manage and remedy several common emergencies is
appropriate. The City’s Water Utility Emergency Response Plan has procedures for
typical emergency situations. The City’s Response Plan has been updated as part of this
Water System Plan Update.
SAFETY PROCEDURES
The City requires that its water system operation and maintenance staff perform their
work duties in a safe manner in accordance with the Occupational Safety and Health
Administration (OSHA) and Washington Industrial Safety and Health Administration
Gray & Osborne, Inc., Consulting Engineers
6-12 City of Port Townsend
July 2019 Water System Plan
(WISHA) regulations. The operations staff maintains a complete set of material safety
data sheets (MSDS) of all of the chemicals it uses.
The City’s water operations staff adheres to safety procedures for asbestos-cement (AC)
pipe. The pipe is wetted prior to and during the cutting and tapping procedure to
minimize the emission of fibers into the air. In addition, the City’s water operations staff
has weekly safety meetings in conjunction with the City’s sewer and street crews.
CROSS-CONNECTION CONTROL PROGRAM
A Cross-Connection Control Program is a required element of an operations program
under WAC 246-290-490. The purpose of a Cross-Connection Control Program is to
protect public health from the potential for water contamination through back-flow,
back-pressure or back-siphonage through a cross-connection with a non-potable liquid.
PROGRAM ELEMENTS
WAC 246-290-490(3) establishes the minimum requirements for a Cross-Connection
Control Program. The regulation identifies ten elements that must be addressed. These
elements are addressed in the following sections:
Element 1: Instrument of Legal Authority to Implement Program.
The City’s Cross-Connection Control Ordinance was enacted as
Ordinance 2579 § 1, 1997. Ordinance 2579 adopted PTMC Chapter 13.17 Cross
Connections, which has been included in Appendix E.
Element 2: Procedures and Schedules for Evaluating Service Connections.
The Cross-Connection Control Supervisor will review all new and rehabilitation
construction plans submitted to the Development Services Department that, by the
description provided by the Owner, may require cross-connection control. A notice will
be provided to the Owner requesting inspection of the plans by a certified
cross-connection control Inspector if it is suspected that there is a potential for a
cross-connection.
Water service will not be provided to new construction until the cross-connection control
requirements as determined by the certified inspector are addressed.
The Cross-Connection Control Supervisor is available to interpret State Regulations to
assist water customers in meeting the cross-connection control ordinance and minimize
retrofits and revisions.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-13
Water System Plan July 2019
Element 3: Procedures and Schedules for Eliminating and Controlling Cross
Connections.
The Cross-Connection Control Supervisor shall notify property owners of required
inspection for all new installation of backflow preventers including air gaps, but not
including replacements of existing backflow preventers that are no longer repairable, in
the Water Department’s direct service area. The installer is responsible for notifying the
Water Department of newly installed assemblies. If, at the time of inspection and test of
the newly installed backflow preventer, the backflow preventer fails its performance test,
the installer and/or Owner of the backflow preventer must have repairs completed and
provide evidence of a satisfactory performance test by a state-certified Backflow
Assembly Tester, submitted to the Port Townsend Water Department within 30 days of
the initial unsatisfactory performance test.
The Cross-Connection Control Supervisor shall inspect premises after the removal of any
assembly that is no longer needed. An assembly no longer needed and for which the site
was inspected, will be removed from the Water Department records.
The Water Department will levy a standard charge (as established in Chapter 3.36
PTMC) against the customer’s water service account for inspection of any installed or
removed backflow preventers.
Element 4: Qualified Personnel to Implement Program.
The City of Port Townsend has certified Cross-Connection Control Specialists (CCSs) as
listed in Table 6-4. Port Townsend does not have a certified Backflow Assembly Tester
(BAT), instead utilizing private contractors to test City-owned backflow prevention
devices.
Element 5: Ensure that Approved Backflow Operating Correctly.
The water customer shall be responsible for identifying and eliminating
cross-connections or controlling them through the installation, regular testing and
maintenance of approved backflow prevention assemblies.
The Public Works Director shall assign priorities to severe hazard site inspections with
special emphasis placed on the following types of facilities: hospitals, mortuaries,
clinics, laboratories, piers and docks, sewage treatment plants, food and beverage
processing plants, chemical plants using water processes, metal plating industries,
petroleum processing or storage plants, car washes, facilities having a non-potable
auxiliary water supply and others specified by the Public Works Department.
If during the site survey, a cross-connection is found that presents in the opinion of the
inspector an imminent threat to public health, water service to the site shall be
immediately terminated, and shall remain off until the hazard is corrected.
Gray & Osborne, Inc., Consulting Engineers
6-14 City of Port Townsend
July 2019 Water System Plan
Element 6: Ensure that Backflow Preventers Are Tested Properly.
Annual testing of backflow assemblies shall be per WAC 246-290-490. The City may
require more frequent testing of certain facilities.
Backflow assemble testing procedures shall be in accordance with the current edition of
The Manual of Cross-Connection Control, published by the Foundation for
Cross-Connection and Hydraulic Research, University of Southern California, or in
accordance with the current edition of Accepted Procedure and Practice in
Cross-connection Control Manual.
All mechanical assemblies (RPBA, DCVA, DCDA, PVBA) shall be tested annually by a
certified Backflow Assembly Tester, who has on file a current certificate proving
verification of accuracy of his/her test equipment at the Port Townsend Water
Department. Notification of the requirement for testing will be done annually by the
Water Department to all water customers responsible for assemblies of record. Results
indicating satisfactory performance test must be forwarded to the Water Department
within 45 days of the date of the notification.
If satisfactory test results have not been received within 45 days of notification, a second
certified letter will be sent, requesting that satisfactory testing reports be forwarded to the
Water Department within 10 days, with notification of a specific date of termination of
water service, if reports are not received within 10 days. The Water Department will levy
a standard charge against the customer’s water service account for each overdue
backflow preventer.
If satisfactory test results have not been received within 10 days of the certified letter
being sent, a notification of water shut-off will be sent, or hand-delivered if necessary, to
the occupants of the building to which water is scheduled for termination. The Water
Department will levy a standard charge against the customer’s water service account for
each notification of water shut-off.
Water service will be terminated if no action is satisfactorily taken to test and/or repair
and test the backflow assembly and will remain discontinued until the testing is
satisfactorily completed and satisfactory test results are provided to the Water
Department. The Water Department will levy a standard charge against the water service
account for each shutoff and turn-on action required by the affected address.
Element 7: Procedures for Responding to Backflow Incidents.
It is not always immediately evident when a backflow incident has occurred. If routine
testing, or customer complaints lead to detection of a contaminant in the water
distribution system, it may not be determined immediately that the contaminant entered
the distribution system by way of a cross-connection or backflow event. If a contaminant
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-15
Water System Plan July 2019
is detected in the distribution system, Port Townsend water customers will be
immediately notified that the water may not be fit to drink and advised not to drink the
water until the nature and degree of threat of the contaminant can be determined.
Then even if it is concluded that the contaminant must have entered the distribution
system through a cross-connection, the location and nature of the cross-connection may
not ever be determined. When a cross-connection event is identified, Port Townsend
staff will inspect the facility to determine if the cross-connection can be eliminated. If
there is no acceptable means to eliminate the cross-connection, then Port Townsend staff
will shut off the water service to the customer with the cross-connection, and notify the
customer that a backflow preventer must be installed to the satisfaction of the City before
service will be restored. The customer will be required to pay a service restoration fee
before service will be restored.
Element 8: Consumer Education.
Port Townsend provides customer education material regarding cross-connection control
with handouts at Development Services.
Element 9: Cross-Connection Control Record Keeping.
The Port Townsend Water Department maintains records of installed cross-connection
control devices, records of the testing of these devices, records of certified BATs, and
records of inspection reports by the CCS and BATs, located in Appendix H.
Element 10: Additional Requirements if Reclaimed Water is Used.
Reclaimed water is not used, nor is there any plan to use reclaimed water in Port
Townsend. Therefore, Element 10 is not applicable to Port Townsend.
PRIORITY SERVICE LIST
There are three categories of business establishments that may pose a hazard to the water
system. Category one services pose the highest degree of hazard and include the
following facilities:
Printers
Medical laboratories
Chemical companies
Radiator shops
Battery, fertilizer, and paint manufacturers
Pest control businesses
Janitorial companies
Gray & Osborne, Inc., Consulting Engineers
6-16 City of Port Townsend
July 2019 Water System Plan
Category two services are considered less hazardous and include the following:
Doctor, dentist, and veterinarians’ offices
Blood banks
Drug rehabilitation centers
Car washes
Photo labs
Commercial laundries
Nursing homes and hospitals
The least hazardous service category includes the following types of businesses:
Food processing facilities
Dairy establishments
Beverage and candy manufacturers
Massage and health spas
Motels and schools with pool, spa, or
sauna facilities
NEW AND EXISTING CROSS-CONNECTION DEVICES
The City of Port Townsend is responsible for developing a Cross-Connection Control
Program under the requirements for Group A Public Water Systems (WAC 246-290-
490). The purpose of this program is to protect the health of water consumers and the
potability of the public water system. Cross-Connection Standards included in
Appendix H address this requirement by establishing minimum operating policies and
backflow prevention assembly installation and testing practices and procedures. The
authority to enforce these standards is established through Chapter 13.17 PTMC.
Port Townsend maintains a system wide inventory (make and model) of cross-connection
control assemblies and an up-to-date annual cross-connection control assembly test
status. Inventory and testing results from year 2016 are included in Appendix H. In
addition, the appendix includes a sample letter of a scheduled test notice.
CUSTOMER COMPLAINT RESPONSE
The City documents each customer complaint that it receives as well as the actions it
takes to respond to the complaint. The City has a customer complaint form that its staff
completes upon receipt of the complaint. The form includes a description of the
complaint and the City’s response to the complaint and customer follow up.
The Administration Department maintains the web-based customer complaint files for
water related issues. The majority of complaints involve dirty water, taste and odor
problems, low pressure, water leaks, and damage to water system infrastructure.
RECORDKEEPING AND REPORTING
The City keeps records for various system data including water quality data and supply
meter flow data at the office of the Water Treatment Facility. All records related to the
distribution system, including hydrant flow data, information about leaks, breaks, service
repairs or taps, etc. are maintained at the Water Distribution Crew Chief’s office. The
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 6-17
Water System Plan July 2019
City reports water quality information, flow information, and other information to DOH
as required by WAC 246-290.
O&M IMPROVEMENTS
This section reviews operations and maintenance activities, schedules and needs as
identified in the first part of this chapter and identifies possible operations or system
changes that could improve or streamline operations.
WATER SYSTEM MANAGEMENT AND PERSONNEL
The scope of this Plan does not include a comprehensive evaluation of the staffing needs
and adequacy of staffing. The City has recently completed construction of its new WTF,
which will be operated continuously on a year-round basis. Operation, monitoring, and
control of the membrane filtration and chlorine disinfection systems are automated under
normal conditions, with alarm conditions transmitted to the City’s SCADA system.
Water Department staff visit the WTF on a daily basis to perform routine operational and
maintenance tasks. Staff also are either present or visit the WTF as-needed to respond to
and address any alarm conditions. While the WTF Preliminary Design Report
(HDR, 2014) assumed the new WTF would require 1.0 Full-time Equivalent (FTE) for
routine operation and maintenance of the facility, the actual time required for operation
and maintenance during the first year of operation was 2 FTE. Taking into account
vacation time and other requirements it is estimated that 2.5 FTE will be employed for
WTF/Water Quality operations in the future.
OPERATOR CERTIFICATION
Port Townsend currently has adequate operator certification. The WTF is a Class 2
facility and thus requires a WTPO-2 or higher certification for operation. From Table 6-4
it can be seen that Port Townsend currently has two persons on staff with a WTPO-2 or
higher certification. With respect to water distribution management, the Port Townsend
population classifies the water system as a Class 3, which require a WDM-3 certification
or higher. From Table 6-4 it can be seen that Port Townsend has two persons on staff
with a WDM-3 certification. Therefore, Port Townsend has adequate certified staff to
assure continued reliable system operation.
SYSTEM OPERATION AND CONTROL
The operation and control system is new and functions well. There is no identified need
for improvement in the operations and control system at this time.
WATER QUALITY MONITORING
The City has been staying up to date on all water quality monitoring. There is no
identified need for improvement in the Water Quality Monitoring system at this time.
Gray & Osborne, Inc., Consulting Engineers
6-18 City of Port Townsend
July 2019 Water System Plan
PREVENTIVE MAINTENANCE
Overall, the water system is well maintained and infrastructure that requires preventive
maintenance is regularly scheduled and completed. As with most water systems, it is
almost impossible to predict and correct failures in distribution system piping. Typically,
a water main replacement program is instituted to address this common deficiency.
While this does not eliminate distribution system failures, it typically prioritizes those
water mains most likely to fail and dictates a schedule for replacement.
EMERGENCY RESPONSE PROGRAM
No deficiencies in Emergency Response Program have been identified.
CROSS-CONNECTION CONTROL PROGRAM
Cross-Connection Control Program is well organized and four water department staff
personnel have CCS certification. No deficiencies in the Cross-Connection Control
Program have been identified.
CUSTOMER COMPLAINT RESPONSE PROGRAM
No deficiencies in the Customer Complaint Response Program have been identified.
SUMMARY OF O&M IMPROVEMENTS
The Port Townsend water system is well maintained by the water department. With
construction completion of the new WTF, the operation of the treatment facility is still
being fine-tuned to maximize efficiency of both the WTF infrastructure and water system
personnel. Operational and maintenance improvements at the WTF are being addressed
as they arise and no specific improvements are recommended.
Reservoir maintenance includes periodic re-coating of welded steel reservoirs. The
City’s 1-MG Reservoir’s coating has reached its useful life. This reservoir will be
scheduled to be re-coated, both the interior and exterior, within the 10-year planning
period.
The distribution system with its associated infrastructure are operated and maintained
with a high level of competency and are in very good condition. The City will continue
to schedule and replace water system distribution main on a prioritized basis as funding
allows.
City of Port Townsend 7-1
Water System Plan July 2019
CHAPTER 7
DISTRIBUTION FACILITIES
DESIGN AND CONSTRUCTION STANDARDS
OBJECTIVE
The objective of this chapter is to document Port Townsend’s design and construction
standards to allow Port Townsend to retain DOH approval to utilize the alternative
review process for construction of new and replacement of existing water distribution
facilities. Through this process, a purveyor needs no further approval from DOH for
distribution project reports, construction documents, or installation of distribution mains.
This chapter includes the following elements:
• System Standards, Policies and Procedures
• Project Review Procedures
• Policies and Requirements for External Parties
• Design Standards
• Construction Standards
• Construction Inspection Procedures
SYSTEM STANDARDS, POLICIES, AND PROCEDURES
The City of Port Townsend has developed a comprehensive document titled City of Port
Townsend Department of Public Works Engineering Design Standards Manual,
April 1997. The document is divided into eight chapters as follows:
• Chapter 1: General Considerations
• Chapter 2: Water
• Chapter 3: Wastewater
• Chapter 4: Stormwater
• Chapter 5: Clearing, Grading, and Erosion Control
• Chapter 6: Transportation
• Chapter 7: Urban Forestry
• Chapter 8: Forms and Permit Applications
Chapter 2: Water has been updated as part of this WSP Update and is included as
Appendix G.
Gray & Osborne, Inc., Consulting Engineers
7-2 City of Port Townsend
July 2019 Water System Plan
PROJECT REVIEW PROCEDURES
PERMIT APPLICATION
All water distribution system work undertaken by private Developers, as well as the
City’s own staff, needs to be approved by the Public Works Department. If a private
citizen or Developer wishes to extend a main, install a service tap, hydrant, or other
appurtenance, they must apply for a Utility Development Permit (UDP) through the
City’s Development Services Department (DSD). The Applicant is encouraged to
request a Development Services Preapplication Conference with DSD to obtain
preliminary information of the location of existing facilities and to review water system
extension requirements. DSD, the Fire Department and the Public Works Department
review all UDP applications.
The UDP application shall include all design drawings and information necessary to
determine compliance with the City’s Standards and the applicable codes and standards
incorporated by reference in the City’s Standards.
All plans for main extensions and water system improvements will be prepared, signed
and stamped by a civil engineer licensed in the State of Washington. All design and
construction plans and specifications will be prepared in accordance with current
WSDOT/APWA standard specifications and the City’s Engineering Design Standards. If
discrepancies exist in the standards and specifications, the City Engineering Design
Standards shall take precedence.
Fees are charged for permit application review as well as for work such as service taps
that the City’s own crews install.
APPLICATION REVIEW
When the City receives the application, the application will first be checked for
completeness with the Utility Development Permit Checklist. Once it is determined to be
complete, the DSD staff will begin its review. Following DSD review, the plans are
reviewed and redlined by the City Engineer, Public Works and the Fire Department.
Composite redlines and comments are put on a record set by DSD, and on a set given to
the Applicant, or to the Applicant’s Engineer, if a revised set is required before issuance
of the UDP. Waivers and variances from the design standards may be granted by the
Public Works Director in accordance with the criteria in Titles 12 and 13 of the PTMC.
