A
ttachment A
2026 Water Master Plan
Update
2026 Water
Master Plan
Update
JULY 2026
2026 Water Master
Plan Update
JULY 2026 CITY OF VICTORVILLE
CITY OF VICTORVILLE
2026 Water Master Plan
Update
JULY 2026
Prepared by Water Systems Consulting, Inc
ACKNOWLEDGEMENTS
The 2026 Water Master Plan Update was prepared by Water Systems Consulting, Inc. The primary authors are listed below.
Laine Carlson, PE
Patricia Parks, PE
Ariana Lopez
Sydney Santos, PE
Corinne Watson, EIT
Spencer Waterman
Water Systems Consulting, Inc. would like to acknowledge the significant contributions of City of Victorville. The primary contributors are listed below.
Doug Mathews
Daniel Best
Fredy A. Bonilla, PE
Victor Fajardo, PE
Dennis Lee, PE
Sam Arvizu
Norma Armenta
Arnold Villareal
Tom Porter
Darren Hill
Marc Betts
Melissa Krejckant
Anne Darroch
Sylvia Severson
Table of Contents
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TABLE OF CONTENTS
1.0 Introduction ..................................................................................................................... 1-1
1.1 Purpose ....................................................................................................................... 1-2
1.2 2026 Supervisory Control and Data Acquisition (SCADA) Master Plan ...................... 1-2
1.3 Relationship to Other Documents ................................................................................ 1-3
1.4 Background ................................................................................................................. 1-4
2.0 Existing Water System Facilities ..................................................................................... 2-1
2.1 Overview ...................................................................................................................... 2-2
2.2 Pressure Zones ........................................................................................................... 2-2
2.3 Supply Sources ........................................................................................................... 2-4
2.4 Water Treatment ........................................................................................................ 2-11
2.5 Storage ...................................................................................................................... 2-13
2.6 Booster Pump Stations .............................................................................................. 2-15
2.7 Pressure Reducing Valve Stations ............................................................................ 2-15
2.8 Backup Power ........................................................................................................... 2-19
2.9 Transmission and Distribution Pipelines .................................................................... 2-19
2.10 Existing System Summary ..................................................................................... 2-23
3.0 Evaluation Criteria ........................................................................................................... 3-1
3.1 Supply Reliability ......................................................................................................... 3-1
3.2 System Pressure ......................................................................................................... 3-2
3.3 Required Fire Flow ...................................................................................................... 3-3
3.4 Storage Volume ........................................................................................................... 3-3
3.5 Distribution Pipelines ................................................................................................... 3-4
3.6 Booster Pump Station Capacity ................................................................................... 3-6
3.7 Power Reliability .......................................................................................................... 3-7
4.0 Demand Analysis ............................................................................................................ 4-1
4.1 Water Demand Analysis .............................................................................................. 4-2
4.2 Water Use Efficiency ................................................................................................. 4-13
5.0 Hydraulic Model .............................................................................................................. 5-1
5.1 Overview of Model ....................................................................................................... 5-2
5.2 Hydraulic Model Updates ............................................................................................ 5-2
6.0 Water System Analysis ................................................................................................... 6-1
6.1 Supply Analysis ........................................................................................................... 6-2 Table of Contents
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6.2 Storage Analysis .......................................................................................................... 6-4
6.3 Pump Station Analysis ................................................................................................. 6-5
6.4 Power Analysis ............................................................................................................ 6-6
6.5 Hydraulic Analysis Methodology .................................................................................. 6-8
6.6 System Hydraulic Analysis .......................................................................................... 6-9
6.7 System Improvement Recommendations .................................................................. 6-11
7.0 Rehabilitation and Replacement Plan ............................................................................. 7-1
7.1 Background and Purpose ............................................................................................ 7-2
7.2 Pipelines ...................................................................................................................... 7-5
7.3 Pressure Reducing Valves .......................................................................................... 7-8
7.4 Wells .......................................................................................................................... 7-10
7.5 Booster Pump Stations .............................................................................................. 7-15
7.6 Arsenic Treatment Plants .......................................................................................... 7-18
7.7 Generator .................................................................................................................. 7-19
7.8 Storage Reservoir ...................................................................................................... 7-20
7.9 Water Meters and Service Lines ............................................................................... 7-26
7.10 Site Security Upgrades .......................................................................................... 7-28
8.0 Regulatory Analysis ........................................................................................................ 8-1
8.1 Chromium-6 Maximum Contaminant Level ................................................................. 8-2
8.2 1,2,3 - Trichloroprone Maximum Contaminant Level ................................................... 8-3
8.3 Perchlorate Maximum Contaminant Level ................................................................... 8-3
8.4 Per- and Polyfluoroalkyl Substances (PFAS) .............................................................. 8-3
9.0 Ten Year Project Plan ..................................................................................................... 9-1
9.1 Cost Estimating Basis and Assumptions ..................................................................... 9-2
9.2 Ten-Year Project Plan ................................................................................................. 9-3 References
Appendix A Hydraulic Profile by Pressure Zone
Appendix B Large Scale System Improvements Map
Appendix C New Pressure Zone Evaluation Technical Memorandum Appendix D Tank Inspection Reports
Appendix E 2026 SCADA Master Plan (Confidential)
List of Figures
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LIST OF FIGURES