Any waiver or variance must be approved in writing prior to construction. In addition,
more strict design and construction standards or requirements may be applied to specific
development in order to meet the requirements of the PTMC, meet permit conditions,
implement the policies of the Growth Management Act (GMA), or to protect the public
health, safety, and welfare.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 7-3
Water System Plan July 2019
APPROVAL OF PLANS
Construction will not commence until the plans and specifications are reviewed and
approved and a permit is issued by the Director of Public Works.
POLICIES AND REQUIREMENTS FOR EXTERNAL PARTIES,
INCLUDING CONSUMERS AND DEVELOPERS
EXTENSIONS – WHERE TO BE CONSTRUCTED
Underground facilities will be located in accordance with applicable City ordinances.
Water mains shall be installed at a location which is compatible with the existing water
system, the terrain, and the location of other utilities and so as to minimize present and
future conflicts with sewer and storm drainage piping and improvements. All water main
piping will be located on public rights-of-way or dedicated utility easements. The utility
easements must be a minimum of 20 feet in width, and piping will be installed no closer
than 5 feet from the easement’s edge, unless approved by the City. Easements/rights-of-
way for multiple utilities will be a minimum of 25 feet in width.
BONDING
The Public Works Director may require that the Developer furnish the City with a
performance bond in which assurance is given that the required improvements will be
installed as provided in the approved plans and that the installed improvements will
perform free of material defects for a period of one year from the date of City acceptance
of the improvements. Types of securities include a bond with a surety qualified to do
bonding business in the State of Washington, a cash deposit or an assigned bank account.
Any security posted with the City shall be in an amount equal to 120 percent of the
estimated cost for the City to contract for construction or replacement of the
improvements as determined by the Public Works Director, and shall be for a period of
1 year from the date of acceptance of the improvements by the City.
COSTS AND INSPECTION DEPOSIT
The customer shall be required to bear the full costs of all main extensions, replacements,
hydrants, valves and other system improvements where reasonably necessary to mitigate
the direct impacts of the development.
Fees and charges are established by the PTMC. All plan check fees are due upon
approval of the plans and permit applications. Developers will be charged for all
inspection time spent on a project that exceeds the 2 hours included in the initial
inspection fee. The project will not be accepted by Public Works until all bills are paid.
Development occurring in Tier 1 Areas where the installation of these facilities will
benefit exiting structures and customers already connected to the system, the Developer
Gray & Osborne, Inc., Consulting Engineers
7-4 City of Port Townsend
July 2019 Water System Plan
will only be required to pay a proportionate share of the cost of the water system
improvements, defined as that portion fronting the lot(s) owned by the Developer and any
lots currently unserved and not participating in the construction of the improvements.
LINE EXTENSION CONSTRUCTION
Any extension of the Port Townsend Water System must be approved by the Public
Works Department and all extensions must conform to the standards (reference), the Port
Townsend Water System Plan, the rules and regulations of the Department of Health
(Chapter 246-290 WAC), the Port Townsend Fire Department requirements, and the
Washington Surveying and Rating Bureau (ISO).
These standards apply to both the in-city and out-of-city water service areas.
In addition to being subject to any conditions placed upon the line extension permit,
construction of the line extension shall be subject to the following conditions:
• Minimum cover on all distribution mains less than 12 inches in diameter
shall be 3 feet. Minimum cover on mains 12 inches and greater in
diameter shall be 3.5 feet.
• Pipe installation shall conform to WSDOT/APWA Standard
Specifications Section 7-09 and AWWA C600. Detection (locator) wire
shall be installed during all pipe laying at the bottom of the excavation; the
wire shall be insulated solid core, 14 gauge or larger. Wire will be
brought to the surface at each valve box and service.
• Pipe alignment shall conform to WADOT/APWA Standard Specification
Section 7-09.3(5). Under normal circumstances the actual pipe alignment
shall not deviate from the design by more than 4 inches in either direction.
• An acceptable metallic tape marked with appropriate information shall be
used in all piping installations. Detectable pipe identification tape shall be
installed 16 inches above pipe material along pipe center line.
• Valves, hydrants, and other appurtenances shall be installed in accordance
with APWA 7-12, 7-14, and AWWA C600 and the City standard
installation drawings.
• Joint deflection shall be no more than 80 percent of maximum deflections
recommended by manufacturers.
• The design of concrete blocking shall be based on available soil bearing
pressure data.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 7-5
Water System Plan July 2019
• A hydrostatic and pressure leakage test will be conducted on all newly
constructed water mains, fire lines, fire hydrant leads, and stub-outs in
accordance with WSDOT/APWA Standard Specification
Section 7-09.3(23) and AWWA C-600 specifications in the presence of
the City Inspector.
• All pipes, valves, service connections, reservoirs, and appurtenances shall
be flushed and disinfected in accordance with the standards of the DOH,
AWWA C601 and C652, and WSDOT/APWA Standard Specifications
Sections 7-09 and 7-15. Disinfection water must be dechlorinated before
discharging to water bodies, wetlands or storm sewers. Such discharges
must meet all Federal and State requirements.
EXTENSION TO BE COMPLETED WITHIN 1 YEAR
The extension shall be complete and offered for acceptance within 1 year of the date for
approval of the application. If the extension is not completed and offered for acceptance
within 1 year from the date of approval, the Applicant’s rights shall cease and they shall
make new or amended application and pay the additional administrative, legal,
engineering, and inspection costs.
CITY COSTS TO BE BORNE BY DEVELOPER
Any costs reasonably incurred by the City for legal services, accounting services and
other services incident to the receipt, study and approval or rejection of this application
shall be borne by the Developer, and the Developer agrees to pay such costs within
30 days of billing by the City. If legal proceedings are instituted to enforce any provision
of this agreement, the Applicant will pay a reasonable attorney’s fee to the City.
WARRANTY
The Developer or Owner shall warranty waterlines and other water system improvements
for 1 year after installation, approval and acceptance by the City and shall be responsible
for 1 year for any unanticipated settling of excavations or repairs to restored street
surfaces. All necessary repairs shall be performed immediately or the City shall perform
the repairs at the Developer’s expense.
DESIGN STANDARDS, PERFORMANCE STANDARDS, AND
SIZING CRITERIA
All design and construction plans and specifications shall be prepared in accordance with
current WSDOT/APWA standard specifications and the City’s Engineering Design
Standards. If discrepancies exist in the standards and specifications, the City Engineering
Design Standards shall take precedence. The City’s standard detail drawing for
components such as hydrants, valves, and pipe installations located in Appendix G.
Gray & Osborne, Inc., Consulting Engineers
7-6 City of Port Townsend
July 2019 Water System Plan
WATER MAINS
Main Sizing
The minimum diameter of all distribution mains shall be 6 inches unless smaller mains
can be justified by hydraulic analysis. Larger pipe sizes may be required where indicated
by the Water System Plan or City Engineering Standards; smaller pipe sizes may be
allowed when extending not more than 250 feet beyond a fire hydrant in a dead-end street
if there is no foreseeable need for extending the water main to connect to other water
mains or for improvement of water service, fire flow, or other hydraulic needs.
Distribution System Looping
New distribution mains of 500 feet or more should be looped with at least two
connections into the existing grid and shutoff valves shall be provided as necessary for
system isolation.
Line Termination
Where required, distribution mains shall be constructed along the frontage of the property
and extended to the next street intersection for orderly development of the system. A
valve is required at every termination. Valves and fire hydrants as well as bends in pipe
which cause non-uniform forces must be restrained and provided with thrust blocks. Fire
hydrants or blowoffs are required at termination, unless waived by the City Engineer.
Air Releases and Blowoffs
Mains shall be provided with appropriately sized air release assemblies at all high points
and blow-off assemblies at all low points. In no case shall the location of blowoffs be
such that there is a possibility of back-siphonage into the distribution system. Discharges
from a blowoff valve shall be controlled to minimize undesirable impacts on nearby
property and activity. Air release and blowoff assemblies shall be constructed in vaults
with suitable drains and protection from potential contamination.
Gate Valve Spacing
Gate valves shall be provided at every intersection of two mains and at intervals on
straight pipe runs to facilitate shutdowns for maintenance. Unvalved lengths of pipe shall
not exceed 5,000 feet in school, mixed use, commercial, or multi-family areas, and
800 feet in single-family residential areas, where customers are being served unless other
lengths are determined by the Public Works Director.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 7-7
Water System Plan July 2019
FIRE FLOW
The City’s fire flow standards were adopted as part of the City’s Engineering Design
Standards (April 1997). The fire flow standards appear in Chapter 2, Section 7.d. of the
Engineering Design Standards in Appendix G. The minimum fire flow standards are as
follows:
• Minimum Residential Fire Flow: 1,000 gpm for 2 hours.
• Minimum Commercial Fire Flow: For new or redeveloped commercial
areas is 1,500 gpm for 2 hours, or as established by the Fire Marshal with
jurisdiction.
• Minimum Industrial Fire Flow: 2,000 gpm for 2 hours, or as established
by the Fire Marshal with jurisdiction.
SYSTEM PRESSURES
Minimum system pressure for all new developments or reconstruction projects is 30 psi
and shall be maintained throughout the distribution system at peak hourly demand (PHD)
{WAC 246-290-230}, except where booster pumps are allowed as provided under
Chapter 13.13 PTMC.
Static distribution system pressure should range between 40 psi minimum and 80 psi
maximum. Minimum static pressure must enable delivery of water to the highest point in
any zone at 30 psi during PHD conditions. The City may recommend or require that
service with static pressures at the service to the building in excess of 80 psi install
individual pressure-reducing valves, per Uniform Plumbing Code requirements
(UPC 608). Property owners are responsible for owning and maintaining pressure
reducing valves.
CONSTRUCTION STANDARDS (MATERIALS AND METHODS)
Specifications and standard drawings for water main extensions were prepared by the
City in April 1997 and updated for this Water System Plan. Copies of the Standard
Specifications are included in Appendix G.
CONSTRUCTION CERTIFICATION AND FOLLOW-UP
PROCEDURES
Prior to accepting the project as complete, the City of Port Townsend will assure that the
project was constructed in accordance with its standards.
Gray & Osborne, Inc., Consulting Engineers
7-8 City of Port Townsend
July 2019 Water System Plan
INSPECTION
All development-related projects are issued either a Minor Improvements Permit (MIP)
or a Street Development Permit (SDP) by the DSD, with concurrence for the Public
Works Department. A condition of each permit is the City inspection will occur prior to
completion of the work. Since development projects are typically done to support the
eventual construction of buildings, the MIP and SDP final inspections are required to
occur before properties can be granted occupancy through final inspection by the
Building Inspector.
TESTING
All water system installation must be flushed, disinfected and tested prior to acceptance
and use by City Water personnel.
APPROVAL, ACCEPTANCE AND CONVEYANCE
Prior to the installation of any water meters, all water system improvements must be
completed and approved including granting of right-of-ways or easements, receipt of bill
of sale conveying the improvements to the City, and all applicable fees paid.
AS-BUILTS
Certificates of occupancy will not be granted nor final Public Works approval and
acceptance of all improvements given until as-built drawings are received.
City of Port Townsend 8-1
Water System Plan July 2019
CHAPTER 8
IMPROVEMENT PROGRAM
OBJECTIVE
The objective of this chapter is to present the City of Port Townsend’s Improvement
Program, which is composed of projects identified in the previous chapters. These
improvements are assessed and prioritized for implementation over 10- and 20-year
planning periods. The Improvement Program has been developed in conjunction with the
City’s financial capabilities and recommendations presented in Chapter 9, Financial
Program.
The chapter includes capital improvement projects for storage, transmission, distribution,
booster pump station improvements and other identified capital improvements, and non-
capital improvements, including administrative measures necessary to comply with
regulatory requirements. The chapter provides a cost analysis, identifies the preferred
alternatives for each project, and recommends a schedule for the improvements. Detailed
cost estimates are included in Appendix R and Appendix T.
CAPITAL IMPROVEMENTS
This section addresses Capital Improvements, or improvements to physical facilities.
Improvements to operations, management or planning are addressed in later sections.
Locations of capital improvements are shown in Figure 8-1.
STORAGE
The City’s 1 MG Standpipe was constructed of welded steel in 1994 and is due for
re-coating of both the interior and exterior. The project cost includes exterior
containment for the blast and replace option for re-coating, so that it can be done any
time of the year. The estimate to blast and replace the interior and exterior coatings is
$635,000. Additionally, design and construction management is estimated at $65,000
and full-time NACE inspection is estimated at $50,000 for a total cost of $750,000. If the
exterior requires a topcoat only, the total estimated cost would be reduced by $135,000 to
$615,000. The interior re-coating will require removal of the baffles prior to sandblasting
all interior surfaces. Project S-01 re-coats the exterior and interior of the 1 MG
Standpipe. Estimated cost is $750,000.
DISTRIBUTION SYSTEM IMPROVEMENTS
Distribution system improvements are recommended for a variety of different purposes,
including fire flow improvement, water service improvement to future growth areas, and
Gray & Osborne, Inc., Consulting Engineers
8-2 City of Port Townsend
July 2019 Water System Plan
expansion of the “High Zone” in order to improve service pressures. Water main
improvements are sorted into these categories in the following sections.
Fire Flow Improvement
Water main improvements are identified in Chapter 3 to improve fire flow capacity,
based on water system modeling. Table 8-1 lists water main projects to enhance fire flow
capabilities.
TABLE 8-1
Water Main Improvements to Meet Fire Flow Standards
Project
Number Description
Length,
feet
Existing
Size and
Material
Proposed
Size
Estimated
Cost
D-01 Grant Street School – upsize
main on 17th Street 300 4-inch AC 8-inch $110,000
D-02
Jefferson Healthcare Medical
Center – upsize main in the
vicinity of 9th Street and
Sheridan Street
1,000 6-inch AC 12-inch $360,000
D-03
Seaport Landing Assisted
Living – upsize main along
Hancock Street between 9th
Street and 12th Street
860 6-inch AC 12-inch $338,000
D-04
Sims Commercial Area, High
Zone – connect mains at 4th
Street and McPherson St. and
Sims Street and McPherson
Street
240 -- 12-inch $103,000
D-05
Sims Commercial Area, Low
Zone – upsize mains and add
looping in the vicinity of Sims
Street and Grant Street
3,100
4-, 6- and
10-inch
AC,
6-inch
PVC
12-inch $1,076,000
D-06
Glen Cove – connect mains
from south extension of
Howard Street to North Otto
Street
3,740 -- 16-inch $1,123,000
D-08
Police Station – upsize mains
in the vicinity of Kearney
Street and Blaine Street
1,200 4- and
6-inch AC 12-inch $340,000
"
"
S-01
D-17
D-07
D-07
D-07
D-18
D-20
D-19
D-21
D-17
D-17
BP-02
BP-01
D -0 6
D-09
D -1 2
D -1 0
D
-
0
5
D -0 8
D -0 3
D-02
D
-
1
3
D-11
D-15
D -0 4
D-07
D-16
D-14
D-01
W a shin g t o n S t
38th St
S
5
t
h
S
t
E d d y C t
Roos e v elt St
M
o
n
r
o
e
S
t
T
y
le
r
S
t
V St
BSt
VSt
30th St
10th St
W i l s o n S t
U St
41st St
47thSt
H a i n e s S t
D St
J u l i a n S t
Wate r St
10th St
K u h n S t
U St
H i l l
S t
H
u
d
s
o
n St
K a t L n
Cottage Pl
W St
G r a n t P l
PSt
H i l l S t
La wr ence St
L a n d e s C t
M a p l e S t
27thSt
10th St
H
o
w
a
r
d
S
t
58th St
5th St
L a n d e s S t
20th St
S p r in
g S t
27thSt
23rd St
L St
K u h n S t
51stSt
N St
30thSt
H a n c o c k S t
R
o
s
e
c
r
a
n
s
S
t
29thSt
Milo St
H a i n e s S t
32nd St
L o g a n S t
45th St
54th St
M
o
s
l
e
yP l
E r i n S t
A St
E St
StevensAv
Florence S t
G i s e S t
T St
T
yle
r
S
t
K St
26th St
J a c k m a n S t
H u d s o n P l
L a n d e s S t
P a c i f i c A v
H a i n e s S t
Shasta St
7th St
H o l c o m b S t
Li n c oln St
Lupine St
23rd St
Timberline Rd
H o w a r d S t
S St
H o l c o m b S t
43rd St
55th St
J StCook St
Balsa Way
Sandstone Ln
B a k e r S t
43rd St
55th St
1st St
Bayview St
C l e v e l a n d S t
MediterraneanAv
47th St
U St V St
T St
V an N e s s S tRedwoodSt
25thSt
E l i z a b e t h S t
C l e v e l a n d S t
29th St
R o s e c r a n s S t
4th St
G i s e S t
16th St
SParkAv
Q St
L a n d e s S t
H i l l St
S
c
ott St
K u h n S t
56th St
J e f f e r son St
Stillpoint Ln
Root St
Clalla
m
S
t
Garfi e l d S t
58th St
21st St
20th St
PotlatchWay
Carroll Av
S p r i n g S t 30th St
Sutter St
49th St
35th St
Was h i n gton S t
Cemetery St
W i l l o w S t
31st St
O St
12th St
37th St
MSt
R a i n i e r S t
R e e d S t
T h o m a s S t
Rainshadow Dr
Fredericks St
NelsonsLandingRd
G St
R o s e w o o d S t
Seton Rd
PearyAv
Cougar
R
i
d
g
e
R
d
Ta f t S t J
a
c
k
s
o
n
S
t
11th St
53rdSt
H a n c o c k S t
24th St
W i l l o w S t
J
a
c
k
s
o
n
St
Hidden Trails Rd
T h o m a s S t
G r a n t S t
3rd St
Jimson Ln
E Sapphire St
20th St
31st St
Tremont St
Center St
E St
Lenore St
Cedar St
Reynolds Rd
S
2
n
d
S
t
HastingsAvW
Bl a i ne S t
P St
27thSt
R o s e S t
M
o
nro
e
S
t
18th St
E d d y S t
M a s o n S t
E d d y S t
JuanDeFucaRd
53rd St
Corona Av
P
olk
S
t
N O t t o S t
G a r f ield St
Li n coln St
Gar f ield St
H o l c o m b S t
K
e
a
r
n
e
y
S
t
57th St
Li n coln St
H o w a r d S t
C h e r r y S t
R a i n i e r S t
7th St
L a n d e s S t
S
6th
St
T
a
ylor
St
S 8 t h S t
S Dis c o ve r y R d
J
a
c
k
s
o
n
S
t
Cape George Rd
9th St
10thSt
County Landfill Rd
B
e
nto
n
S
t
C l i f f S t
S e a v i e w D r
W
alk
e
r
S
t
Old Fort Townsend Rd
19th St
ArcadiaWest
E Sims Way
25thSt
M c P h e r s o n S t
12th St
H e n d r i c k s S t
F i r S t
35th St
F St
22ndSt
MillRd
F r a n klin St
B lai n e St
C o o k A v
C lay St
14th St
U
matilla Av
Hastings Av
S R 2 0
SimsWay
D i s co v er y Rd
V i s t a B l v d
L o p e z A v
C
a
s
s
S
t
S
7
t
h
S
t
W a l n u t St
C
lif
f
S
t
H i l l S t
S h e r i d a n S t
G i s e S t
H i l l P l
H i l l S t
H i l l S t
E m e r a l d S t
Critte r L n
K a n u Dr
L a k e S t
G i s e S t
T h o m a s S t
L o g a n S t
Boren Av
G i s e S t
F i r S t
P
a
r
k
s
i
d
e
Dr
M
a
dis
o
n
S
t
B e l l S t
Fos t e r St
M a g n o l i a S t
C h e r r y S t
L o g a n S t
G r a n t S t
W i l l a m e t t e S t
R
e
d
w
o
o
d
S
t
K u h n S t
J a c k m a n S t
H a n c o c k S t
Victoria Av
C o o k A v E x t
O t t o S t
O t t o S t
S a n J u a n A v
HuffordPl
A
s
hLoop
LopezAv
Cass
St
0 2,000 4,0001,000 Feet
1 inch = 2,000 feet
Legend
Pipeline
Projects
D-01
D-02
D-03
D-04
D-05
D-06
D-07
D-08
D-09
D-10
D-11
D-12
D-13
D-14
D-15
D-16
D-17
D-18
D-19
D-20
D-21
Storage Improvement
"Booster Station Improvement
Low Zone
Morgan Hill Zone
High Zone
Future High Zone
City Limits
Exist Water Pipes
M:\Ptwnsend\16268.00_WSP\Water System Modeling\GIS Maps - rev02\Fig 8-1 - Capital Improvement Projects .mxd
³
FIGURE 8-1
CAPITAL IMPROVEMENT PROJECTS
CITY OF PORT TOWNSEND
WATER SYSTEM PLAN
D-07
P o r t T o w n s e n d B a y
St r a i t o f Ju an d e F uca
IMPROVEMENT NOTES:
D-01 through D-21: Various distribution system pipeline
improvements. See the section “Description of
Distribution System Improvements” in Chapter 3 for
details.
S-01: Re-coat exterior and interior of the 1 MG
Standpipe
BP-01: Morgan Hill Booster Station Upgrades
BP-02: South Glen Cove Booster Station
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 8-3
Water System Plan July 2019
TABLE 8-1 – (continued)
Water Main Improvements to Meet Fire Flow Standards
Project
Number Description
Length,
feet
Existing
Size and
Material
Proposed
Size
Estimated
Cost
D-09
Victoria House Assisted Living –
upsize main on 25th Street
between Sheridan Street and
Discovery Rd
1,860 4-inch AC 12-inch $644,000
D-10
Fairgrounds – upsize main and
add looping in the vicinity of 49th
Street and Jackman Street
1,680 6-inch AC 10-inch $463,000
D-11 Safeway and Surrounding Area –
looping to connect mains 880 -- 8-inch $299,000
D-12
Boat Haven – upsize mains on
Washington Street, Benedict
Street, and Jefferson Street
between Sims Way and San Juan
Avenue
2,550 6-inch AC 12-inch $874,000
D-13
Fairgrounds West Looping –
loop Hendricks Street to Grant
Street
800 -- 8-inch $166,000
D-14 Gise and Cross Street Looping –
loops mains at two locations 550 -- 8-inch $133,000
D-15
20th Street Looping – loop main
along 20th Street between
Jackman Street and Hill Street
280 -- 8-inch $83,000
D-16
Hastings Avenue Tie-Ins –
connect existing 6-inch to
16-inch between Howard Street
and Sheridan Street
130 -- 12-inch $125,000
D-17
Future High Zone Fire Flow –
upsize mains on Sherman Street
and Umatilla Avenue and loop
mains at two locations
1,130 4-inch AC 8-inch $344,000
Water Service Improvements to Future Growth Areas
The projects listed under this heading include upsizing water mains to areas west of the
City that currently are served but in the event of increased growth in these areas will
require upsizing of water mains.
As discussed in Chapter 3, these projects increase fire flow, which is currently severely
limited. These projects all occur in low-density areas outside City limits. Because of the
relatively small number of customers that benefit from the improved available fire flow
Gray & Osborne, Inc., Consulting Engineers
8-4 City of Port Townsend
July 2019 Water System Plan
and the relatively high cost of the projects, these are recommended if a significant
amount of new higher-density development occurs in these areas. These projects also
could be Developer financed as opportunities present themselves. These improvements
are summarized in Table 8-2.
TABLE 8-2
Water Main Improvements to Future Growth Areas
Project
Number Description
Length,
feet
Proposed
Size
Estimated
Cost
D-18 Ivy St. and Hastings Avenue West–
upsize existing 6-inch AC main 4,950 12-inch $1,514,000
D-19
Northwest Improvements – Cook Avenue
and Elmira Street – upsize existing 6-inch
AC main
5,600 12-inch $1,586,000
D-20
Northwest Improvements – North Jacob
Miller Road – upsize existing 6-inch AC
main
4,430 12-inch $1,390,000
D-21 Southwest Improvements – upsize
existing 6-inch AC main 4,970 12-inch $1,246,000
Expansion of the “High Zone”
As discussed in Chapter 3, this improvement increases typical service pressures by
approximately 18 psi within the Future High Zone. The Future High Zone encompasses
an area that is typically between elevations 220 and 250, which currently operates with
typical service pressures of 32 to 45 psi. After this improvement is implemented, typical
service pressures within this area will be approximately 50 to 63 psi, which will have
operational benefits for the City and improve pressures at customer meters.
This improvement requires modifications to the City’s water system valving as described
in Chapter 3. This improvement is summarized in Table 8-3.
TABLE 8-3
Expansion of the “High Zone” Improvements
Project
Number Description
Length,
feet
Proposed
Size
Estimated
Cost
D-07
High Zone Expansion – changes to water
system valving, installation of new PRV,
and adding looping at two locations
200 8-inch $118,000
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 8-5
Water System Plan July 2019
RAW WATER TRANSMISSION MAIN IMPROVEMENTS
The OGWS transmission main was originally constructed in 1928 and partially rebuilt in
the 1950s. All sections are planned to be replaced within the next 20-years except for
Section U, which was replaced in 1998. Appendix T provides an engineering evaluation
of OGWS transmission line replacement costs as of 2015 and a figure illustrating the
limits of the various sections of the pipeline.
Transmission main projects planned include the following:
• Project T-01 consists of replacing Section S of the transmission main at an
estimated cost of $23,512,908.
• Project T-02 consists of replacing Sections A through R and Section X, at
an estimated cost of $93,424,177.
• Project T-03 consists of replacing Section T, at an estimated cost of
$1,282,473.
These costs have been inflated to 2017 dollars from 2015 dollars by multiplying costs as
shown in Appendix T by the ratio of the average Engineering News Record Construction
Cost Index for 2017 to that for 2015 (10,737 / 10,035 = 1.07 multiplier).
RESPONSIBILITY FOR SECURING FUNDING FOR PROJECTS T-01 AND
T-02 PROJECT WILL BE SHARED BETWEEN THE CITY AND THE PORT
TOWNSEND PAPER COMPANY; THE TERMS OF THE FUNDING
AGREEMENT ARE CURRENTLY UNDER NEGOTIATION.
RESPONSIBILITY FOR SECURING FUNDING FOR PROJECT T-03 WILL
REST SOLELY WITH THE CITY. THE CITY HAS NOT IDENTIFIED THE
TIMELINE OR FUNDING SOURCES FOR OGWS CAPITAL COSTS, BUT
THEY MAY INCLUDE LONG-TERM BONDS, RATE INCREASES, GRANTS,
OR FEDERAL OR STATE LOANS.
BOOSTER PUMP STATION IMPROVEMENTS
Morgan Hill Booster Station
The Morgan Hill Booster Pump Station is adequate to serve the projected 20-year peak
hour and maximum day plus fire flow water system demands with one large pump and
one small pump out of service. The City would like to equip the existing pumps
(five total) with Variable Frequency Drives (VFDs) in order to improve system
operations.
Gray & Osborne, Inc., Consulting Engineers
8-6 City of Port Townsend
July 2019 Water System Plan
South Glen Cove Booster Station
The South Glen Cove Booster Station is proposed in order to improve available fire flow
by preventing system pressures at the far south end of Glen Cove from dropping below
20 psi in the event of a fire elsewhere in the water system service area. It will also
improve system pressures south of Seton Rd, which are estimated to be approximately
35 to 45 psi during normal operating conditions. It is assumed that this booster station
will be a package station located in an enclosure in existing right-of-way, and that it will
have a capacity of approximately 200 gpm and a fire bypass.
Booster Pump Station Improvements are summarized in Table 8-4.
TABLE 8-4
Booster Pump Station Improvements
Project
Number Description Estimated Cost
BP-01 Morgan Hill BPS – equip existing pumps (five total)
with Variable Frequency Drives
$226,000
BP-02 South Glen Cove BPS – construct new booster pump
station
$200,000
NON-CAPITAL IMPROVEMENTS
There are system needs identified in earlier chapters of this Plan that are not capital
facilities improvements, but are needed to meet regulatory requirements for water
resources, water conservation, and source protection. These improvements are
summarized below.
WATER USE EFFICIENCY MEASURES
WUE-01: Program Promotion
Water Use Efficiency program promotion, as required by the Water Use Efficiency Rule
discussed in Chapter 4, is an ongoing effort for the City of Port Townsend. Regular
distribution of water conservation guidelines and publication of articles promoting
conservation through Port Townsend’s annual Consumer Confidence Reports will
continue. The estimated cost for program promotion, including printing, handling, and
postage costs, is estimated at $3,000 per year.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 8-7
Water System Plan July 2019
PLANNING MEASURES
WSP-01: Update Water System Plan
The Water System Plan will be due for update again in another 10 years. Assuming that
professional services costs will continue to increase, the Port Townsend system will
become more complex as it grows, and planning requirements will continue to become
more comprehensive, planning costs are expected to increase. For planning purposes at
this time, it is recommended that the City budget $110,000 for the next Water System
Plan update.
ASBESTOS CEMENT REPLACEMENT PROGRAM
M-01: AC Water Main Replacement Program
The City of Port Townsend has over 61 miles of AC water main in their system. The
City has instituted an AC water main replacement, which is addressed as project M-01.
The City is budgeting $70,000 annually to replace AC water mains. Priority is given first
to repair leaks as they are discovered and then on an annually developed prioritized basis
by the City. These would include AC water main replacements that need to be made
within the calendar year due to known impending failure or existing damage. The total
estimated cost over the 10-year planning period is $700,000.
SUMMARY OF NON-CAPITAL IMPROVEMENTS
Non-Capital Improvements are summarized in Table 8-5.
TABLE 8-5
Summary of Non-Capital Improvements
No. Project Title Description
Cost
Estimate
Financing
Source Year
WUE-01(1)
Water Use
Efficiency
Program
Promotion
Distribute Water Use
Efficiency Program
Promotion Literature
$1,500 Rates and
Fees Annually
WSP-01 Water System
Plan
Update Water System
Plan $110,000 Rates and
Fees 2027
M-01
AC Water
Main
Replacement
Program
Replace highest
priority AC water
mains on an annual
basis
$70,000 Rates and
Fees Annually
Total 10-Year Non-Capital Improvements $825,000
(1) Project WUE-01 is estimated at $1,500 per year over 10 years for a total of $15,000.
Gray & Osborne, Inc., Consulting Engineers
8-8 City of Port Townsend
July 2019 Water System Plan
OPERATION AND MAINTENANCE
There are system needs identified in earlier chapters of this Plan that are considered
operational and maintenance improvements. These improvements are summarized
below.
ANNUAL LEAK DETECTION
M-02: Leak Detection
Leak detection surveys and minor repairs can generally be completed for under $10,000
annually, depending on the method and extent of the survey and the leaks identified.
However, until leaks are located and the number, size and nature of the leaks are
determined, the actual cost of leak repair cannot be known. It is anticipated that project
M-01, AC Water Main Replacement, will cover the cost of AC water main leaks found
throughout the year and one or two AC water main replacements that the City determines
need to be made within the year. Leak Detection and Repair is identified as project
M-02. The annual cost for leak detection, is estimated at $10,000 per year.
WATER METER REPLACEMENT
M-03: Water Meter Replacement
It is generally recommended that water meters be replaced on approximately a 20-year
cycle to assure water meter accuracy. As water meters age, they typically will record less
water usage than is actually occurring, resulting in lost revenue for the City if the meters
are not replaced. As shown in Table 2-2, the City has approximately 4,850 water
services. To replace these meters on a 20-year cycle, an average of approximately 243
water meters will need to be replaced per year. At an estimated cost $75 per meter
(including parts and labor), the City would need to budget approximately $18,000 per
year for the replacement of 243 water meters. As the system grows, the number of water
meters that will need to be replaced annually will also eventually increase. For budgeting
purposes a budget of $18,000 per year is recommended for water meter replacement.
Water Meter Replacement program is identified as project M-03.
SUMMARY OF OPERATION AND MAINTENANCE PROJECTS
Operation and Maintenance projects are summarized in Table 8-6.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 8-9
Water System Plan July 2019
TABLE 8-6
Summary of Operation and Maintenance Projects
No. Project Title Description
Cost
Estimate
Financing
Source Year
M-02 Leak Detection
Detect leaks in the
distribution system
using various
methods
$10,000 Rates and
Fees Annually
M-03
Water Meter
Replacement
Program
DSL Reduction and
Revenue
Enhancement
$18,000 Rates and
Fees Annually
Total 10-Year Operation and Maintenance Costs $280,000
10-YEAR IMPROVEMENTS
An overall improvement schedule for the 10-year planning horizon is summarized in
Table 8-7. The schedule includes Capital Improvements, Non-Capital Improvements,
and Operation and Maintenance Improvements. The total estimated cost (minus the
transmission main replacement project T-01, planned for year 2024) of all recommended
scheduled improvements for the 10-year planning horizon is $2,984,000. With the
transmission main replacement project T-01, the total estimated cost is $26,496,908. The
transmission main replacement project T-01 may be funded through a contract between
the City and the Port Townsend Paper Corporation (Mill). Financing through this
contract could include bonds, trust funding, or some other public/private contract. In the
absence of such a contract, traditional utility funding options (such as rates and charges)
may be implemented.