Figure 1-1. District Location Map ............................................................................................... 1-5 Figure 1-2. Historical and Projected Population ......................................................................... 1-9 Figure 2-1. District Pressure Zones ........................................................................................... 2-3 Figure 2-2. District Well Locations ............................................................................................. 2-6 Figure 2-3. Existing System Facilities Map .............................................................................. 2-25 Figure 2-4. Hydraulic Profile .................................................................................................... 2-26 Figure 4-1. Proposed Projects, Northern Portion of System ...................................................... 4-9 Figure 4-2. Proposed Projects, Southern Portion of System ................................................... 4-10 Figure 4-3. Conservation Progress and SBx7-7 Compliance .................................................. 4-13 Figure 4-4: 2024 Parcel Demands ........................................................................................... 4-15 Figure 4-5: 2024 Residential Parcel Demand .......................................................................... 4-16 Figure 4-6. Projected UWUO Demand & Historic Baseline Demand ....................................... 4-18 Figure 6-1. Existing System with Current Deficiencies ............................................................ 6-10 Figure 6-2. 2035 System with Proposed Projects (Northern Portion of System) ..................... 6-16 Figure 6-3. 2035 System with Proposed Projects (Southern Portion of System)..................... 6-17 Figure 7-1: Pipeline Composition by Material ............................................................................ 7-6 Figure 7-2: Pipeline Composition by Age ................................................................................... 7-6 Figure 7-3. Pipeline Replacement by Year ................................................................................ 7-8 Figure 9-1. Project Costs by Project Type (in Future Year Dollars) ........................................... 9-4 Figure 9-2. Recommended Improvement Areas (Northern Portion of System) ......................... 9-6 Figure 9-3. Recommended Improvement Areas (Southern Portion of System) ......................... 9-7 List of Tables
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LIST OF TABLES
Table 1-1. Timeline of District .................................................................................................... 1-6 Table 1-2. Historical Climate Data ............................................................................................. 1-7 Table 1-3. Historical, Current and Projected Population and Growth Rate ................................ 1-9 Table 2-1. Pressure Zone Summary .......................................................................................... 2-2 Table 2-2. Groundwater Well Summary ..................................................................................... 2-7 Table 2-3. Treatment Facilities ................................................................................................ 2-12 Table 2-4. Storage Summary ................................................................................................... 2-14 Table 2-5. BPS Summary ........................................................................................................ 2-16 Table 2-6. PRV Summary ........................................................................................................ 2-17 Table 2-7. Generator Summary ............................................................................................... 2-19 Table 2-8. Pipe Material Abbreviations .................................................................................... 2-20 Table 2-9. Distribution Pipe Material ........................................................................................ 2-22 Table 2-10. Distribution Pipe Diameter .................................................................................... 2-22 Table 2-11. Distribution Pipe Install Year ................................................................................. 2-23 Table 2-12. Water System Facilities Summary ........................................................................ 2-24 Table 3-1. Supply Reliability Evaluation Criteria ........................................................................ 3-1 Table 3-2. System Pressure Evaluation Criteria ........................................................................ 3-2 Table 3-3. Fire Flow Requirements ............................................................................................ 3-3 Table 3-4. Storage Evaluation Criteria ....................................................................................... 3-4 Table 3-5. Velocity and Headloss Evaluation Criteria ................................................................ 3-5 Table 3-6. Proposed Pipeline Velocity Ranges .......................................................................... 3-5 Table 3-7. Pumping Capacity Evaluation Criteria ...................................................................... 3-6 Table 4-1. Historical Connections by Use Type ......................................................................... 4-2 Table 4-2. Historical Water Demand by Use Type, AFY ............................................................ 4-2 Table 4-3. Connection Growth Assumptions by Use Type ........................................................ 4-4 Table 4-4. Projected Potable Demand, AFY .............................................................................. 4-5 List of Tables
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Table 4-5. Existing and Future MDD By Pressure Zone ............................................................ 4-6 Table 4-6. Projects Included in 2035 Demand Scenario ............................................................ 4-7 Table 4-7. System Peaking Factors ......................................................................................... 4-11 Table 4-8. 2024 Demands by Pressure Zone .......................................................................... 4-11 Table 4-9. 2035 Demands by Pressure Zone .......................................................................... 4-11 Table 4-10. Water Demand Factors ......................................................................................... 4-12 Table 4-11. Projected UWUO Demands for Existing & Future Customers .............................. 4-19 Table 5-1. Model Scenarios ....................................................................................................... 5-3 Table 6-1. Supply Capacity vs. Demand .................................................................................... 6-2 Table 6-2. Pressure Zone Water Balance .................................................................................. 6-3 Table 6-3. Existing System Storage Analysis ............................................................................ 6-4 Table 6-4. 2035 Storage Analysis .............................................................................................. 6-5 Table 6-5. Pump Capacity for Zone Supply Reliability ............................................................... 6-6 Table 6-6. Total Production Capacity Supported by Backup Power .......................................... 6-7 Table 6-7. Generator Capacity Comparison and Needs ............................................................ 6-7 Table 6-8. Facilities Status for System Analysis ........................................................................ 6-8 Table 6-9. 2035 Demands After Rezoning Projects are Complete .......................................... 6-13 Table 7-1. Estimated Life for Potable Water System Facilities .................................................. 7-3 Table 7-2. Asset Condition Grading Scale and Definitions ........................................................ 7-4 Table 7-3. Estimated Useful Service Life for Pipelines by Material ........................................... 7-5 Table 7-4. PRV Condition Assessment Summary ..................................................................... 7-9 Table 7-5. Well Condition Assessment Summary .................................................................... 7-11 Table 7-6. Well R&R Categories and Costs ............................................................................. 7-12 Table 7-7. Well Rehabilitation Prioritization and Projected Costs ............................................ 7-13 Table 7-8. Booster Pump Station Condition Assessment ........................................................ 7-16 Table 7-9. Booster Station Rehabilitation Prioritization and Projected Costs .......................... 7-17 Table 7-10. Arsenic Treatment Plant Condition Assessment Summary .................................. 7-18 Table 7-11. Generator Condition Assessment Summary ........................................................ 7-19 Table 7-12. Reservoir Condition Grading Scale and Definitions .............................................. 7-20 Table 7-13. Reservoir Condition Grading Scale and Definitions .............................................. 7-21 List of Tables