Gray & Osborne, Inc., Consulting Engineers
8-10 City of Port Townsend
July 2019 Water System Plan
TABLE 8-7
10-Year Improvement Schedule
Project
Number Project Title Purpose
Estimated
Cost
Financing
Source Year
S-01
Recoat 1 MG
Standpipe
(interior/exterior)
Water
Quality/Service
Life
$750,000 Water Sales
Revenues 2018
D-01 Grant Street
School
Fire Flow
Improvement $110,000 Water Sales
Revenues 2018
D-14 Gise and Cross
Street Looping
Fire Flow
Improvement $133,000 Water Sales
Revenues 2019
D-07 High Zone
Expansion
High Zone
Expansion $118,000 Water Sales
Revenues 2020
D-16 Hastings Avenue
Tie-Ins
Fire Flow
Improvement $125,000 Water Sales
Revenues 2021
D-17 Future High
Zone Fire Flow
Fire Flow
Improvement $115,000 Water Sales
Revenues 2022
D-17 Future High
Zone Fire Flow
Fire Flow
Improvement $115,000 Water Sales
Revenues 2023
D-17 Future High
Zone Fire Flow
Fire Flow
Improvement $114,000 Water Sales
Revenues 2024
D-11
Safeway and
Surrounding
Area
Fire Flow
Improvement $100,000 Water Sales
Revenues 2025
D-11
Safeway and
Surrounding
Area
Fire Flow
Improvement $100,000 Water Sales
Revenues 2026
D-11
Safeway and
Surrounding
Area
Fire Flow
Improvement $99,000 Water Sales
Revenues 2027
WUE-01
Water Use
Efficiency
Program
Promote Water
Use Efficiency $1,500 Water Sales
Revenues
Annual
beginning
in 2018
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 8-11
Water System Plan July 2019
TABLE 8-7 – (continued)
10-Year Improvement Schedule
Project
Number Project Title Purpose
Estimated
Cost
Financing
Source Year
WSP-01 Water System
Plan Update
Update WSP as
required by
DOH
$110,000 Water Sales
Revenues 2027
M-01(1)
AC Water
Main
Replacement
Water
Quality/Service
Life
$70,000 Water Sales
Revenues
Annual
beginning
in 2018
M-02(2) Leak Detection
and Repair
Water
Quality/Service
Life
$10,000 Water Sales
Revenues
Annual
beginning
in 2018
M-03(3) Water Meter
Replacement
DSL Reduction
and Revenue
Enhancement
$18,000 Water Sales
Revenues
Annual
beginning
in 2018
Subtotal, Funded by Water Sales Revenues $2,984,000
T-01(4)
Upgrade Raw
Water
Transmission
Main
Ensure
Functionality $23,512,908 Not Yet
Determined(4) 2024
Subtotal, Funding Source Not Yet Determined 23,512,908
Total 10 Year Improvements 26,496,908
(1) Project M-01 is $70,000 annually from 2018 through 2027 for a total of $700,000 over the 10-year
planning period.
(2) Project M-02 is $10,000 annually for a total of $100,000 over the 10-year planning period.
(3) Project M-03 is $18,000 annually for a total of $180,000 over the 10-year planning period.
(4) Project T-01 financing will be a partnership between the City and the Port Townsend Paper
Company, which is currently in development.
20-YEAR IMPROVEMENTS
Twenty-year improvements are improvements that either will be completed beyond the
10-year planning horizon of this Water System Plan, or are improvements that could be
completed by Developers at no direct cost to the City, and independently from City’s
improvement schedule.
Twenty-year improvements are summarized in Table 8-8. All 20-year improvements
total to $107,543,650, of which it is estimated that $5,736,000 could be Developer funded
and $7,101,000 would need to be funded by water sales revenues. A funding source has
not yet been determined for the estimated $98,362,182 cost of the transmission main
replacement project T-02.
Gray & Osborne, Inc., Consulting Engineers
8-12 City of Port Townsend
July 2019 Water System Plan
Estimated costs for distribution system improvements are based on recent bid prices for
similar public works projects, and do not necessarily represent the Developer’s cost for
completing these projects. It should also be noted that the distribution system
improvements D-18 through D-21 are only the major trunk lines into the development
areas. Developers will incur additional water supply development costs to install more
distribution lines in the development areas.
TABLE 8-8
20-Year Improvement Schedule
Project
Number Project Title Purpose Estimated Cost
Financing
Source
D-02
Jefferson
Healthcare
Medical Center
Fire Flow
Improvement $360,000 Water Sales
Revenues
D-03
Seaport
Landing
Assisted Living
Fire Flow
Improvement $338,000 Water Sales
Revenues
D-04
Sims
Commercial
Area, High
Zone
Fire Flow
Improvement $103,000 Water Sales
Revenues
D-05
Sims
Commercial
Area, Low Zone
Fire Flow
Improvement $1,076,000 Water Sales
Revenues
D-06 Glen Cove Fire Flow
Improvement $1,123,000 Water Sales
Revenues
D-08 Police Station Fire Flow
Improvement $340,000 Water Sales
Revenues
D-09 Victoria House
Assisted Living
Fire Flow
Improvement $644,000 Water Sales
Revenues
D-10 Fairgrounds Fire Flow
Improvement $463,000 Water Sales
Revenues
D-12 Boat Haven Fire Flow
Improvement $874,000 Water Sales
Revenues
D-13 Fairgrounds
West Looping
Fire Flow
Improvement $166,000 Water Sales
Revenues
D-15 20th Street
Looping
Fire Flow
Improvement $83,000 Water Sales
Revenues
BP-01
Morgan Hill
Booster Pump
Station
Upgrades
Operational
Improvement $226,000 Water Sales
Revenues
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 8-13
Water System Plan July 2019
TABLE 8-8 – (continued)
20-Year Improvement Schedule
Project
Number Project Title Purpose Estimated Cost Financing Source
BP-02
South Glen
Cove Booster
Pump Station
Fire Flow
Improvement $200,000 Water Sales
Revenues
WUE-
01
Water Use
Efficiency
Program
Promote Water Use
Efficiency $1,500 Annually Water Sales
Revenues
WSP-01 Water System
Plan Update
Update WSP as
required by DOH $110,000 Water Sales
Revenues
M-01
AC Water
Main
Replacement
Water
Quality/Service Life $70,000 Annually Water Sales
Revenues
M-02
Leak
Detection and
Repair
Water
Quality/Service Life $10,000 Annually Water Sales
Revenues
M-03 Water Meter
Replacement
DSL Reduction and
Revenue
Enhancement
$18,000 Annually Water Sales
Revenues
Subtotal, Funded by Water Sales Revenues $7,101,000
T-02
Replacement
of OGWS
Transmission
Main Sections
A through R
and Section X
Ensure Functionality $93,424,177 Not Yet
Determined
T-03
Replacement
of OGWS
Transmission
Main Section
T
Ensure Functionality $1,282,473 Not Yet
Determined
Subtotal, Funding Source Not Yet Determined $98,362,182
D-18
Ivy St. and
Hastings Ave.
West
Serve Future Growth $1,514,000
Water Access
Charges/Developer
Funded
Gray & Osborne, Inc., Consulting Engineers
8-14 City of Port Townsend
July 2019 Water System Plan
TABLE 8-8 – (continued)
20-Year Improvement Schedule
Project
Number Project Title Purpose Estimated Cost Financing Source
D-19
Northwest
Improvements
– Cook
Avenue and
Elmira Street
Serve Future Growth $1,586,000
Water Access
Charges/Developer
Funded
D-20
Northwest
Improvements
– North Jacob
Miller Road.
Serve Future Growth $1,390,000
Water Access
Charges/Developer
Funded
D-21 Southwest
Improvements Serve Future Growth $1,246,000
Water Access
Charges/Developer
Funded
Subtotal, Funded Potentially by Developers $5,736,000
Total 20-Year Improvements $107,543,650
Figure 8-1 illustrates the locations of the various capital improvement projects, except for
transmission main projects. See Appendix T for a figure illustrating the location of the
transmission main projects.
The City’s historic revenues, operating expenses, capital reserves, existing rates, and rate
adjustments that may be necessary to support these recommended capital and non-capital
improvements are discussed in Chapter 9.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
Ci
t
y
o
f
P
o
r
t
T
o
w
n
s
e
n
d
8-13
Wa
t
e
r
S
y
s
t
e
m
P
l
a
n
July 2019
TA
B
L
E
8
-
9
Ca
p
i
t
a
l
,
N
o
n
-
C
a
p
i
t
a
l
,
a
n
d
O
p
e
r
a
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
I
m
p
r
o
v
e
m
e
n
t
S
c
h
e
d
u
l
e
20
1
9
2
0
2
0
2
0
2
1
2
0
2
2
2
0
2
3
2
0
2
4
2
0
2
5
2
0
2
6
2
0
2
7
2
0
2
8
2
0
1
9
-
2
0
2
8
2
0
29 - 2038
S-
0
1
CA
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
St
o
r
a
g
e
Re
-
c
o
a
t
e
x
t
e
r
i
o
r
a
n
d
i
n
t
e
r
i
o
r
o
f
t
h
e
1
M
G
S
t
a
n
d
p
i
p
e
75
0
,
0
0
0
$
7
5
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
7
5
0
,
0
0
0
$ -
D-
0
1
Di
s
t
r
i
b
u
t
i
o
n
S
y
s
t
e
m
Gra
n
t
S
t
S
c
h
o
o
l
11
0
,
0
0
0
$
11
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
110,000 $ -
D-
0
2
J
e
f
f
e
r
s
o
n
H
e
a
l
t
h
c
a
r
e
M
e
d
i
c
a
l
C
e
n
t
e
r
3
6
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 360,000 $
D-
0
3
S
e
a
p
o
r
t
L
a
n
d
i
n
g
A
s
s
i
s
t
e
d
L
i
v
i
n
g
3
3
8
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 338,000 $
D-
0
4
Sim
s
C
o
m
m
e
r
c
i
a
l
A
r
e
a
,
H
i
g
h
Z
o
n
e
10
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-$ 103,000 $
D-
0
5
S
i
m
s
C
o
m
m
e
r
c
i
a
l
A
r
e
a
,
L
o
w
Z
o
n
e
1
,
0
7
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,076,000 $
D-
0
6
G
l
e
n
C
o
v
e
1,1
2
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,123,000 $
D-
0
7
H
i
g
h
Z
o
n
e
E
x
p
a
n
s
i
o
n
11
8
,
0
0
0
$
-
1
1
8
,
0
0
0
$
-
-
-
-
-
-
-
-
1
1
8
,
0
0
0
$ -
D-
0
8
Po
l
i
c
e
S
t
a
t
i
o
n
34
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-$ 340,000 $
D-
0
9
V
i
c
t
o
r
i
a
H
o
u
s
e
A
s
s
i
s
t
e
d
L
i
v
i
n
g
6
4
4
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 644,000 $
D-
1
0
F
a
i
r
g
r
o
u
n
d
s
46
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 463,000 $
D-
1
1
Sa
f
e
w
a
y
a
n
d
S
u
r
r
o
u
n
d
i
n
g
A
r
e
a
29
9
,
0
0
0
$
-
-
-
-
-
-
10
0
,
0
0
0
$
10
0
,
0
0
0
$
99
,
0
0
0
$
-
299,000 $ -
D-
1
2
B
o
a
t
H
a
v
e
n
87
4
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 874,000 $
D-
1
3
F
a
i
r
g
r
o
u
n
d
s
W
e
s
t
L
o
o
p
i
n
g
1
6
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 166,000 $
D-
1
4
Gis
e
a
n
d
C
r
o
s
s
S
t
L
o
o
p
i
n
g
13
3
,
0
0
0
$
13
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
133,000 $ -
D-
1
5
2
0
t
h
S
t
L
o
o
p
i
n
g
83
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 83,000 $
D-
1
6
H
a
s
t
i
n
g
s
A
v
e
T
i
e
-
I
n
s
12
5
,
0
0
0
$
-
-
1
2
5
,
0
0
0
$
-
-
-
-
-
-
-
1
2
5
,
0
0
0
$ -
D-
1
7
Fu
t
u
r
e
H
i
g
h
Z
o
n
e
F
i
r
e
F
l
o
w
34
4
,
0
0
0
$
-
-
-
11
5
,
0
0
0
$
11
5
,
0
0
0
$
11
4
,
0
0
0
$
-
-
-
-
344,000 $ -
D-
1
8
I
v
y
S
t
a
n
d
H
a
s
t
i
n
g
s
A
v
e
W
1
,
5
1
4
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,514,000 $
D-
1
9
N
o
r
t
h
w
e
s
t
I
m
p
r
o
v
e
m
e
n
t
s
-
C
o
o
k
A
v
e
a
n
d
E
l
m
i
r
a
S
t
1,5
8
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,586,000 $
D-
2
0
No
r
t
h
w
e
s
t
I
m
p
r
o
v
e
m
e
n
t
s
-
N
o
r
t
h
J
a
c
o
b
M
i
l
l
e
r
R
d
1,3
9
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-$ 1,390,000 $
D-
2
1
S
o
u
t
h
w
e
s
t
I
m
p
r
o
v
e
m
e
n
t
s
1
,
2
4
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,246,000 $
T-
0
1
(
1
)
Tr
a
n
s
m
i
s
s
i
o
n
M
a
i
n
Re
p
l
a
c
e
m
e
n
t
o
f
O
G
W
S
T
r
a
n
s
m
i
s
s
i
o
n
M
a
i
n
S
e
c
t
i
o
n
"
s
"
2
3
,5
1
2
,
9
0
8
$
-
$
-
$
-
$
-
$
-
$
2
3
,
5
1
2
,
9
0
8
$
-
$
-
$
-
$
-
$
2
3
,
5
1
2
,
9
0
8
$ -$
T-
0
2
(
1
)
Re
p
l
a
c
e
m
e
n
t
o
f
O
G
W
S
T
r
a
n
s
m
i
s
s
i
o
n
M
a
i
n
S
e
c
t
i
o
n
s
"a
"
t
h
r
o
u
g
h
"
r
"
a
n
d
S
e
c
t
i
o
n
"
x
"
9
3
,
4
2
4
,
1
7
7
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$ 93,424,177 $
T-
0
3
(
1
)
Re
p
l
a
c
e
m
e
n
t
o
f
O
G
W
S
T
r
a
n
s
m
i
s
s
i
o
n
M
a
i
n
S
e
c
t
i
o
n
"
t
"
1,2
8
2
,
4
7
3
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-$ 1,282,473 $
BP
-
0
1
Bo
o
s
t
e
r
P
u
m
p
S
y
s
t
e
m
s
Mo
r
g
a
n
H
i
l
l
B
o
o
s
t
e
r
S
t
a
t
i
o
n
U
p
g
r
a
d
e
s
2
2
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 226,000 $
BP
-
0
2
S
o
u
t
h
G
l
e
n
C
o
v
e
B
o
o
s
t
e
r
S
t
a
t
i
o
n
2
0
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 200,000 $
99
3
,
0
0
0
$
1
1
8
,
0
0
0
$
1
2
5
,
0
0
0
$
1
1
5
,
0
0
0
$
1
1
5
,
0
0
0
$
2
3
,
6
2
6
,
9
0
8
$
1
0
0
,
0
0
0
$
1
0
0
,
0
0
0
$
9
9
,
0
0
0
$
-
$
2
5
,
3
9
1
,
9
0
8
$ 106,438,650 $
WU
E
-
0
1
NO
N
-
C
A
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
Wa
t
e
r
U
s
e
E
f
f
i
c
i
e
n
c
y
P
r
o
g
r
a
m
P
r
o
m
o
t
i
o
n
30
,
0
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
5
,
0
0
0
$ 15,000 $
WS
P
-
0
1
W
a
t
e
r
S
y
s
t
e
m
P
l
a
n
U
p
d
a
t
e
2
2
0
,
0
0
0
$
-
-
-
-
-
-
-
-
1
1
0
,
0
0
0
$
1
1
0
,
0
0
0
$ 110,000 $
M-
0
1
AC
W
a
t
e
r
M
a
i
n
R
e
p
l
a
c
e
m
e
n
t
(
A
n
n
u
a
l
)
1
,
4
0
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
,
0
0
0
$
7
0
0
,
0
0
0
$ 700,000 $
71
,
5
0
0
$
7
1
,
5
0
0
$
7
1
,
5
0
0
$
7
1
,
5
0
0
$
7
1
,
5
0
0
$
7
1
,
5
0
0
$
7
1
,
5
0
0
$
7
1
,
5
0
0
$
1
8
1
,
5
0
0
$
7
1
,
5
0
0
$
8
2
5
,
0
0
0
$ 825,000 $
OP
E
R
A
T
I
O
N
A
N
D
M
A
I
N
T
E
N
A
N
C
E
(
O
&
M
)
Le
a
k
D
e
t
e
c
t
i
o
n
(
A
n
n
u
a
l
)
M-
0
3
(
3
)
W
a
t
e
r
M
e
t
e
r
R
e
p
l
a
c
e
m
e
n
t
(
A
n
n
u
a
l
)
3
6
0
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
,
0
0
0
$
1
8
0
,
0
0
0
$ 180,000 $
28
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
,
0
0
0
$
2
8
0
,
0
0
0
$ 280,000 $
1,0
9
2
,
5
0
0
$
2
1
7
,
5
0
0
$
2
2
4
,
5
0
0
$
2
1
4
,
5
0
0
$
2
1
4
,
5
0
0
$
2
3
,
7
2
6
,
4
0
8
$
1
9
9
,
5
0
0
$
1
9
9
,
5
0
0
$
3
0
8
,
5
0
0
$
9
9
,
5
0
0
$
2
6
,
4
9
6
,
9
0
8
$ 107,543,650 $
(1
)
C
o
s
t
s
i
n
f
l
a
t
e
d
t
o
2
0
1
7
d
o
l
l
a
r
s
f
r
o
m
2
0
1
5
d
o
l
l
a
r
s b
y
m
u
l
t
i
p
l
y
i
n
g
c
o
s
t
s
a
s
s
h
o
w
n
i
n
A
p
p
e
n
d
i
x
T
b
y
t
h
e
r
a
t
i
o
o
f
t
h
e
a
v
e
r
a
g
e
E
n
g
i
n
e
e
r
i
n
g
N
e
w
s
R
e
c
o
r
d
C
o
n
s
tr
u
c
t
i
o
n
C
o
s
t
I
n
d
e
x
f
o
r
2
0
1
7
t
o
t
h
a
t
f
o
r
2
0
1
5
(
1
0
,
7
37
/
1
0
,
0
3
5
=
1
.
0
7
m
u
l
t
i
p
l
i
e
r
)
.
(2
)
L
e
a
k
D
e
t
e
c
t
i
o
n
i
s
n
o
t
i
n
c
l
u
d
e
d
i
n
t
h
e
N
o
n
-
C
a
p
i
t
al
I
m
p
r
o
v
e
m
e
n
t
S
u
b
t
o
t
a
l
,
i
t
i
s
c
o
v
e
r
e
d
s
e
p
a
r
a
t
e
l
y
i
n t
h
e
O
p
e
r
a
t
i
o
n
s
a
n
d
M
a
i
n
t
a
n
e
n
c
e
b
u
d
g
e
t
.
T
h
e
c
o
s
t
sh
o
w
n
i
n
t
h
e
t
a
b
l
e
i
s
j
u
s
t
s
h
o
w
n
t
o
d
e
m
o
n
s
t
r
a
t
e
t
h
a
t
t
h
e
s
e
p
r
o
j
e
c
t
s
a
r
e
f
u
n
d
e
d
.
(3
)
W
a
t
e
r
M
a
i
n
R
e
p
l
a
c
e
m
e
n
t
i
s
n
o
t
i
n
c
l
u
d
e
d
i
n
t
h
e
N
on
-
C
a
p
i
t
a
l
I
m
p
r
o
v
e
m
e
n
t
S
u
b
t
o
t
a
l
,
i
t
i
s
c
o
v
e
r
e
d
s
e
p
a
ra
t
e
l
y
i
n
t
h
e
O
p
e
r
a
t
i
o
n
s
a
n
d
M
a
i
n
t
a
n
e
n
c
e
b
u
d
g
e
t
.
T
he
c
o
s
t
s
h
o
w
n
i
n
t
h
e
t
a
b
l
e
i
s
j
u
s
t
s
h
o
w
n
t
o
d
e
m
o
n
s
t
ra
t
e
t
h
a
t
t
h
e
s
e
p
r
o
j
e
c
t
s
a
r
e
f
u
n
d
e
d
.
Totals ($2017)
TO
T
A
L
C
A
P
I
T
A
L
,
N
O
N
-
C
A
P
I
T
A
L
,
O
&
M
I
M
P
R
O
V
E
M
E
N
T
S
To
t
a
l
P
r
o
j
e
c
t
Co
s
t
(
$
2
0
1
7
)
De
s
c
r
i
p
t
i
o
n
Pr
o
j
e
c
t
I
D
SU
B
T
O
T
A
L
,
C
A
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
SU
B
T
O
T
A
L
,
O
P
E
R
A
T
I
O
N
A
N
D
M
A
I
N
T
E
N
A
N
C
E
M-
0
2
(
2
)
20
0
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
100,000 $ 100,000 $
SU
B
T
O
T
A
L
,
N
O
N
-
C
A
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
10
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
1
0
,
0
0
0
$
City of Port Townsend 9-1
Water System Plan July 2019
CHAPTER 9
FINANCIAL PROGRAM
OBJECTIVE
The objective of this chapter is to analyze the City’s total costs of providing water
service, review the current rate structure to ensure that the current or proposed adjusted
rates are adequate to cover the costs of operation and maintenance, and ascertain the
City’s financial capability to implement the 10-year Capital Improvement Plan outlined
in Chapter 8. In March 2018 the Financial Consulting Services Group (FCS) performed a
rate study for the City of Port Townsend water system. The data presented in this chapter
was provided by FCS and the conclusions at the end of the chapter are a result of the
analysis.
PAST AND PRESENT FINANCIAL STATUS
This section reviews historic revenues and expenses, recent rate changes and current City
of Port Townsend water rates.
WATER RATES
Port Townsend Municipal Code Section 13.05.030 states that monthly water fees shall be
charged by the City and collected by the finance director for the use and furnishing of
water, and for the construction, maintenance, and operation of the water system
infrastructure. The City’s current water rate schedule is shown in Table 9-1. Monthly
base rates include a fixed Operation and Maintenance Rate and a Capital Surcharge and
varies from a total of $23.29 to $1,592.78 per month based on meter size for water
service inside City limits. Water service outside City limits is based on the same
Operation and Maintenance Rate and Capital Surcharge fees at a 20 percent higher rate
and range from a total of $27.94 to $1,911.34 per month. The usage rate varies on
income level, meter size, and location within or outside City limits and is based on usage
fee per 1,000 gallons.
Gray & Osborne, Inc., Consulting Engineers
9-2 City of Port Townsend
July 2019 Water System Plan
TABLE 9-1
Port Townsend Water Rates Effective January 2018
Monthly Water Rates Inside City Outside City
Base Rate
O&M
Rate
Capital
Surcharge Total
O&M
Rate
Capital
Surcharge Total
5/8" to 3/4" Meter (Low
Income)
$10.47 $12.82 $23.29 $12.56 $15.38 $27.94
5/8" to 3/4" Meter $19.60 $24.00 $43.60 $23.52 $28.80 $52.32
1" Meter $49.03 $24.00 $73.03 $58.84 $28.80 $87.64
1-1/2" Meter $98.05 $24.00 $122.05 $117.65 $28.80 $146.45
2" Meter $156.88 $24.00 $180.88 $188.26 $28.80 $217.06
3" Meter $294.15 $24.00 $318.15 $352.98 $28.80 $381.78
4" Meter $490.24 $24.00 $514.24 $588.29 $28.80 $617.09
6" Meter $980.49 $24.00 $1,004.49 $1,176.59 $28.80 $1,205.39
8" Meter $1,568.78 $24.00 $1,592.78 $1,882.54 $28.80 $1,911.34
Usage Fee per
1,000 Gallons Inside City Outside City
Low Income $2.77 $3.33
Residential (including
duplexes)
$2.77 $3.33
Multi-family (3 or more
units)
$2.15 $2.58
Commercial A (Meter 2") $3.19 $3.83
Commercial B (Meter 3") $4.80 $5.76
Government $4.16 $4.99
Irrigation Winter
(November – April)
$3.32 $3.99
Irrigation Summer (May –
October)
$5.83 $6.99
The City also charges a water system development charge (SDC). The one-time new
customer SDC is assessed based upon the customer’s fair and equitable share of the
general water facilities. The SDC is determined by multiplying the total number of ERUs
for the service(s) to be installed by $4,494 (as of July 1, 2015). The ERU factors for
determining the proportional equivalent of various sizes of water meters is shown in
Table 9-2. The City may allow deferral of payment of SDCs for a private or public
nonprofit organization which is developing or constructing low-income single-family
housing units for low-income individuals or families.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 9-3
Water System Plan July 2019
TABLE 9-2
Equivalent Residential Unit Factors
Meter Size
Water Meter Equivalent
Factor (ERU)
3/4" Meter 1.0
1" Meter 2.5
1-1/4" Meter 3.75
1-1/2" Meter 5.0
1-3/4" Meter 6.5
2" Meter 8.0
3" Meter 15.0
4" Meter 25.0
6" Meter 50.0
8" Meter 80.0
COMPARISON OF RATES
To assess the reasonableness of the City’s water rates, water rates for several utilities in
the general vicinity of the City of Port Townsend were evaluated. Table 9-3 summarizes
water rates for typical single-family residential services for these communities. The rates
in Table 9-3 represent single-family residential usage only. Other rates differ from
system to system, but are roughly proportional to single-family residential rates. An
amount of 793 CF (5,932 gallons) is used to represent a typical single family average
monthly water use rate. (1 month at the ERU use rate of 195 gallons per connection per
day is approximately 793 CF.) The City of Port Townsend currently has the second
highest rate of the systems evaluated; however, it is also the only water system that
charges a capital surcharge. The capital surcharge was adopted to pay for a new water
treatment facility and 5 million gallon reservoir, which cost $24.4 million. Without the
surcharge, Port Townsend’s rates fall in the middle of the neighboring utilities.
TABLE 9-3
Comparison of Water Rates with Nearby Water Utilities
Utility Base Rate
Base Usage
Amount, CF
Unit Rate/
100 CF over
Base Usage
Monthly Cost
for 793 CF
Oak Harbor $26.25 0 varies(1) $79.78
Port Townsend $19.60 0 $2.07 $56.02(2)
Port Angeles $31.07 0 varies(1) $50.18
Coupeville $13.33 0 $4.12(3) $46.00
Port Orchard $33.75 334 varies(1) $44.22
Gray & Osborne, Inc., Consulting Engineers
9-4 City of Port Townsend
July 2019 Water System Plan
TABLE 9-3 – (continued)
Comparison of Water Rates with Nearby Water Utilities
Utility Base Rate
Base Usage
Amount, CF
Unit Rate/
100 CF over
Base Usage
Monthly Cost
for 793 CF
Jefferson Co. PUD $21.50 0 varies(1) $37.39
Sequim $24.28 0 varies(1) $34.16
Anacortes $17.92 0 $1.99 $33.70
Bremerton $13.55 0 $2.34 $32.11
Poulsbo $15.06 0 $2.11 $31.79
(1) The term “varies” indicates that the usage rate changes based on varying tiered water volumes.
(2) Port Townsend’s water rate includes a capital surcharge of $20 for in-city customers and $24 for
those customers outside City limits.
(3) Coupeville’s unit rate changes seasonally. The usage rate shown is the higher of the two seasonal
rates (summer).
REVENUES AND EXPENDITURES
Revenue and expenditure data for this chapter was provided by the FCS rate study
spreadsheets and documentation included in Appendix T. For purposes of the FCS rate
analysis, historic revenues and expenditures were calculated beginning in 2016 from
water rates based on each water meter size, water meter type (single-family, multi-family,
commercial A, commercial B, and government), water meter location (inside city or
outside city), and seasonal demand (winter and summer). This fixed rate was multiplied
by the number of connections in that year. The general categories of revenue include:
Rate Revenue, Other Operating Revenue, and Use of Debt Sinking Fund (430) for Debt
Service.
Historic expenditure data includes expenditures for 2016 through 2018. The general
categories of expenses include: Operation and Maintenance, Operating Transfers, and
Debt Service. Table 9-4 shows the detailed water revenue categories and revenues for
years 2016 through 2018.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 9-5
Water System Plan July 2019
TABLE 9-4
Summary of Water Utility Revenues
Description Year
Rate Revenue 2016 2017 2018
Water Service Charges – Single-Family $1,817,263 $1,872,087 $1,925,839
Water Service Charges – Multi-Family $126,063 $129,703 $133,428
Water Service Charges – Commercial $493,993 $508,712 $523,112
Water Service Charges – Governmental $123,306 $126,888 $130,550
Water Service Charges – Irrigation $84,127 $86,428 $88,895
Adj. to Reconcile w/ Reported Water Rev. $53,912 $136,610 -
Subtotal $2,698,664 $2,860,429 $2,801,824
Other Operating Revenue
Water Taps $43,146 $28,400 $26,160
Other Utility Fees and Charges $2,210 $1,742 $4,098
Long Term Rents/Leases $24,119 $25,983 $25,500
Miscellaneous Revenue $1,750 $3,320 $1,500
Non-Revenue $1,306 - $1,350
Pay-Back Collections $5,832 $2,628 -
Ops Transfer – PT Main Street - $12,503 $12,500
Utility Billing Lien Fee $547 $199 $375
Operating Fund Interest Earnings $3,364 $3,773 $8,319
Subtotal $82,173 $78,548 $79,802
Use of Debt Sinking Fund (430)
Use of Debt Sinking Fund (430) $434,782 $651,857 $776,047
Subtotal $434,782 $651,857 $776,047
Total Revenues $3,215,620 $3,590,833 $3,657,672
Table 9-5 shows the detailed water expense categories and expenses for years 2016
through 2018.
Gray & Osborne, Inc., Consulting Engineers
9-6 City of Port Townsend
July 2019 Water System Plan
TABLE 9-5
Summary of Water Utility Expenditures
Description Year
Operating Expenses 2016 2017 2018
Utility Billing $250,610 $268,543 $300,802
Water Distribution Operations(1)(2) $874,354 $1,040,020 $1,417,138
Water Quality Operations(1) $379,453 $405,091 $710,680
Water Resources Operations $129,169 - -
Water Treatment Facility Division - $244,516 -
State Excise Tax $98,174 $196,968 $199,190
Utility Taxes $476,923 $491,180 $505,247
Subtotal $2,208,682 $2,646,318 $3,133,057
Debt Service
Public Works Trust Fund $604,615 $820,778 $898,890
Other Debt(3) $23,000 $22,000 $21,000
Subtotal $627,615 $842,778 $919,890
Total Expenditures $2,836,297 $3,489,096 $4,052,947
(1) For more detailed description of expenses for Water Distribution Operations and Water Quality
Operations see spreadsheet O&M in Appendix T.
(2) Includes $50,000 annually for Operating Transfer-out (Transmission Line Fund).
(3) Revenue bond (1978) retires in 2018.
Historic Cash Flow
Based on the revenues and expenditures in Tables 9-4 and 9-5, the water portion of the
City’s cash flow is summarized in Table 9-6.
TABLE 9-6
Summary of Water Utility Cash Flow
Description
Year
2016 2017 2018
Revenues $3,215,620 $3,590,833 $3,657,672
Expenses $2,836,297 $3,489,096 $4,052,947
Net Cash Flow $379,322 $101,737 ($395,275)
Other Funds
The City maintains a number of other funds which include: Operating Fund (Fund 411),
Construction Fund (Fund 415), OGWS Transmission Line Fund (Fund 417), and the Debt
Sinking Fund (430). Table 9-7 shows the fund summaries.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 9-7
Water System Plan July 2019
TABLE 9-7
Summary of Other Funds
Description Year
Operating Fund (Fund 411) 2016 2017 2018
Ending Balance $1,534,155 $1,536,420 $523,034
Construction Fund (Fund 415)
Grants and Contributions $1,524 - $669,500
Loans $13,674,054 $2,598,396 $3,609,764
Revenue Bonds and Other Debt $1,700,000 - -
Cash Reserves - $325,843 $121,536
Subtotal $15,375,578 $2,924,239 $4,400,800
OGWS Transmission Line (Fund 417)
Annual Operating Transfers In $50,000 $50,000 $50,000
Ending Fund Balance $1,182,821 $1,152,095 $484,473
Debt Sinking Fund (430)
Water Capital Surcharge Revenue $1,036,914 $1,051,410 $1,179,915
Ending Fund Balance $1,409,619 $1,636,892 $1,868,569
PROJECTED FUTURE FINANCIAL STATUS
The FCS rate study projected Port Townsend’s water system’s financial status for
20 years through year 2038. Table 9-8 shows the assumed annual escalation rates and
applicable tax rates. In addition, the annual rate of depreciation for the water treatment
facility (WTF) and the assumed incremental depreciation for capital improvement
projects is also shown in the table.
TABLE 9-8
Projected Economic Inputs
Economic Inputs
Years
2019 2020 2021 2022 2023-2038
Annual Escalation Rates
General Cost Inflation(1) 2.10% 2.30% 2.40% 2.50% 2.50%
Construction Cost Inflation(2) 3.00% 3.00% 3.00% 3.00% 3.00%
Labor Inflation 3.50% 3.50% 3.50% 3.50% 3.50%
Medical/Benefits 7.00% 7.00% 7.00% 7.00% 7.00%
Water Customer Growth 1.00% 1.00% 1.00% 1.00% 1.00%
Water Demand Growth 0.75% 0.75% 0.75% 1.00% 1.00%
Inflation and Water Growth 2.85% 3.05% 3.15% 3.50% 3.50%
Gray & Osborne, Inc., Consulting Engineers
9-8 City of Port Townsend
July 2019 Water System Plan
TABLE 9-8 – (continued)
Projected Economic Inputs
Economic Inputs
Years
2019 2020 2021 2022 2023-2038
Applicable Tax Rates
State Excise Tax – Water 5.029% 5.029% 5.029% 5.029% 5.029%
State B&O Tax 1.500% 1.500% 1.500% 1.500% 1.500%
City Utility Tax - Water 22.00% 22.00% 22.00% 22.00% 22.00%
Fund Interest Earnings Rate(3) 1.00% 1.00% 1.00% 1.00% 1.00%
Low-Income Rate Multiplier 0.50 0.50 0.50 0.50 0.50
Outside-City Rate Multiplier 1.20 1.20 1.20 1.20 1.20
Annual Depreciation
Water Treatment Facility $345,715 $345,715 $345,715 $345,715 $345,715
Incremental Depreciation CIP $357,790 $360,202 $362,689 $365,253 $367,896(4)
(1) The General Cost Inflation is based on the Washington Economic and Revenue Forecast Council’s
forecast of Seattle CPI inflation dated June 2017.
(2) Construction Cost Inflation is based on 10-year average ENR CCI.
(3) Fund Interest Earnings Rate is based on 5-year average LGIP-WA return rate.
(4) Incremental Depreciation CIP increases incrementally to $393,979 in year 2038.
PROJECTIONS WITHOUT CAPITAL IMPROVEMENTS
The following sections project revenue, expenditures and cash flow without capital
improvements.
Projected Revenues
Projected revenues are shown in Table 9-9. Rate Revenue includes water service charges
for all meter sizes and types. Other Operating Revenue includes items such as water taps,
long-term rents or leases, and interest earnings from the water system’s Operating Fund.