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Table 7-14. Reservoir Condition Assessment Summary ......................................................... 7-22 Table 7-15. Storage Reservoir Rehabilitation Prioritization and Projected Costs .................... 7-24 Table 7-16. Site Security Upgrade Cost by Size Classification ............................................... 7-28 Table 7-17. Site Security Upgrades Prioritization and Projected Costs ................................... 7-29 Table 9-1. Summary of Project Costs by Project Type (in Future Year Dollars) ........................ 9-5 Table 9-2. 2026 WMP 10-Year Project Plan .............................................................................. 9-8
Acronyms & Abbreviations
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ACRONYMS & ABBREVIATIONS
AB Assembly Bill
AC Asbestos Cement
ADD Average Day Demand
AFY Acre -Feet per Year
ATP Arsenic Treatment Plant
AWWA American Water Works Association
BMWD Baldy Mesa Water District
BPS Booster Pump Station
CAS Cast Iron Pipe
CB Camelback Well
CCTAP Conservation as a California Way of Life Technical Assistance Plan
CII Commercial, Industrial, and Institutional
CIMIS California Irrigation Management Information System CIP Capital Improvement Program
CMMS Computerized Maintenance Management System
CMLCS Cement Mortar Lined and Coated Steel
CFS Cubic Feet per Second
CWOL Making Conservation a California Way of Life
DIP Ductile Iron Pipe
DIM Dedicated Irrigation Meter
DPR Direct Potable Reuse
DWR California Department of Water Resources
EPA United States Environmental Protection Agency
EOC Emergency Operations Center
ETO Evapotranspiration
FPA Free Production Allowance
FY Fiscal Year
GAFB George Air Force Base
GIS Geographic Information System
GPCD Gallons per Capita per Day
GPM Gallons per Minute
GP Galvanized Pipe
HGL Hydraulic Grade Line
HDPP High Desert Power Project
HWL High Water Level
IWWTP Industrial Wastewater Treatment Plant
LAFCO Local Agency Formation Commission
LDR Low Density Residential
Acronyms & Abbreviations
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MCL Maximum Contaminant Level
MDD Maximum Day Demand
MG Million Gallons
MGD Million Gallons per Day
MINDD Minimum Day Demand
MNRP Mojave Narrows Reclamation Plant
MWA Mojave Water Agency
NOAA National Oceanic and Atmospheric Administration
PDR Preliminary Design Report
PHD Peak Hour Demand
PRV Pressure Reducing Valve
PVC Polyvinyl Chloride
R3 Regional Recharge and Recovery Project
R&R Rehabilitation and Replacement
RTP Regional Transportation Plan
RWA Replacement Water Assessment
RWFMP Recycled Water Facilities Master Plan
SCADA Supervisory Control and Data Acquisition
SCAG Southern California Association of Governments
SBCFD San Bernardino County Fire Department
SCLA Southern California Logistics Airport
SD Small Diameter
SP Steel Pipe
STL Steel
SWP State Water Project
SWRCB State Water Resources Control Board
TCP 1,2,3 -Trichloropropane
TAZ Traffic Analysis Zone
TDS Total Dissolved Solids
TO5 Turnout 5
UWMP Urban Water Management Plan
UWUO Urban Water Use Objective
VFD Variable Frequency Drive
VCWD Victorville County Water District
VVWRA Victor Valley Water Reclamation Authority
VVWD Victor Valley Water District
WFS Water Feasibility Study
WMP Water Master Plan
WSCP Water Shortage Contingency Plan
1.0 Introduction
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1.0 Introduction
Victorville Water District (District) prepare d this updated Water Master Plan (WMP) to guide the District’s planned capital project expenditures and asset management plan for the next ten years . The following section describes the purpose of this updated water master plan, planning documents
referenced in the preparation of this plan, and background information about the District’s s ervice area.
1.0 Introduction
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1.1 Purpose
This 2026 Water Master Plan (2026 WMP) Update was prepared for the Victorville Water District (District), a subsidiary of the City of Victorville (City). The purpose of the District’s 2026 WMP Update is to proactively prepare for anticipated growth within the District’s boundaries by establishing an adaptive framework that can respond to changing conditions. This Plan identifies existing and future deficiencies in the water system, including fire flow limitations, and the rehabilitation and replacement needs necessary to maintain aging infrastructure and site security upgrades to protect existing facilities.
A key objective is to develop a prioritized list of capital improvement projects, complete with anticipated costs, to ensure the continued condition and capacity of the distribution system. In support of financial planning, this Plan provides realistic estimates of revenue requirements to inform budgeting and fee setting.
1.2 2026 Supervisory Control and Data Acquisition
(SCADA) Master Plan
The 2026 SCADA Master Plan was prepared in coordination with this 2026 WMP Update as an integrated planning effort. The 2026 SCADA Master Plan provides a comprehensive assessment of the District's existing SCADA system and identifies upgrades needed to meet current and future operational requirements. Key topics addressed include staffing capacity and training, control system architecture, communication infrastructure, hardware and software, cybersecurity posture, system reliability and redundancy, remote monitoring and control capabilities, alarm management, integration with enterprise systems (such as GIS and CMMS), and asset lifecycle management for SCADA components. Recommended SCADA projects from the 2026 SCADA Master Plan are incorporated into the Ten-Year Project Plan in Chapter 9.0 of this WMP. The 2026 SCADA Master Plan is attached as confidential Appendix E of this 2026 WMP to maintain system security.
The primary conclusions of the 2026 SCADA Master Plan are:
• The District is building a strong SCADA team and intends to continue performing most SCADA maintenance, upgrades, and asset management with in-house resources. • Continued investment in training for SCADA staff is a foundational need to support safe and effective system operations.
• Current and anticipated SCADA workload exceeds the capacity of the existing SCADA team; the SCADA Master Plan recommends adding additional positions to fulfill projected needs. A detailed staffing assessment is included in Appendix E • Continued cybersecurity vigilance is needed to protect critical control system infrastructure and align with industry standards and regulatory expectations. • Communication network upgrades are underway to improve reliability and expand remote monitoring and control coverage across the distribution system.
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• Developing an Emergency Operations Center (EOC) is a critical need for the District and will be prioritized.
• Standardization of SCADA hardware, software platforms, and programming practices is ongoing and will reduce long-term maintenance burden and improve system consistency across facilities.
1.3 Relationship to Other Documents
The following is a summary of other recent planning documents that were referenced during the preparation of the WMP.
• 2021 Water Master Plan – The District’s most recent WMP was completed in 2021 , referred to as the 2021 WMP. Since the District’s 2021 Water Master Plan (2021 WMP), the California State Water Resources Control Board (SWRCB) has developed and adopted stringent Making Conservation a California Way of Life Regulations (CWOL Regulations) that require water suppliers, including the District, to reduce water use by 2045. The 2026 WMP provides updated demand projections that align with the CWOL Regulations and inform water use and conservation needs throughout the District.
Additionally, the District continues to receive many development applications , which inform future demands and analysis in the 2026 WMP. Although large-scale system changes have not occurred since the 2021 WMP , the District continues to make improvements. Projects that were identified in the 2021 WMP capital improvement program (CIP) that have been completed were updated in the hydraulic model as part of the 2026 WMP. Projects that have not yet been completed were reevaluated for the 2026 WMP and incorporated into the 2026 WMP CIP if still needed. As a result, the 2021 WMP is considered obsolete once the 2026 WMP is adopted.