Projected Revenues were calculated using the escalation rates presented in Table 9-8,
Projected Economic Inputs. For purposes of projecting revenues the following
assumptions were made:
• Annual water accounts were assumed to increase at a rate of 1.0 percent,
which is approximately 45 equivalent residential units per year.
• Rate revenue was calculated based on adopted rates and projected
accounts/water usage.
• Other operating revenue was based on the 2018 Budget and all customer-
related fees were assumed to increase with growth in accounts.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
Ci
t
y
o
f
P
o
r
t
T
o
w
n
s
e
n
d
9-9
Wa
t
e
r
S
y
s
t
e
m
P
l
a
n
July 2019
TA
B
L
E
9
-
9
Pr
o
j
e
c
t
e
d
R
e
v
e
n
u
e
s
w
i
t
h
A
p
p
l
i
e
d
G
r
o
w
t
h
F
a
c
t
o
r
s
It
e
m
20
1
9
20
2
0
20
2
1
20
2
2
20
2
3
20
2
4
20
2
5
2026 2027 2028
Ra
t
e
R
e
v
e
n
u
e
(1
)
$2
,
9
1
1
,
7
2
2
$
3
,
0
2
5
,
9
3
5
$3
,
1
4
4
,
6
3
3
$3
,
2
7
1
,
3
6
2
$3
,
4
0
3
,
1
9
8
$3
,
5
4
0
,
3
4
7
$3
,
6
8
3
,
0
2
3
$3
,
8
3
1
,
4
4
9
$3,985,856 $4,146,486
Ot
h
e
r
O
p
e
r
a
t
i
n
g
R
e
v
e
n
u
e
(2
)
$
7
1
,
7
8
5
$
7
2
,
0
9
1
$
7
2
,
3
9
9
$
7
2
,
7
1
1
$
7
2
,
8
6
9
$
7
3
,
0
2
7
$
7
3,
1
8
6
$
7
3
,
3
4
6
$
7
3
,
5
0
6
$
7
3
,
6
6
8
Op
e
r
a
t
i
n
g
F
u
n
d
I
n
t
e
r
e
s
t
E
a
r
n
i
n
g
s
$5
,
2
3
0
$
5
,
5
1
9
$
5
,
8
1
0
$
6
,
1
5
1
$
6
,
5
5
4
$
7
,
0
1
4
$
7
,
5
3
1
$
8
,100 $8,718 $9,380
Us
e
o
f
D
e
b
t
S
i
n
k
i
n
g
F
u
n
d
(
4
3
0
)
$
1
,
5
1
1
,
6
3
8
$
1
,
3
3
9
,
7
8
2
$1
,
3
3
0
,
3
6
2
$1
,
3
2
0
,
9
4
4
$1
,
2
4
4
,
9
2
2
$1
,
2
3
5
,
7
3
8
$1
,
2
2
6
,
6
5
1
$1
,
2
1
7
,
5
6
4
$1,208,479 $1,199,393
To
t
a
l
s
$4
,
5
0
0
,
3
7
5
$4
,
4
4
3
,
3
2
7
$4
,
5
5
3
,
2
0
4
$4
,
6
7
1
,
1
6
8
$4
,
7
2
7
,
5
4
3
$4
,
8
5
6
,
1
2
6
$4
,
9
9
0
,
3
9
1
$5
,
1
3
0
,
4
5
9
$5,276,559 $5,428,927
(1
)
Ra
t
e
R
e
v
e
n
u
e
i
n
c
l
u
d
e
s
w
a
t
e
r
s
e
r
v
i
c
e
c
h
a
r
g
e
s
f
o
r
S
i
n
gl
e
-
F
a
m
i
l
y
,
M
u
l
t
i
-
F
a
m
i
l
y
,
C
o
m
m
e
r
c
i
a
l
,
G
o
v
e
r
n
m
e
n
t
a
l
,
a
n
d
I
r
r
i
g
a
t
i
o
n
a
c
c
o
u
n
t
s
s
h
o
w
n
i
n
Ta
b
l
e
9
-
4
:
S
u
m
m
a
r
y
o
f
W
a
t
e
r
U
t
i
l
i
t
y
R
e
v
e
n
u
e
s
.
(2
)
Ot
h
e
r
O
p
e
r
a
t
i
n
g
R
e
v
e
n
u
e
i
n
c
l
u
d
e
s
t
h
e
s
u
m
o
f
W
a
t
e
r
T
ap
s
,
O
t
h
e
r
U
t
i
l
i
t
y
F
e
e
s
a
n
d
C
h
a
r
g
e
s
,
L
o
n
g
T
e
r
m
R
e
n
t
s/
L
e
a
s
e
s
,
N
o
n
-
R
e
v
e
n
u
e
,
P
a
y
-
B
a
c
k
Co
l
l
e
c
t
i
o
n
s
,
O
p
s
T
r
a
n
s
f
e
r
–
P
T
M
a
i
n
S
t
r
e
e
t
,
a
n
d
U
t
i
li
t
y
B
i
l
l
i
n
g
L
i
e
n
F
e
e
s
.
Gray & Osborne, Inc., Consulting Engineers
9-10 City of Port Townsend
July 2019 Water System Plan
Projected Expenditures
Projected expenditures are shown in Table 9-10. Operation and Maintenance expenses
include Utility Billing, Water Distribution Operations, Water Quality Operations, State
Excise Taxes, and Utility Taxes. Utility Billing includes line items such as salaries,
medical insurance, pension benefits, office supplies, professional services, and
communications. Debt Service is the total of Port Townsend’s water system’s loans. The
City has a total of twelve outstanding Public Works Trust Fund loans, which mostly have
20-year terms. Existing loans have a range term starting date beginning in year 1998 and
ending in 2015.
Projected expenditures were calculated using the escalation rates presented as the
Projected Economic Inputs from Table 9-8. For purposes of projecting expenses the
following assumptions were made:
• Operating expenses were generally projected based on the 2018 Budget
and escalated
• Taxes were calculated on projected revenues
Table 9-10 does not include capital projects.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
Ci
t
y
o
f
P
o
r
t
T
o
w
n
s
e
n
d
9-11
Wa
t
e
r
S
y
s
t
e
m
P
l
a
n
July 2019
TA
B
L
E
9
-
1
0
Pr
o
j
e
c
t
e
d
E
x
p
e
n
d
i
t
u
r
e
s
w
i
t
h
o
u
t
C
a
p
i
t
a
l
I
m
p
r
o
v
e
m
e
n
t
s
It
e
m
20
1
9
20
2
0
20
2
1
20
2
2
20
2
3
20
2
4
20
2
5
2026 2027 2028
Op
e
r
a
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
(1
)
$2
,
9
4
1
,
2
6
5
$3
,
0
3
1
,
7
2
3
$3
,
1
2
0
,
6
8
8
$3
,
2
1
5
,
3
2
4
$3
,
3
1
3
,
9
9
5
$3
,
4
1
6
,
9
1
6
$3
,
5
2
4
,
3
1
3
$3
,
6
3
6
,
4
2
7
$3,753,511 $3,875,835
De
b
t
S
e
r
v
i
c
e
(2
)
$1
,
5
1
1
,
6
3
8
$1
,
3
3
9
,
7
8
2
$1
,
3
3
0
,
3
6
2
$1
,
3
2
0
,
9
4
4
$1
,
2
4
4
,
9
2
2
$1
,
2
3
5
,
7
3
8
$1
,
2
2
6
,
6
5
1
$1
,
2
1
7
,
5
6
4
$1,208,479 $1,199,393
To
t
a
l
s
$4
,
4
5
2
,
9
0
3
$4
,
3
7
1
,
5
0
5
$4
,
4
5
1
,
0
5
0
$4
,
5
3
6
,
2
6
8
$4
,
5
5
8
,
9
1
7
$4
,
6
5
2
,
6
5
4
$4
,
7
5
0
,
9
6
4
$4
,
8
5
3
,
9
9
1
$4,961,990 $5,075,228
(1
)
Op
e
r
a
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
i
n
c
l
u
d
e
s
W
a
t
e
r
D
i
s
t
r
i
b
u
t
i
on
O
p
e
r
a
t
i
o
n
s
,
W
a
t
e
r
Q
u
a
l
i
t
y
O
p
e
r
a
t
i
o
n
s
,
S
t
a
t
e
E
x
c
i
se
T
a
x
a
n
d
U
t
i
l
i
t
y
T
a
x
e
s
.
(2
)
De
b
t
S
e
r
v
i
c
e
i
n
c
l
u
d
e
s
P
u
b
l
i
c
W
o
r
k
s
T
r
u
s
t
F
u
n
d
l
o
a
n
s
.
Gray & Osborne, Inc., Consulting Engineers
9-12 City of Port Townsend
July 2019 Water System Plan
Projected Cash Flow
FCS recommended the City implement a water system rate increase beginning in 2019,
which was approved by City Council. FCS calculated that an annual 3.0 percent increase
for the duration of the 20-year planning period (through year 2038) is necessary to
maintain positive projected cash flow and fund capital improvements. Table 9-11 shows
the annual rate adjustment as implemented by the City, the cumulative rate impact, the
new water rate revenues, and the net cash flow. In addition, the Table also provides the
average monthly single-family water bill, the water capital surcharge, city utility tax
(applies only to the O&M rate), and the total monthly water bill.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
Ci
t
y
o
f
P
o
r
t
T
o
w
n
s
e
n
d
9-13
Wa
t
e
r
S
y
s
t
e
m
P
l
a
n
July 2019
TA
B
L
E
9
-
1
1
Pr
o
j
e
c
t
e
d
C
a
s
h
F
l
o
w
w
i
t
h
A
n
n
u
a
l
R
a
t
e
A
d
j
u
s
t
e
d
a
s
I
m
pl
e
m
e
n
t
e
d
20
1
9
20
2
0
20
2
1
20
2
2
20
2
3
20
2
4
20
2
5
20
2
6
2027 2028
An
n
u
a
l
R
a
t
e
Ad
j
u
s
t
m
e
n
t
3.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
3
.
0
%
Cu
m
u
l
a
t
i
v
e
R
a
t
e
Ad
j
u
s
t
m
e
n
t
3.
0
%
6
.
1
%
9
.
3
%
1
2
.
6
%
1
5
.
9
%
1
9
.
4
%
2
3
.
0
%
2
6
.
7
%
3
0
.
5
%
34.4%
Ne
w
R
a
t
e
R
e
v
e
n
u
e
s
af
t
e
r
R
a
t
e
A
d
j
u
s
t
m
e
n
t
$2
,
9
1
1
,
7
2
2
$3
,
0
2
5
,
9
3
5
$3
,
1
4
4
,
6
3
3
$3
,
2
7
1
,
3
6
2
$3
,
4
0
3
,
1
9
8
$3
,
5
4
0
,
3
4
7
$3
,
6
8
3
,
0
2
3
$3
,
8
3
1
,
4
4
9
$3,985,856 $4,146,486
Ne
t
C
a
s
h
F
l
o
w
a
f
t
e
r
Ra
t
e
A
d
j
u
s
t
m
e
n
t
$2
4
,
5
5
0
$
2
4
,
8
7
2
$
3
0
,
0
2
8
$
3
6
,
2
9
9
$
4
2
,
2
4
6
$
4
7
,
9
5
7
$
5
3
,3
6
1
$
5
8
,
3
7
9
$
6
2
,
9
2
1
$
6
6
,
8
9
1
Av
e
r
a
g
e
M
o
n
t
h
B
i
l
l
$
3
4
.
4
5
$
3
5
.
4
9
$
3
6
.
5
5
$
3
7
.
6
5
$
3
8
.
78
$
3
9
.
9
4
$
4
1
.
1
4
$
4
2
.
3
7
$
4
3
.
6
4
$
4
4
.
9
5
Wa
t
e
r
C
a
p
i
t
a
l
Su
r
c
h
a
r
g
e
(1
)
$2
0
.
0
0
$
2
2
.
0
0
$
2
2
.
0
0
$
2
2
.
0
0
$
2
2
.
0
0
$
2
2
.
0
0
$
2
2
.
0
0
$
2
2.
0
0
$
2
2
.
0
0
$
2
2
.
0
0
Ci
t
y
U
t
i
l
i
t
y
T
a
x
(2
)
$7
.
5
8
$
7
.
8
1
$
8
.
0
4
$
8
.
2
8
$
8
.
5
3
$
8
.
7
9
$
9
.
0
5
$
9
.
3
2
$
9
.
60 $9.89
To
t
a
l
M
o
n
t
h
l
y
B
i
l
l
$
6
2
.
0
3
$
6
5
.
2
9
$
6
6
.
5
9
$
6
7
.
9
3
$
6
9
.
31
$
7
0
.
7
3
$
7
2
.
1
9
$
7
3
.
7
0
$
7
5
.
2
5
$
7
6
.
8
4
(1
)
Wa
t
e
r
C
a
p
i
t
a
l
S
u
r
c
h
a
r
g
e
p
r
o
v
i
d
e
s
$
3
.
0
0
p
e
r
m
o
n
t
h
f
o
r
f
u
n
d
i
n
g
c
a
p
i
t
a
l
p
r
o
j
e
c
t
s
(
a
p
p
r
o
x
i
m
a
t
e
l
y
$
1
7
7
,
0
0
0
/
ye
a
r
)
a
n
d
$
1
7
.
0
0
p
e
r
m
o
n
t
h
i
n
2
0
1
9
an
d
$
1
9
.
0
0
p
e
r
m
o
n
t
h
b
e
g
i
n
n
i
n
g
i
n
2
0
2
0
f
o
r
d
e
b
t
s
e
r
vi
c
e
.
T
h
i
s
i
s
e
q
u
i
v
a
l
e
n
t
t
o
a
p
p
r
o
x
i
m
a
t
e
l
y
$
1
,
0
0
0
,
0
00
p
e
r
y
e
a
r
.
(2
)
Ci
t
y
U
t
i
l
i
t
y
T
a
x
o
n
l
y
a
p
p
l
i
e
s
t
o
O
&
M
r
a
t
e
.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
9-
1
4
City of Port Townsend
Ju
l
y
2
0
1
9
Water System Plan
TA
B
L
E
9
-
1
2
Pr
o
j
e
c
t
e
d
C
a
s
h
F
l
o
w
w
i
t
h
R
a
t
e
A
d
j
u
s
t
m
e
n
t
w
i
t
h
o
u
t
C
a
pi
t
a
l
I
m
p
r
o
v
e
m
e
n
t
s
Re
v
e
n
u
e
/
E
x
p
e
n
s
e
s
20
1
9
20
2
0
20
2
1
20
2
2
20
2
3
20
2
4
20
2
5
20
2
6
2027 2028
To
t
a
l
R
e
v
e
n
u
e
s
(1
)
$4
,
5
0
0
,
3
7
5
$4
,
4
4
3
,
3
2
7
$4
,
5
5
3
,
2
0
4
$4
,
6
7
1
,
1
6
8
$4
,
7
2
7
,
5
4
3
$4
,
8
5
6
,
1
2
6
$4
,
9
9
0
,
3
9
1
$5
,
1
3
0
,
4
5
9
$5,276,559 $5,428,927
To
t
a
l
E
x
p
e
n
d
i
t
u
r
e
s
$
4
,
4
5
2
,
9
0
3
$4
,
3
7
1
,
5
0
5
$4
,
4
5
1
,
0
5
0
$4
,
5
3
6
,
2
6
8
$4
,
5
5
8
,
9
1
7
$4
,
6
5
2
,
6
5
4
$4
,
7
5
0
,
9
6
4
$4
,
8
5
3
,
9
9
1
$4,961,990 $5,075,228
Ne
t
R
e
v
e
n
u
e
$4
7
,
4
7
2
$7
1
,
8
2
2
$1
0
2
,
1
5
4
$1
3
4
,
9
0
0
$1
6
8
,
6
2
6
$2
0
3
,
4
7
2
$2
3
9
,
4
2
7
$2
7
6
,
4
6
8
$314,569 $353,699
(1
)
To
t
a
l
R
e
v
e
n
u
e
s
i
n
c
l
u
d
e
t
h
e
r
a
t
e
a
d
j
u
s
t
m
e
n
t
s
h
o
w
n
i
n
T
a
b
l
e
9
-
1
1
(
N
e
w
R
a
t
e
R
e
v
e
n
u
e
s
a
f
t
e
r
R
a
t
e
A
d
j
u
s
t
m
e
n
t)
.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 9-15
Water System Plan July 2019
PROJECTED CAPITAL IMPROVEMENTS COSTS
Based on the FCS water rate update study with input from water department staff and
contingent upon approval of City Council, the budget for capital projects is shown in
Table 9-14 as Projected Capital Expenses under the Construction Fund (Fund 415)
heading. The capital expense budget in 2019 is approximately $170,000 and is increased
at 3 percent per year over the 10-year planning period. The previous chapter, the
Improvement Program, proposed a capital, non-capital, and operation and maintenance
improvement schedule shown in Table 8-9. The capital projects in the following table
are all financed, with the exception of the transmission main projects T-01 through T-03
as discussed in Chapter 8. Financing is assumed to be for a term of 20 years at a
6 percent interest rate, which is typically available for municipal projects. Table 9-13 is
the proposed capital improvement schedule based on the amount budgeted for capital
water projects.