• 2024 Citywide Recycled Water Conceptual Study - This study supports and aligns with the goals of the 2026 WMP by providing a high-level assessment of potential recycled water supply, uses, costs, benefits, and implementation priorities across the city. It considers key inputs such as water demand and wastewater generation projections, which are also being evaluated in related planning efforts like the Sewer Master Plan. The Recycled Water Conceptual Study serves as an initial step toward identifying viable recycled water strategies, which will be further explored in the Comprehensive Recycled Water Master Plan in coordination with broader water planning priorities. • 2025 Urban Water Management Plan – The 2025 Urban Water Management Plan (2025 UWMP) assesses the District’s current and long term demands and sources of supply and complies with California State Department of Water Resources (DWR) criteria for water supply planning. The 2025 UWMP and the WMP are complementary documents, with the 2025 UWMP focusing on source of supply and the WMP focusing on the capacity of the facilities needed to reliably produce, store and distribute the water. The 2025 UWMP uses the population and water demand projections developed for the 2025 WMP.
As required by DWR, the 2025 UWMP was adopted in 2026 and will be updated every 5 years thereafter. The District’s 2025 UWMP was prepared in coordination with the Mojave Water Agency (MWA) and in included in the 2025 Mojave Regional UWMP.
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• 2025 Water Shortage Contingency Plan – The Water Shortage Contingency Plan (WSCP) is focused on short-term drought or emergency response, detailing specific shortage levels, conservation actions, and enforcement protocols. While the WMP provides the overarching long-term vision, the WSCP ensures operational readiness during supply disruptions. The WSCP is required to be adopted along with each UWMP update and is closely tied to the reliability and demand management sections of the UWMP. The 2025 WSCP will be updated as a part of the 2025 UWMP update and adopted in 2026.
• 2026 Sewer Master Plan – The City has started an update to its Sewer Master Plan and is expected to align development assumptions and wastewater generation factors with the future water demands presented in this 2026 WMP, which will then be used for updated recycled water supply projections.
• Conservation as a California Way of Life Technical Assistance Plan (CCTAP) - The objective for the CCTAP is to aid the District with the preparation for compliance, meeting the water supplier-level Urban Water Use Objective (UWUO) and commercial, industrial, and institutional (CII) Performance Measures requirements, and reporting c ompliance.
The CCTAP will assess the District’s current water usage patterns and identify potential areas for improvement to comply with these new regulations. As the District anticipates substantial requirements for reduction, this plan will provide the D istrict with support to assist with regulatory compliance, reporting requirements and data acquisition.
1.4 Background
1.4.1 Location
The District is located in the southwest region of San Bernardino County, California. The District lies north of the San Bernardino Mountains in the Mojave Desert approximately 90 miles northeast of Los Angeles. The District’s service area, shown in Figure 1-1, encompasses the entire City of Victorville (City) as well as areas within the City’s sphere of influence. The District is bounded by the City of Adelanto to the west and the City of Hesperia to the south. The City of Apple Valley, Spring Valley Lake, and the Mojave Narrows Regional Park lie to the east.
1.0 Introduction
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Figure 1-1. District Location Map
2026
1.0 Introduction
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1.4.2 History of the District
In July 2007, the former Victor Valley Water District (VVWD) and Baldy Mesa Water District (BMWD) were consolidated to create what is now the District. This consolidation established the District as a subsidiary of the City of Victorville, pursuant to Resolution No. 2977 issued by the Local Agency Formation Commission (LAFCO) for the County of San Bernardino. The combined service areas of VVWD and BMWD now make up the District’s current service area, which spans approximately 85 square miles.
At the time of formation, the District was organized into two improvement districts: Improvement District No. 1 (reflecting the former VVWD boundaries) and Improvement District No. 2 (reflecting the former BMWD boundaries). Each improvement district was required to maintain separate accounts for its respective assets and liabilities. These areas were known as ID1 and ID2. However, maintaining separate improvement districts is no longer necessary, and as such, this Water Master Plan does not distinguish between them.
Table 1-1 provides a summary of the District’s historical development.
Table 1-1. Timeline of District
Year Description
1931 Victorville County Water District (VCWD) was formed and provided service to the unincorporated area of Victorville and included 60 acres of land. 1936 VCWD purchased Appleton Company, a privately owned water facility, and began operations.
1941 George Air Force Base (GAFB) opened and bought new growth to the area.
Mid
1950s
VCWD annexed an additional 6,700 acres and purchased Pacific Water Company facilities.
1962 City of Victorville was incorporated.
1965 BMWD was created and served customers west of Victorville with water VCWD. 1972 VCWD purchased water from Hesperia Water Company.
1973 VCWD changed its name to Victor Valley County Water District. 1989 Victor Valley Water County District dropped “County” from its name and became known as VVWD.
~1989 BMWD began to supply customers with its own groundwater. 1992 GAFB closed. The existing GAFB’s water and wastewater systems along with a portion of the groundwater production capacity were acquired by the city. 1995 Former GAFB facility began operation as Southern California Logistics Airport (SCLA).
July
2007
VVWD and BMWD were consolidated to form the District and become a subsidiary district of the City.
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1.4.3 Climate
The District’s climate is characterized by warm summers and cool winters. Table 1-2 presents average climate data for the service area, including temperature, rainfall and reference evapotranspiration (ETo). As shown in Table 1-2, the warmest month of the year is July with an average temperature of 79.9 degrees Fahrenheit (°F), while the coldest months of the year are December and January with an average temperature of 44.5°F.
The annual average precipitation at the District is about 5.44 inches. As shown in Table 1-2, the majority of the rainfall occurs in the months of November through March. February are the wettest months with an average rainfall of approximately 1.02 inches.
Table 1-2. Historical Climate Data
Month Average
Temperature, °F(1)
Average
Precipitation, in(1)
Average Standard
Eto, in(2)
January 44.5 0.96 2.25
February 47.7 1.02 2.95
March 52.0 0.82 4.87
April 58.1 0.34 6.48
May 65.3 0.11 8.04
June 73.5 0.03 9.07
July 79.9 0.14 9.58
August 79.0 0.21 8.89
September 73.0 0.22 6.59
October 62.5 0.32 4.58
November 51.4 0.47 2.79
December 44.5 0.84 2.02
1. NOAA weather station 049325 in Victorville; data from 1917 through 2024; https://wrcc.dri.edu/
2. CIMIS weather station 117 in Victorville; https://wwwcimis.water.ca.gov/
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1.4.5 Population
Population estimates for VWD are based on data from the U.S. Census Bureau (Census) and the Southern California Association of Governments (SCAG). A geographic information systems (GIS) analysis of 2020 Census data was used to determine VWD’s 2020 service area population of 141,104. The 2020 population and the number of residential connections served by VWD in 2020 were used to derive a 2020 persons per residential connection factor of 4.1.
This factor was then multiplied by VWD’s number of residential connections in 2025 to estimate 2025 population serviced by VWD. In 2025, it is estimated that 148,323 people were served by VWD.
To project future population served by Victorville from 2030 to 2050, the 2020 persons per residential connection factor and estimates of future residential connections were used. The projected number of future residential connections was developed as part of the water demand projection approach, which is described in Section 4.1.2. To estimate future population, the number of persons per residential connection of 4.1 was assumed to remain constant through 2050. This approach may be conservative because SCAG forecasts project that the number of persons per household will decline over time. VWD’s historic connection and population data does not currently indicate a declining trend, but VWD will continue to monitor trends as demand forecasts are updating in the future. The resulting population projections are shown in Table 1-3.
SCAG’s demographics and growth forecast for the 2024 Connect SoCal Regional Transportation Plan (2024 Connect SoCal RTP) was also considered. The 2024 Connect SoCal RTP includes estimated population, households, and employment for the years 2019, 2035, and 2050 by traffic analysis zones (TAZs) within the SCAG region. SCAG develops such forecasts in collaboration with local jurisdictions to project future population, housing, and employment values. To determine the SCAG based future population, housing, and employment for VWD, SCAG data for the VWD water service area was analyzed using a combination of GIS tools and a spreadsheet analysis. The resulting SCAG population projections for VWD were slightly lower than the connection-based approach described above but were generally in agreement and within a few percent. The historical, current, and projected service area populations and growth rates are shown in Table 1-3 and Figure 1-2.
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Table 1-3. Historical, Current and Projected Population and Growth Rate 2000 2005 2010 2015 2020 2025 2030 2035 2040 2045 2050
Population
Served 69,095 91,832 122,051 128,005 141,104 148,323 157,229 166,135 175,042 183,948 192,855 Average Annual
Growth Rate - 6.58% 6.58% 0.98% 2.05% 1.02% 1.20% 1.13% 1.07% 1.02% 0.97% Figure 1-2. Historical and Projected Population
149,586
157,229
166,135
175,042
183,948
192,855
141,104
50,000
70,000
90,000
110,000
130,000
150,000
170,000
190,000
210,000
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
2021
2022
2023
2024
2025
2026
2027
2028
2029
2030
2031
2032
2033
2034
2035
2036
2037
2038
2039
2040
2041
2042
2043
2044
2045
2046
2047
2048
2049
2050
2026 WMP Population Assumption Historical Population
2.0 Existing Water System Facilities
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2.0 Existing Water System Facilities
The following chapter describes the District’s existing pressure zones, water supply sources, water treatment methods, and major infrastructure including booster pump stations, pressure reducing valve stations, and transmission and distribution pipelines.
2.0 Existing Water System Facilities
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2.1 Overview
The District owns and operates a potable water system that includes approximately 750 miles of pipeline, 33 active groundwater wells, 5 pump stations, 25 active storage reservoirs, 26 active pressure reducing valve stations (PRV), and 3 as-needed PRVs within an 85-square mile service area. The District’s distribution system includes eight pressure zones and three sub- zones that provide water at suitable pressures across the range of elevations in the service area. The Southern California Logistics Airport (SCLA) area, at the former GAFB, is part of Zone 3170. The District obtains water supplies from local groundwater wells and, when available, from Mojave Water Agency (MWA). The following sections describe the District’s facilities in more detail. Facilities that formerly served ID1 begin with a 1 and facilities that formerly serve ID2 begin with a 2, except where noted.
2.2 Pressure Zones
The District’s distribution system contains eight pressure zones and three subzones and serves elevations ranging from 2,650 feet to 3,665 feet, as summarized in Table 2-1 and shown in Figure 2-1.
Table 2-1. Pressure Zone Summary
Zone Name (1) Subzone Elevations Served for
Current Zones
Elevations Served for
Future Zones (2)
2890 2,650-2,830 2,650-2,830
2906 2,675-2,800 2,675-2,800
3065
- 2,760-3,000 2,760-2,965
3065A 2,790-2,880 -
3065B 2,780-2,890 -
3170 - 2,770-3,115 2,770-3,115
3170A 2,820-2,900 -
3290 2,940-3,230 2,940-3,205
3485 3,150-3,390 3,150-3,390
3675 3,340-3,490 3,340-3,530
3820 3,480-3,665 3,480-3,665
1. Zone name is taken from mid-level reservoir elevation in feet. Zone name does not represent zone Hydraulic Grade Line (HGL) elevation, as HGL is calculated from high level water (HWL) of reservoirs.
2. Portions of some current zones are planned to be rezoned in the future to meet the District’s service pressure criteria
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Figure 2-1. District Pressure Zones
2026
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Pressure Zones 2890, 2906, 3065, 3170 and 3290 were formerly part of ID1 and Pressure Zones 3485, 3675 and 3820 were formerly part of ID2.
Zone 3065 contains two subzones (Zone 3065A and 3065B) with reduced pressure in order to protect the small, steel pipes from the higher pressure of Zone 3065. Once the small, steel pipes located within the subzones are replaced, Zone 3065A and 3065B can likely be eliminated and the areas can be served by the main Zone 3065.
The SCLA distribution system is served by Zone 3170. Portions of the distribution system inherited from GAFB are currently operated at a lower HGL than the 3170 zone to protect existing old pipes that were previously served by Zone 3065. These lower pressures are served through seven PRVs, effectively creating a subzone of Zone 3170 (Zone 3170A). As older facilities from GAFB are replaced and new customers are added, it is anticipated that the size of the subzone will be decreased and eventually SCLA will be served entirely by the main Zone 3170.