The OGWS will eventually require replacement. Pipeline segments, some more than
90 years old, may need replacement within the timeframe of this plan. The complete
transmission line replacement cost was estimated at $113,901,954 in 2015. The City has
not identified the timeline or funding sources for OGWS capital costs, but they may
include contracts with industrial users, long-term bonds, rate increases, grants, or federal
or state loans.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
9-
1
6
City of Port Townsend
Ju
l
y
2
0
1
9
Water System Plan
TA
B
L
E
9
-
1
3
Ca
p
i
t
a
l
I
m
p
r
o
v
e
m
e
n
t
S
c
h
e
d
u
l
e
20
1
9
2
0
2
0
2
0
2
1
2
0
2
2
2
0
2
3
2
0
2
4
2
0
2
5
2
0
2
6
2
0
2
7
2
0
2
8
2
0
1
9
-
2
0
2
8
2
0
29 - 2038
S-
0
1
CA
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
St
o
r
a
g
e
Re
-
c
o
a
t
e
x
t
e
r
i
o
r
a
n
d
i
n
t
e
r
i
o
r
o
f
t
h
e
1
M
G
S
t
a
n
d
p
i
p
e
75
0
,
0
0
0
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$
6
4
,
4
7
6
$ 64,476 $ 644,760 $ 105,240 $
D-
0
1
Di
s
t
r
i
b
u
t
i
o
n
S
y
s
t
e
m
Gr
a
n
t
S
t
S
c
h
o
o
l
11
0
,
0
0
0
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$
9
,
4
5
6
$ 9,456 $ 94,560 $ 15,440 $
D-
0
2
J
e
f
f
e
r
s
o
n
H
e
a
l
t
h
c
a
r
e
M
e
d
i
c
a
l
C
e
n
t
e
r
3
6
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 360,000 $
D-
0
3
S
e
a
p
o
r
t
L
a
n
d
i
n
g
A
s
s
i
s
t
e
d
L
i
v
i
n
g
3
3
8
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 338,000 $
D-
0
4
S
i
m
s
C
o
m
m
e
r
c
i
a
l
A
r
e
a
,
H
i
g
h
Z
o
n
e
1
0
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 103,000 $
D-
0
5
S
i
m
s
C
o
m
m
e
r
c
i
a
l
A
r
e
a
,
L
o
w
Z
o
n
e
1
,
0
7
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,076,000 $
D-
0
6
G
l
e
n
C
o
v
e
1,
1
2
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,123,000 $
D-
0
7
H
i
g
h
Z
o
n
e
E
x
p
a
n
s
i
o
n
11
8
,
0
0
0
$
-
1
0
,
1
4
0
$
1
0
,
1
4
0
$
1
0
,
1
4
0
$
1
0
,
1
4
0
$
1
0
,
1
4
0
$
1
0
,
1
4
0
$
1
0
,
1
4
0
$
1
0
,
1
4
0
$ 10,140 $ 91,260 $ 26,740 $
D-
0
8
P
o
l
i
c
e
S
t
a
t
i
o
n
34
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 340,000 $
D-
0
9
V
i
c
t
o
r
i
a
H
o
u
s
e
A
s
s
i
s
t
e
d
L
i
v
i
n
g
6
4
4
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 644,000 $
D-
1
0
F
a
i
r
g
r
o
u
n
d
s
46
3
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 463,000 $
D-
1
1
S
a
f
e
w
a
y
a
n
d
S
u
r
r
o
u
n
d
i
n
g
A
r
e
a
2
9
9
,
0
0
0
$
-
-
-
-
-
-
2
5
,
7
0
4
$
2
5
,
7
0
4
$
2
5
,
7
0
4
$ 25,704 $ 102,816 $ 196,184 $
D-
1
2
B
o
a
t
H
a
v
e
n
87
4
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 874,000 $
D-
1
3
F
a
i
r
g
r
o
u
n
d
s
W
e
s
t
L
o
o
p
i
n
g
1
6
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 166,000 $
D-
1
4
G
i
s
e
a
n
d
C
r
o
s
s
S
t
L
o
o
p
i
n
g
1
3
3
,
0
0
0
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$
1
1
,
4
3
6
$ 11,436 $ 114,360 $ 18,640 $
D-
1
5
2
0
t
h
S
t
L
o
o
p
i
n
g
83
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 83,000 $
D-
1
6
H
a
s
t
i
n
g
s
A
v
e
T
i
e
-
I
n
s
12
5
,
0
0
0
$
-
-
1
0
,
7
5
2
$
1
0
,
7
5
2
$
1
0
,
7
5
2
$
1
0
,
7
5
2
$
1
0
,
7
5
2
$
1
0
,
7
5
2
$
1
0
,
7
5
2
$ 10,752 $ 86,016 $ 38,984 $
D-
1
7
F
u
t
u
r
e
H
i
g
h
Z
o
n
e
F
i
r
e
F
l
o
w
3
4
4
,
0
0
0
$
-
-
-
2
9
,
5
8
0
$
2
9
,
5
8
0
$
2
9
,
5
8
0
$
2
9
,
5
8
0
$
2
9
,
5
8
0
$
2
9
,
5
8
0
$ 29,580 $ 207,060 $ 136,940 $
D-
1
8
I
v
y
S
t
a
n
d
H
a
s
t
i
n
g
s
A
v
e
W
1
,
5
1
4
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,514,000 $
D-
1
9
N
o
r
t
h
w
e
s
t
I
m
p
r
o
v
e
m
e
n
t
s
-
C
o
o
k
A
v
e
a
n
d
E
l
m
i
r
a
S
t
1,
5
8
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,586,000 $
D-
2
0
N
o
r
t
h
w
e
s
t
I
m
p
r
o
v
e
m
e
n
t
s
-
N
o
r
t
h
J
a
c
o
b
M
i
l
l
e
r
R
d
1
,3
9
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,390,000 $
D-
2
1
S
o
u
t
h
w
e
s
t
I
m
p
r
o
v
e
m
e
n
t
s
1
,
2
4
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 1,246,000 $
T-
0
1
(
1
)
Tr
a
n
s
m
i
s
s
i
o
n
M
a
i
n
Re
p
l
a
c
e
m
e
n
t
o
f
O
G
W
S
T
r
a
n
s
m
i
s
s
i
o
n
M
a
i
n
S
e
c
t
i
o
n
"
s
"
2
3
,5
1
2
,
9
0
8
$
-
-
-
-
-
2
3
,
5
1
2
,
9
0
8
$
-
$
-
$
-
$ -$ 23,512,908 $ -$
T-
0
2
(
1
)
Re
p
l
a
c
e
m
e
n
t
o
f
A
l
l
O
G
W
S
T
r
a
n
s
m
i
s
s
i
o
n
M
a
i
n
S
e
c
t
i
o
n
s
Ot
h
e
r
T
h
a
n
S
e
c
t
i
o
n
"
s
"
9
8
,
3
6
2
,
1
8
2
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$
-
$ -$ -$ 98,362,182 $
BP
-
0
1
Bo
o
s
t
e
r
P
u
m
p
S
y
s
t
e
m
s
Mo
r
g
a
n
H
i
l
l
B
o
o
s
t
e
r
S
t
a
t
i
o
n
U
p
g
r
a
d
e
s
2
2
6
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 226,000 $
BP
-
0
2
S
o
u
t
h
G
l
e
n
C
o
v
e
B
o
o
s
t
e
r
S
t
a
t
i
o
n
2
0
0
,
0
0
0
$
-
-
-
-
-
-
-
-
-
-
-
$ 200,000 $
85
,
3
6
8
$
9
5
,
5
0
8
$
1
0
6
,
2
6
0
$
1
3
5
,
8
4
0
$
1
3
5
,
8
4
0
$
2
3
,
6
4
8
,
7
4
8
$
1
6
1
,
5
4
4
$
1
6
1
,
5
4
4
$
1
6
1
,
5
4
4
$ 161,544 $ 24,853,740 $ 110,632,350 $
WU
E
-
0
1
NO
N
-
C
A
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
Wa
t
e
r
U
s
e
E
f
f
i
c
i
e
n
c
y
P
r
o
g
r
a
m
P
r
o
m
o
t
i
o
n
3
0
,
0
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$
1
,
5
0
0
$ 1,500 $ 15,000 $ 15,000 $
WS
P
-
0
1
W
a
t
e
r
S
y
s
t
e
m
P
l
a
n
U
p
d
a
t
e
2
2
0
,
0
0
0
$
-
-
-
-
-
-
-
-
5
0
,
0
0
0
$ 60,000 $ 110,000 $ 110,000 $
M-
0
1
AC
W
a
t
e
r
M
a
i
n
R
e
p
l
a
c
e
m
e
n
t
(
A
n
n
u
a
l
)
1
,
4
0
0
,
0
0
0
$
6
3
,
0
0
0
$
5
8
,
0
0
0
$
5
2
,
0
0
0
$
2
8
,
0
0
0
$
3
4
,
0
0
0
$
3
9
,
0
0
0
$
2
0
,
0
0
0
$
2
6
,
0
0
0
$
-
$ -$ 320,000 $ 320,000 $
64
,
5
0
0
$
5
9
,
5
0
0
$
5
3
,
5
0
0
$
2
9
,
5
0
0
$
3
5
,
5
0
0
$
4
0
,
5
0
0
$
2
1
,
5
0
0
$
2
7
,
5
0
0
$
5
1
,
5
0
0
$ 61,500 $ 445,000 $ 445,000 $
OP
E
R
A
T
I
O
N
A
N
D
M
A
I
N
T
E
N
A
N
C
E
(
O
&
M
)
Le
a
k
D
e
t
e
c
t
i
o
n
(
A
n
n
u
a
l
)
M-
0
3
(
3
)
W
a
t
e
r
M
e
t
e
r
R
e
p
l
a
c
e
m
e
n
t
(
A
n
n
u
a
l
)
3
6
0
,
0
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
1
2
,
5
0
0
$
2
,
0
0
0
$ -$ 102,000 $ 102,000 $
20
,
0
0
0
$
2
0
,
0
0
0
$
2
0
,
0
0
0
$
2
0
,
0
0
0
$
2
0
,
0
0
0
$
2
0
,
0
0
0
$
2
0
,
0
0
0
$
2
0
,
0
0
0
$
2
,
0
0
0
$ -$ 162,000 $ 162,000 $
16
9
,
8
6
8
$
1
7
5
,
0
0
8
$
1
7
9
,
7
6
0
$
1
8
5
,
3
4
0
$
1
9
1
,
3
4
0
$
2
3
,
7
0
9
,
2
4
8
$
2
0
3
,
0
4
4
$
2
0
9
,
0
4
4
$
2
1
5
,
0
4
4
$ 223,044 $ 25,460,740 $ 111,239,350 $
(1
)
C
o
s
t
s
i
n
f
l
a
t
e
d
t
o
2
0
1
7
d
o
l
l
a
r
s
f
r
o
m
2
0
1
5
d
o
l
l
a
r
s
b
y
m
u
l
t
i
p
l
y
i
n
g
c
o
s
t
s
a
s
s
h
o
w
n
i
n
A
p
p
e
n
d
i
x
T
b
y
t
h
e
r
a
t
i
o
o
f
t
h
e
a
v
e
r
a
g
e
E
n
g
i
n
e
e
r
i
n
g
N
e
w
s
R
e
c
o
r
d
C
o
n
s
tr
u
c
t
i
o
n
C
o
s
t
I
n
d
e
x
f
o
r
2
0
1
7
t
o
t
h
a
t
f
o
r
2
0
1
5
(
1
0
,
7
37 / 10,035 = 1.07 multiplier).
(2
)
L
e
a
k
D
e
t
e
c
t
i
o
n
i
s
n
o
t
i
n
c
l
u
d
e
d
i
n
t
h
e
N
o
n
-
C
a
p
i
t
al
I
m
p
r
o
v
e
m
e
n
t
S
u
b
t
o
t
a
l
,
i
t
i
s
c
o
v
e
r
e
d
s
e
p
a
r
a
t
e
l
y
i
n
t
h
e
O
p
e
r
a
t
i
o
n
s
a
n
d
M
a
i
n
t
a
n
e
n
c
e
b
u
d
g
e
t
.
T
h
e
c
o
s
t
sh
o
w
n
i
n
t
h
e
t
a
b
l
e
i
s
j
u
s
t
s
h
o
w
n
t
o
d
e
m
o
n
s
t
r
a
t
e
t
h
a
t these projects are funded.
(3
)
W
a
t
e
r
M
a
i
n
R
e
p
l
a
c
e
m
e
n
t
i
s
n
o
t
i
n
c
l
u
d
e
d
i
n
t
h
e
N
on
-
C
a
p
i
t
a
l
I
m
p
r
o
v
e
m
e
n
t
S
u
b
t
o
t
a
l
,
i
t
i
s
c
o
v
e
r
e
d
s
e
p
a
ra
t
e
l
y
i
n
t
h
e
O
p
e
r
a
t
i
o
n
s
a
n
d
M
a
i
n
t
a
n
e
n
c
e
b
u
d
g
e
t
.
T
he
c
o
s
t
s
h
o
w
n
i
n
t
h
e
t
a
b
l
e
i
s
j
u
s
t
s
h
o
w
n
t
o
d
e
m
o
n
s
t
rate that these projects are funded.
SU
B
T
O
T
A
L
,
C
A
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
Pr
o
j
e
c
t
I
D
D
e
s
c
r
i
p
t
i
o
n
To
t
a
l
P
r
o
j
e
c
t
Co
s
t
(
$
2
0
1
7
)
Totals ($2017)
SU
B
T
O
T
A
L
,
N
O
N
-
C
A
P
I
T
A
L
I
M
P
R
O
V
E
M
E
N
T
S
M-
0
2
(
2
)
20
0
,
0
0
0
$
7
,
5
0
0
$
7
,
5
0
0
$
-$ 60,000 $ 60,000 $
SU
B
T
O
T
A
L
,
O
P
E
R
A
T
I
O
N
A
N
D
M
A
I
N
T
E
N
A
N
C
E
TO
T
A
L
C
A
P
I
T
A
L
,
N
O
N
-
C
A
P
I
T
A
L
,
O
&
M
I
M
P
R
O
V
E
M
E
N
T
S
7,5
0
0
$
7
,
5
0
0
$
7
,
5
0
0
$
7
,
5
0
0
$
7
,
5
0
0
$
-
$
7,
5
0
0
$
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 9-17
Water System Plan August 2018
FUND BALANCE SUMMARY
The City operates a number of funds to finance operations, construction and a debt
sinking fund. Table 9-7 provides a historical summary of those funds. Table 9-14 shows
the projected fund balances for the 10-year planning period following the implementation
of the rate adjustment.