2.3 Supply Sources
The District currently pumps potable water supplies from groundwater in the Mojave River Basin (Basin) and purchases potable water from MWA’s Regional Recharge and Recovery Project (R3), when available. Recycled water is currently used at SCLA to offset potable water demands for irrigation or industrial users, where feasible. This section provides a brief overview of the District’s water supplies; additional information about the supplies and long-term water supply reliability can be found in the District’s 2025 UWMP.
2.3.1 Groundwater
As of 2025, the District operates 33 active groundwater wells within the service area that pump groundwater from the Basin.
Water Rights
Groundwater production in the Mojave Basin Area is governed by the Mojave Basin Area Judgment (Judgement), which allocates water rights through a system of Base Annual Production Rights and Free Production Allowances (FPA). Under the Judgment, producers are allowed to extract groundwater to meet their demands; however, any production exceeding a party’s FPA in a given year triggers a Replacement Water Assessment (RWA). The RWA is calculated by multiplying the volume of excess groundwater pumped by the RWA rate established annually by the Mojave Basin Area Watermaster. Funds collected through the RWA are used by MWA to purchase imported water—primarily from the State Water Project (SWP)— to offset the overproduction and support long-term groundwater sustainability.
For example, for the 2023–24 water year, the District’s total Free Production Allowance (FPA) was 11,784 acre-feet, while verified production exceeded this allowance by approximately 8,000
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acre-feet. Consequently, the District incurred costs for Replacement Water purchases through the Watermaster.
Pumping in excess of the FPA is expected to continue as needed to meet demand and will require ongoing payment of RWAs or the acquisition of water rights through transfers within the subbasin. At the same time, the District remains committed to aggressive water conservation and increased use of recycled water as key strategies to manage demand and maintain water supply reliability under the framework of the Judgment.
Because the Judgment already enables the District to produce sufficient water to meet it needs, this report does not explore new water supply sources. However, the District continues to pursue recycled water opportunities, as described in subsequent sections, to reduce reliance on groundwater and strengthen its long-term water supply portfolio.
Well Capacity
The District’s groundwater supply includes 33 active wells, with the capacity to produce a total of approximately 55.4 million gallons per day (MGD) or 38,488 gallons per minute (gpm). These wells range in production capacity with the largest well (Well 144) capable of producing up to 4,600 gpm. Active well ages range from 17 to 42 years, and all wells include chlorine injection for disinfection.
In addition to the active groundwater wells, the District has six inactive wells, which include four wells that have been drilled but not yet equipped. The locations of the District’s both active and inactive wells are presented in Figure 2-2. The well’s characteristics and details are summarized in Table 2-2. Wells that have been previously abandoned and destroyed are included in the table for reference but not shown on the figure.
In addition to the wells presented in Table 2-2, some additional groundwater wells are located within the District’s service area, east of SCLA near the Mojave River. GAFB originally obtained water from these groundwater wells. These wells are not considered part of the District’s supply portfolio and are currently used to supply water for the City of Adelanto. They are not connected to the SCLA distribution system.
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Figure 2-2. District Well Locations
2026
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Table 2-2. Groundwater Well Summary
Well No. Location Pressure
Zone Status Year Drilled Ground
Elevation, ft
Pump Test
Year(1)
Motor
Size, hp Enclosure
Water Quality
Contaminants
Requiring Treatment
or Blending
Equipped with
Pump to
Waste? TDH, ft Well Capacity,
gpm
Stationary
Backup
Power
116 13777 Hesperia Rd. 3065 Active 1983 2,880 2026 150 None - Yes 394 1,056 - 118 Dante St & Stoddard
Wells 2906 Active 1983 2,730 2026 60 None - No 289 785 - 119 Abbey Ln. & Stoddard
Wells 2906 Active 1984 2,710 2026 60 None - No 270 580 - 120 16955 Jasmine 3170 Active 1986 3,000 2026 300 None - No 472 1,534 - 122 12326 1st Ave. 3170 Active 1989 3,000 2025 300 None - No 458 1,789 - 123 14671 Maricopa 3290 Active 1983 3,060 2026 200 None - No 612 946 - 126 14945 Luna Rd. 3290 Active 1985 3,110 2026 200 None - No 593 914 - 127 15379 Pamela Ln. 3065 Active 1986 2,930 2026 150 None Chromium VI Yes 426 475 - 128(5) 13199 Pacoima 3290 Active 1987 3,105 2025 200 None Arsenic Chromium VI No 614 609 -
129(5) 11734 Amethyst 3485 Active 1992 3,265 2025 200 None Arsenic Yes 673 800 - 130 16038 Cazadero Rd. 3065 Active 1993 2,940 2026 200 None - Yes 450 575 - 131(5) 13637 El Rio & Dos
Palmas 3290 Active 1992 3,020 2025 400 None Arsenic
Chromium VI Yes 608 1,304 -
132 13176 Seneca & Cobalt 3065 Active 1993 3,040 2026 150 None - No 400 781 - 133 16634 Avalon 2890 Active 1993 2,885 2026 150 None - No 202 941 - 134(5) 13869 Cobalt &
Palmdale 3290 Active 1993 3,110 2026 250 None Arsenic Yes 621 756 - 135 11 St n/o Verde St. 2890 Active 1997 2,874 2026 75 None - No 245 839 - 136 Chula Vista St. 3065 Active 1999 2,925 2026 200 None - No 410 905 - 137(5) Dos Palmas & El Evado 3290 Active 1998 3,050 2026 200 Building Arsenic Yes 648 1,075 - 138(5) Dos Palmas & Amethyst 3290 Active 2003 3,106 2026 200 Building Arsenic Yes 641 768 - 139(5) Balsam & Nisqualli 3065 Active 2003 3,053 2025 500 Building Arsenic Yes 466 2,944 - 140 Pinon & Sycamore 3170 Active 2003 3,151 2026 500 Building - Yes 489 3,047 Yes 141(5) Mesa & Desert Knoll 3065 Active 2003 2,941 2025 300 Building Arsenic Yes 428 1,750 - 142 13258 Del Gado & Luna 3290 Future 2005 3,070 2006 250 - - - 700 1,000(4) - 143(5) Balsam & Nisqualli 3065 Active 2008 2,930 2025 350 Building Arsenic Yes 403 1,149 - 144(3,5) Del Gado & Peral 3290 Active 2,006 2,930 2025 1,250 Building Arsenic Yes 603 4,600 - 145 Nutro & Enterprise 3170 Future 2006 2,890 2006 - - - - - 2,000 (4) - 146 Mojave Drive &
Ferndale Rd 3065 Future 2005 2,923 2006 - - - - - 650(4) - 147 Avalon St. & A St. 2890 Future 2007 2,818 2006 - - - - - 1,000 (4) - 201(6) 13875 Bear Valley Rd 3485 Active 1986 3,210 2026 300 Building - Yes 815 855 Yes 203(5) 13490 Northstar Ave 3485 Active 1987 3,205 2025 300 Building Arsenic Yes 872 853 - 204(5) 14114 Sycamore St 3485 Active 1994 3,230 2025 300 None Arsenic Yes 770 872 -
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Well No. Location Pressure
Zone Status Year Drilled Ground
Elevation, ft
Pump Test
Year(1)
Motor
Size, hp Enclosure
Water Quality
Contaminants
Requiring Treatment
or Blending
Equipped with
Pump to
Waste? TDH, ft Well Capacity,
gpm
Stationary
Backup
Power
Chromium VI
205(5) 12292 Cobalt Rd 3485 Active 1989 3,220 2025 300 None Arsenic Yes 828 1,100 - 206(6) 11783 Amethyst Rd 3485 Active 1988 3,250 2026 25 None - Yes 785 822 - 207(5) 13123 La Mesa Dr 3485 Active 1989 3,200 2025 150 Building Arsenic Yes 821 452 - 208(5) 14086 Sierra Rd 3485 Active 1997 3,220 2025 300 Building Arsenic Chromium VI Yes 776 750 -
209(5) Armargosa Rd S/of Bear
Valley Rd 3485 Active 2003 3,200 2025 250 Building Arsenic Yes 854 673 - 210(9) - - Monitoring 2006 - - - Building - - - - -
212(5) Sierra Rd & Boxwood 3485 Active 2008 3,209 2025 400 None Arsenic Yes 811 1,189 - BT (7,8) Greentree Golf Course
on Burning Tree Drive
Greentree
Golf Course Irrigation Only Unknown 2,970 2025 - Building - Yes - - - CB (7,8) Greentree Golf Course
on Camelback Drive
Greentree
Golf Course Irrigation Only Unknown 2,910 2025 - Building - Yes - - - Active Drinking Water Well Capacity 38,488
Active and Future Drinking Water Well Capacity 43,138
Destroyed Wells
102 15445 8th Street 2890 Destroyed 1937 2,753 1993 40 None - - 237 N/A - 104 16509 Yucca & Fresno N/A Destroyed 1948 2,875 1998 30 None - - 213 419 - 105 Mojave & Village 3065 Destroyed 1954 2,984 2008 75 None - - 393 478 - 107 Desert Knoll & Mesa N/A Destroyed 1947 2,940 - - None - - - - - 109 Palmdale & Amargosa 3290 Destroyed 1950 2,985 2016 200 None - - 604 838 - 110 Atstar St. n/o Sage St. 3065 Destroyed 1950 2,947 2004 75 None - - 355 587 - 113 Avalon & 1st Ave. 2906 Destroyed N/A N/A - - None - - - - - 115 Green Tree & Burning
Tree 3065 Destroyed 1963 2,940 2003 75 None - - 339 590 - 121 16144 Torrance 3065 Destroyed 1989 2,860 2008 75 None - - 452 N/A - 124 13258 Del Gado Rd. 3290 Destroyed 1951 3,070 2003 150 None - - 588 708 - 125 14681 Peral 3290 Destroyed 1951 3,080 2004 250 None - - 577 1360 - 202 Bear Valley Rd. 3675 Destroyed 1987 3,420 - - None - - - - -
1. Pump Tests are from 2010 WMP or performed in
-house by the District in the year shown (2012, 2013, 2016, 2025, 2026).
3. Equipped with a variable frequency drive (VFD) to enable lower pumping rates..
4. Preliminary estimate from 2010 WMP. Well is drilled but not equipped.
5. Flow from well is treated prior to introducing flow to potable system, either by treatment or blending.
6. Flow from well is pumped to the Avenal Blending Line to contribute to blending for other wells requiring treatment.
7. BT – Burning Tree Well; CB – Camel Back Well. Well construction and performance data for these wells is not available at this time.
8. Irrigation well only serves the Greentree Golf Course and is not permitted for drinking water.
9. Well is used for monitoring only and is not equipped.
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2.3.2 Purchased Water
The District currently purchases water from MWA through the R3 Project when it is available.
Through R3, MWA delivers State Water Project (SWP) water to recharge sites located along the Mojave River in Hesperia and southern Apple Valley. MWA recovers the recharged water as potable groundwater at wells downstream and delivers it through pipelines directly to retail water agencies. This project provides an alternate source of supply that allows agencies to reduce pumping and maintain groundwater water levels around their wells. The District began receiving water from R3 when Phase 1 of the project was completed in 2013. The District has a contract to purchase up to 6,800 AFY or 11.43 cubic feet per second (cfs), when available. The District can receive R3 water at three delivery points, called Turnout 3, Turnout 5 (planned to be constructed in 2027), and Turnout 6, shown in Figure 2-3. Water supply from R3 is interruptible because it depends on the amount of SWP available and other operational constraints. The District intends to continue maximizing purchases of water from R3 when available; however, since this is an interruptible source of supply, the District does not rely on this source to meet its demands. For the purposes of this 2026 WMP and the UWMP, it is assumed that the District will meet all current and future potable demands through groundwater and will need to maintain adequate well production capacity to meet that need.
2.3.3 Recycled Water
The District has access to recycled water supplies from the District’s Industrial Wastewater Treatment Plant (IWWTP) and the Victor Valley Water Reclamation Authority (VVWRA) facility on Shay Road in Victorville. The District currently supplies recycled water to the High Desert Power Project (HDPP) for cooling water and as irrigation within SCLA. To support future demands and reduce reliance on potable water, the District plans to expand the recycled water distribution system at SCLA to serve additional customers. To further define the City’s recycled water strategy, the City completed a Recycled Water Conceptual Study in 2024 to develop a strategic roadmap for integrating recycled water into its long-term water supply portfolio. The study concluded that the City is expected to have surplus recycled water in both the short and long term, creating strong potential to meet current and future non-potable demands. Based on the evaluation of various delivery concepts, the study recommends several near-term actions, including:
• Continued expansion of the recycled water system at SCLA; • Pursuing a potential recycled water agreement with a large industrial user; and • Exploring expanded service to HDPP in lieu of disposal.