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
9-
1
8
City of Port Townsend
Ju
l
y
2
0
1
9
Water System Plan
TA
B
L
E
9
-
1
4
Pr
o
j
e
c
t
e
d
F
u
n
d
B
a
l
a
n
c
e
s
f
o
l
l
o
w
i
n
g
I
m
p
l
e
m
e
n
t
a
t
i
o
n
o
f
R
a
t
e
A
d
j
u
s
t
m
e
n
t
Fu
n
d
S
u
m
m
a
r
y
20
1
9
20
2
0
20
2
1
20
2
2
20
2
3
20
2
4
20
2
5
20
2
6
2027 2028
Op
e
r
a
t
i
n
g
F
u
n
d
(
F
u
n
d
4
1
1
)
En
d
B
a
l
a
n
c
e
$
5
5
1
,
9
2
6
$
5
8
1
,
0
1
0
$
6
1
5
,
1
1
6
$
6
5
5
,
3
6
2
$
7
0
1,
4
2
4
$
7
5
3
,
0
6
5
$
8
0
9
,
9
7
9
$
8
7
1
,
7
7
9
$
9
3
7
,
9
9
0
$
1
,
0
0
8
,
0
3
8
Da
y
s
o
f
O
p
e
r
a
t
i
n
g
Ex
p
e
n
s
e
s
68
D
a
y
s
7
0
D
a
y
s
7
2
D
a
y
s
7
4
D
a
y
s
7
7
D
a
y
s
8
0
D
a
y
s
8
4
Da
y
s
8
8
D
a
y
s
9
1
D
a
y
s
9
5
D
a
y
s
Sy
s
t
e
m
D
e
v
e
l
o
p
m
e
n
t
C
h
a
r
g
e
F
u
n
d
(
F
u
n
d
1
9
5
)
Be
g
i
n
n
i
n
g
B
a
l
a
n
c
e
$
3
3
0
,
7
5
5
$
5
3
2
,
1
9
0
$
7
3
7
,
6
2
0
$
9
4
7
,
1
05
$
1
,
1
6
0
,
7
0
6
$
1
,
3
7
8
,
4
8
5
$
1
,
6
0
0
,
5
0
3
$
1
,
8
2
6
,
8
2
4
$
2
,
0
57,511 $2,292,629
In
t
e
r
e
s
t
E
a
r
n
i
n
g
s
$
3
,
3
0
8
$
5
,
3
2
2
$
7
,
3
7
6
$
9
,
4
7
1
$
1
1
,
6
07
$
1
3
,
7
8
5
$
1
6
,
0
0
5
$
1
8
,
2
6
8
$
2
0
,
5
7
5
$
2
2
,
9
2
6
SD
C
R
e
v
e
n
u
e
s
$
1
9
8
,
1
2
7
$
2
0
0
,
1
0
8
$
2
0
2
,
1
0
9
$
2
0
4
,
1
3
0
$
2
06
,
1
7
2
$
2
0
8
,
2
3
3
$
2
1
0
,
3
1
6
$
2
1
2
,
4
1
9
$
2
1
4
,
5
4
3
$
2
1
6
,
6
8
8
En
d
i
n
g
B
a
l
a
n
c
e
$
5
3
2
,
1
9
0
$
7
3
7
,
6
2
0
$
9
4
7
,
1
0
5
$
1
,
1
6
0
,
7
0
6
$
1
,
3
7
8
,
4
8
5
$
1
,
6
0
0
,
5
0
3
$
1
,
8
2
6
,
8
2
4
$
2
,
0
5
7
,
5
1
1
$
2
,
2
9
2,629 $2,532,243
Co
n
s
t
r
u
c
t
i
o
n
F
u
n
d
(
F
u
n
d
4
1
5
)
Be
g
i
n
n
i
n
g
B
a
l
a
n
c
e
$
7
7
8
,
4
0
6
$
6
4
5
,
2
0
4
$
6
1
9
,
3
4
8
$
6
7
4
,
4
15
$
7
2
6
,
3
5
3
$
7
7
4
,
9
8
2
$
8
2
0
,
1
1
8
$
8
6
1
,
5
6
9
$
8
9
9
,
1
3
7
$
9
3
2,617
In
t
e
r
e
s
t
E
a
r
n
i
n
g
s
$
7
,
7
8
4
$
6
,
4
5
2
$
6
,
1
9
3
$
6
,
7
4
4
$
7
,
2
6
4
$
7
,
7
5
0
$
8
,
2
0
1
$
8
,
6
1
6
$
8
,
9
9
1
$
9
,
3
2
6
Tr
a
n
s
f
e
r
f
r
o
m
O
p
e
r
a
t
i
n
g
Fu
n
d
$5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
Ca
p
i
t
a
l
C
o
s
t
o
f
S
u
r
c
h
a
r
g
e
Re
v
e
n
u
e
$1
7
8
,
7
5
7
$
1
8
0
,
5
4
5
$
1
8
2
,
3
5
0
$
1
8
4
,
1
7
4
$
1
8
6
,
0
1
5
$
1
8
7
,
8
76
$
1
8
9
,
7
5
4
$
1
9
1
,
6
5
2
$
1
9
3
,
5
6
8
$
1
9
5
,
5
0
4
Pr
o
j
e
c
t
e
d
C
a
p
i
t
a
l
Ex
p
e
n
s
e
s
(1
)
($
1
6
9
,
8
6
8
)
(
$
1
7
5
,
0
0
8
)
(
$
1
7
9
,
7
6
0
)
(
$
1
8
5
,
3
4
0
)
(
$
1
9
1
,
3
40
)
(
$
1
9
6
,
3
4
0
)
(
$
2
0
3
,
0
4
4
)
(
$
2
0
9
,
0
4
4
)
(
$
2
1
5
,
0
4
4
)
(
$
2
23,044)
Le
s
s
:
G
e
n
e
r
a
l
F
u
n
d
O
/
H
Ch
a
r
g
e
s
($
2
0
0
,
0
0
0
)
(
$
8
8
,
0
1
6
)
$
3
,
3
9
7
$
3
,
5
0
0
$
3
,
5
9
5
$
3
,
7
0
7
$
3
,
8
2
7
$
3
,
9
2
7
$
4
,
0
6
1
$
4
,
1
8
1
En
d
i
n
g
B
a
l
a
n
c
e
$
6
4
5
,
0
7
9
$
6
1
9
,
1
7
7
$
6
8
1
,
5
2
8
$
7
3
3
,
4
93
$
7
8
1
,
8
8
7
$
8
2
7
,
9
7
5
$
8
6
8
,
8
5
6
$
9
0
6
,
7
2
0
$
9
4
0
,
7
1
3 $968,584
OG
W
S
T
r
a
n
s
m
i
s
s
i
o
n
L
i
n
e
F
u
n
d
(
F
u
n
d
4
1
7
)
Be
g
i
n
n
i
n
g
B
a
l
a
n
c
e
$
1
0
0
,
0
0
0
$
8
5
,
9
5
7
$
7
7
,
6
0
6
$
6
9
,
3
03
$
6
1
,
0
4
8
$
5
2
,
8
4
2
$
4
4
,
6
8
6
$
3
6
,
5
7
9
$
2
8
,
5
2
4
$
2
0,519
In
t
e
r
e
s
t
E
a
r
n
i
n
g
s
$
1
,
0
0
0
$
8
6
0
$
7
7
6
$
6
9
3
$
6
1
0
$
52
8
$
4
4
7
$
3
6
6
$
2
8
5
$
2
0
5
Op
e
r
a
t
i
n
g
T
r
a
n
s
f
e
r
s
I
n
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
50
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$
5
0
,
0
0
0
$50,000
G/
F
A
d
m
i
n
a
n
d
O
/
H
Ch
a
r
g
e
s
($
1
0
,
7
0
0
)
(
$
5
,
0
0
0
)
(
$
5
,
0
0
0
)
(
$
5
,
0
0
0
)
(
$
5
,
0
0
0
)
(
$
5
,
0
00
)
(
$
5
,
0
0
0
)
(
$
5
,
0
0
0
)
(
$
5
,
0
0
0
)
(
$
5
,
0
0
0
)
De
b
t
R
e
p
a
y
m
e
n
t
(2
)
($
5
4
,
3
4
3
)
(
$
5
4
,
2
1
1
)
(
$
5
4
,
0
7
9
)
(
$
5
3
,
9
4
8
)
(
$
5
3
,
8
1
6
)
(
$5
3
,
6
8
5
)
(
$
5
3
,
5
5
3
)
(
$
5
3
,
4
2
1
)
(
$
5
3
,
2
9
0
)
(
$
5
3
,
1
5
8
)
En
d
i
n
g
B
a
l
a
n
c
e
$
8
5
,
9
5
7
$
7
7
,
6
0
6
$
6
9
,
3
0
3
$
6
1
,
0
4
8
$5
2
,
8
4
2
$
4
4
,
6
8
5
$
3
6
,
5
8
0
$
2
8
,
5
2
4
$
2
0
,
5
1
9
$
1
2
,
5
6
6
Gr
a
y
&
O
s
b
o
r
n
e
,
I
n
c
.
,
C
o
n
s
u
l
t
i
n
g
E
n
g
i
n
e
e
r
s
Ci
t
y
o
f
P
o
r
t
T
o
w
n
s
e
n
d
9-19
Wa
t
e
r
S
y
s
t
e
m
P
l
a
n
July 2019
TA
B
L
E
9
-
1
4
–
(
c
o
n
t
i
n
u
e
d
)
Pr
o
j
e
c
t
e
d
F
u
n
d
B
a
l
a
n
c
e
s
f
o
l
l
o
w
i
n
g
I
m
p
l
e
m
e
n
t
a
t
i
o
n
o
f
R
a
t
e
A
d
j
u
s
t
m
e
n
t
Fu
n
d
S
u
m
m
a
r
y
20
1
9
20
2
0
20
2
1
20
2
2
20
2
3
20
2
4
20
2
5
20
2
6
2027 2028
De
b
t
S
i
n
k
i
n
g
F
u
n
d
(
F
u
n
d
4
3
0
)
Be
g
i
n
n
i
n
g
B
a
l
a
n
c
e
$
1
,
8
6
8
,
5
6
9
$
1
,
3
8
8
,
5
7
4
$
1
,
2
0
6
,
1
2
8
$1
,
0
4
2
,
7
1
2
$
8
9
8
,
6
2
8
$
8
4
0
,
7
9
0
$
8
0
3
,
3
3
9
$
7
8
6
,
4
9
9
$
7
9
0
,595 $815,955
In
t
e
r
e
s
t
E
a
r
n
i
n
g
s
$
1
8
,
6
8
6
$
1
3
,
8
8
6
$
1
2
,
0
6
1
$
1
0
,
4
2
7
$
8,
9
8
6
$
8
,
4
0
8
$
8
,
0
3
3
$
7
,
8
6
5
$
7
,
9
0
6
$
8
,
1
6
0
Wa
t
e
r
C
a
p
i
t
a
l
S
u
r
c
h
a
r
g
e
Re
v
e
n
u
e
$1
,
0
1
2
,
9
5
7
$
1
,
1
4
3
,
4
5
0
$
1
,
1
5
4
,
8
8
5
$
1
,
1
6
6
,
4
3
4
$
1
,
1
7
8
,
09
8
$
1
,
1
8
9
,
8
7
9
$
1
,
2
0
1
,
7
7
8
$
1
,
2
1
3
,
7
9
5
$
1
,
2
2
5
,
9
3
3
$
1
,
238,193
De
b
t
S
e
r
v
i
c
e
(
$
1
,
5
1
1
,
6
3
8
)
($
1
,
3
3
9
,
7
8
2
)
($
1
,
3
3
0
,
3
6
2
)
($
1
,
3
2
0
,
9
4
4
)
($
1
,
2
4
4
,
9
2
2
)
($
1
,
2
3
5
,
7
3
8
)
($
1
,
2
2
6
,
6
5
1
)
($
1
,
2
1
7
,
5
6
4
)
($1,208,479) ($1,199,393)
En
d
i
n
g
B
a
l
a
n
c
e
$
1
,
3
8
8
,
5
7
4
$
1
,
2
0
6
,
1
2
8
$
1
,
0
4
2
,
7
1
2
$
8
9
8,
6
2
8
$
8
4
0
,
7
9
0
$
8
0
3
,
3
3
9
$
7
8
6
,
4
9
9
$
7
9
0
,
5
9
5
$
8
1
5
,
9
5
5
$862,914
(1
)
Pr
o
j
e
c
t
e
d
C
a
p
i
t
a
l
E
x
p
e
n
s
e
s
a
r
e
f
r
o
m
T
a
b
l
e
9
-
1
3
,
T
o
t
al
C
a
p
i
t
a
l
,
N
o
n
-
C
a
p
i
t
a
l
,
O
&
M
I
m
p
r
o
v
e
m
e
n
t
s
.
(2
)
De
b
t
R
e
p
a
y
m
e
n
t
i
s
f
o
r
P
r
i
n
c
i
p
a
l
a
n
d
I
n
t
e
r
e
s
t
P
a
y
m
e
n
t
f
o
r
t
h
e
2
0
1
2
C
i
t
y
L
a
k
e
R
e
p
a
i
r
(
P
C
1
2
-
9
5
1
-
0
6
0
)
.
Gray & Osborne, Inc., Consulting Engineers
9-20 City of Port Townsend
July 2019 Water System Plan
FINANCIAL VIABILITY
According to the Department of Health, the financial health of a utility may be judged by
employing the following four financial viability tests:
(1) Revenues minus Expenses 0
(2) Operating Cash Reserve 1/8 x Annual Operating Expenses
(3) Emergency Reserves Cost of the Most Vulnerable Facility
(4) Rates 1.5 percent of Median Household Income (MHI)
(1) The first Financial Viability test is that revenues minus operating expenses must
be greater than or equal to zero. From Table 9-12 it can be seen that revenues
exceed expenses every year with approved rate adjustment.
(2) The second Financial Viability test is that operating cash reserves must be greater
than one eighth of annual operating expenses. According to the DOH Financial
Viability Manual, operating expenses do not include debt or capital costs. From
Table 9-14, it can be seen that the City is maintaining a minimum of 60 days of
operating expenses each year over the entire planning period. This is calculated
by dividing the annual Operation and Maintenance Expenses by the Ending
Operating Reserve Balance then multiplying by 365 days.
(3) The third Financial Viability test requires the water utility to have an emergency
reserve equal to the cost of replacing the system’s most vulnerable facility. The
City’s insurance covers the replacement of above-ground facilities. Therefore, the
most vulnerable facility that the utility would have to fund would be repairing a
major water main break. From Table 9-14, with the proposed capital
improvements and rate adjustments, the ending balance of the construction fund
never drops below $600,000 for the 10-year planning period. The cost for a major
water main repair is generally below $20,000. Therefore, the utility has the
resources available to replace the system’s most vulnerable facility.
(4) The fourth Financial Viability test is that water utility rates should not exceed
1.5 percent of Median Household Income (MHI) for utility service area.
According to FCS rate study, the MHI for the City of Port Townsend was $43,494
per year. One and one half percent of the MHI is $54.37 per month. The City
water rates are shown in Table 9-1 and projected rates in Table 9-11. Even with
the implemented increases in water rates, the average water bill without the
capital surcharge is less than the recommended maximum of 1.5 percent of the
MHI. Therefore, the City’s projected water rates meet the fourth financial
viability test.
Gray & Osborne, Inc., Consulting Engineers
City of Port Townsend 9-21
Water System Plan July 2019
RATE STRUCTURE ANALYSIS
The FCS Group conducted an extensive rate structure analysis that is included in
Appendix T as part of this Water System Plan.
CONCLUSIONS AND RECOMMENDATIONS
Based on our review of the City’s water utility finances and planned capital
improvements, the rate structure with the implemented 3.0 percent annual rate increase
starting in 2019 is sufficient to fund operations and planned capital improvements,
excluding OGWS replacement funding in the immediate future, over the entire planning
period.
APPENDIX A
CITY OF PORT TOWNSEND WATER FACILITIES
INVENTORY (WFI) AUGUST 2018
SANITARY SURVEY REPORT (2017)
APPENDIX B
WATER RIGHTS
PRELIMINARY WELL PERMIT FOR PORT TOWNSEND
GOLF COURSE
WATER RIGHTS SELF-ASSESSMENT
APPENDIX C
NOTICE TO WSDOH AND ECOLOGY OF INTERTIE USE
PORT TOWNSEND PAPER COMPANY (PTPC) WATER
USE AGREEMENT
ORDINANCE NO. 2777 (BETWEEN PORT TOWNSEND
AND JEFFERSON CO. PUD)
APPENDIX D
LAND USE AND ZONING DESCRIPTIONS
APPENDIX E
WATER SYSTEM POLICIES
PORT TOWNSEND MUNICIPAL CODE (PTMC) TITLES
13.03 SYSTEM DEVELOPMENT CHARGES, 13.04
UTILITY LATECOMER AGREEMENTS, 13.05 UTILITY
FEES, 13.11 GENERAL PROVISIONS, 13.12 WATER
SERVICE AND RESERVATION SYSTEM OUTSIDE OF
CITY, 13.13 WATER SERVICE CONNECTIONS, 13.14
WATER MAIN EXTENSIONS, REPLACEMENTS,
IMPROVEMENTS, 13.15 WATER SERVICE TURN-ONS
AND SHUT-OFFS, 13.16 WATER METERS, AND 13.17
CROSS CONNECTIONS
APPENDIX F
DUTY TO SERVICE REQUIREMENT
COMPLAINT PROCEDURE
APPENDIX G
PORT TOWNSEND DEVELOPMENT STANDARDS
APPENDIX H
CROSS-CONNECTION CONTROL PROGRAM
CROSS-CONNECTION CONTROL ASSEMBLY TEST
STATUS
CROSS-CONNECTION CONTROL ASSEMBLY TESTS
SCHEDULED TEST NOTICE – SAMPLE LETTER
APPENDIX I
CONSUMER CONFIDENCE REPORT (2018)
APPENDIX J
SUMMARY OF WATER QUALITY REGULATIONS
WATER QUALITY EXCEEDANCES/STAGE 2 DBP
MONITORING
WATER QUALITY MONITORING SCHEDULE
DRAFT RULE CHANGES REVISED TOTAL COLIFORM
RULE
APPENDIX K
CRYPTOSPORIDIUM MONITORING PLAN
DBP SAMPLE MONITORING PLAN
COLIFORM MONITORING PLAN
APPENDIX L
HYDRAULIC MODELING RESULTS
IS INCLUDED IN A SEPARATE BINDER LABELED:
VOLUME II
APPENDIX M
EXAMPLE MAINTENANCE AND MONITORING FORMS
ORCAA RULE 6.3.4 – DISPOSAL OF ASBESTOS
CONTAINING WASTE MATERIAL
APPENDIX N
LONG TERM 2 ENHANCED SURFACE WATER
TREATMENT COMPLIANCE PROJECT
UNITED STATES FOREST SERVICE (USFS)
AGREEMENT
APPENDIX O
OLYMPIC GRAVITY WATER SYSTEM (OGWS)
OPERATIONS MANUAL
EMERGENCY CONTACT INFORMATION
APPENDIX P
SUGGESTED BOIL WATER NOTICE
APPENDIX Q
DETAILED COST ANALYSES
(CAPITAL IMPROVEMENT PLAN)
APPENDIX R
SEPA ENVIRONMENTAL CHECKLIST
ANNOTATED SEPA CHECKLIST
2018 WSP COVER – EXHIBIT B
2018 WSP THRESHOLD DNS NOTICE
APPENDIX S
PORT TOWNSEND CYANOTOXIN TREATMENT
PROTOCOL SEPTEMBER 2017
APPENDIX T
OGWS OPC – REPLACEMENT COST BY SEGMENT