Additionally, concepts identified for further evaluation in the upcoming Recycled Water Facilities Master Plan (RWFMP) include:
• Extending service to downtown Victorville and Green Tree Golf Course, and • Assessing the use of recycled water from a proposed new regional Mojave Narrows Reclamation Plant (MNRP) to meet local irrigation demands.
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Several concepts were determined to be not feasible at this time due to cost, complexity, or limited benefit. These include constructing a new subregional recycled water plant, providing service to remote industrial users,, implementing groundwater recharge projects on its own without regional collaboration, and pursuing direct potable reuse (DPR).
These planning efforts reflect the District’s and City’s proactive approach to optimizing recycled water resources. Next steps for securing and effectively managing the City’s recycled water supply include incorporating updated flow projections from the IWWTP Preliminary Design Report (PDR) and an update to the City’s Sewer Master Plan to refine estimates of recycled water availability. These will be integrated with regional planning efforts to inform a comprehensive Recycled Water Master Plan, which will consolidate planning data, evaluate recycled water availability, and identify a phased CIP for the recycled water system expansion and optimization.
2.3.4 Future Supplies
The District is participating in MWA projects to implement groundwater recharge though surface spreading in order to further increase the water supply reliability of the Mojave Groundwater Basin. The MWA projects include:
• R3 Phase 2: Phase 2 of the R
3 project is expected to be completed in increments on an as-needed basis and could increase the project’s total water supply up to 40,000 AFY.
Phase 2 will include construction of additional wells and groundwater recharge facilities by MWA. All of the District’s infrastructure is built to accommodate the additional supply from Phase 2. Even though the quantity and reliability of the supply is expected to increase upon completion of Phase 2, groundwater will continue to be used to meet future demands since supply from the R3 project is not guaranteed.
2.3.5 Emergency Interconnections
The District currently has four emergency interconnections with neighboring water agencies.
These connections are typically used only to supply water to neighboring agencies; the District does not receive water from these connections.
• Liberty Utilities: Apple Valley
- Interconnection to Zone 2906; located at the intersection of Dante Street and Stoddard Wells Road.
• City of Adelanto
- Interconnection to SCLA area; located at the intersection of Air Expressway and Adelanto Road.
- Interconnection to Zone 3485; located north of the intersection of Duncan Road and Bellflower Street.
• Phelan Pinon Hills Community Services District (PPHCSD) - Interconnection to Zone 3820 through the PPHCSD booster station at the Reservoir 206 and 210 site.
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2.4 Water Treatment
2.4.1 Water Quality
The Mojave River’s groundwater basins contain numerous areas with water quality issues, and many studies have characterized groundwater quality in the Basin. Despite local groundwater quality degradation in Barstow and variability elsewhere, these studies generally confirmed the suitability of groundwater for beneficial uses in the region. Key contaminants found in areas of the Basin include arsenic, nitrates, iron, manganese, Chromium-6, and total dissolved solids (TDS). Some of these are naturally occurring in desert environments while others are associated with human activities. Measurements in excess of drinking water standards have been found for some of these constituents within the Basin. Groundwater in these areas may have to be treated prior to consumption.
Many of the District’s groundwater wells meet state and federal drinking water standards without treatment. These wells receive wellhead chlorination for disinfection and pump directly into the distribution system or into storage tanks. However, some of the District’s wells have levels of arsenic and Chromium-6 detected near or above the maximum contaminant levels (MCL) and require treatment or blending to meet water quality requirements.
2.4.2 Arsenic Treatment
Arsenic is a naturally occurring element in groundwater. Ingestion of arsenic can result in short term discomfort and long-term health effects such as skin discoloration, circulatory system impacts and increased cancer risks, and in high concentrations, arsenic consumption can lead to death. In 2006, the U.S. Environmental Protection Agency (EPA) reduced the allowable MCL of arsenic from 50 micrograms per liter (μg/L) or parts per billion (ppb) to 10 ppb. That new requirement affected several existing District wells, so the District implemented new treatment and blending operations to meet the MCL prior to distributing the water to the customers.
The District operates three arsenic treatment plants (ATP) and an arsenic and chromium-6 blending pipeline (known as the Avenal Blending Line). The Balsam and El Evado ATPs are coagulation/filtration treatment plants and the La Mesa ATP is an ion exchange plant. The Avenal Blending Line is located in Zone 3485 and is used to blend water from all but three wells in Zone 3485 to produce a blended water quality that meets the drinking water MCL prior to entering the distribution system for Zones 3485, 3675 and 3820. Treatment and blending facilities are summarized in Table 2-3.
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Table 2-3. Treatment Facilities
Arsenic Treatment Facilities Zone Wells Treated by
Facility
Capacity
(MGD) Type of Treatment
Balsam ATP 3061 139, 143 9 Coagulation/filtration
El Evado ATP(1) 3290 128, 131, 134, 137,
138, 144 13 Coagulation/filtration
La Mesa ATP 3485 203, 205, 207 3 Ion exchange
Avenal Blending Line 3485 129, 201, 204, 206,
208, 209, 212 ~14 Blending
1. El Evado ATP has a backup generator for controls.
2.4.3 Chromium-6 Treatment
In 2014, the California State Water Resources Control Board (State Water Board) established a MCL for hexavalent chromium (also referred to as chromium-6) at 10 parts per billion (ppb).
Previously, chromium-6 had been regulated in California under the 50-ppb primary drinking water standard for total chromium. Several of the District’s wells were affected by this more stringent requirement, and two wells (Wells 121 and 127) were temporarily taken out of service because they did not meet the 10-ppb MCL. At the time, the District chose not to install blending or treatment facilities for these wells, as total system production capacity remained sufficient without them, and the additional treatment cost was not justified.
However, on May 31, 2017, the Superior Court of Sacramento County invalidated the 10-ppb MCL for chromium-6, ruling that the State Water Board failed to adequately consider the economic feasibility of compliance. As a result, enforcement of the chromium-6 MCL was suspended, and water systems reverted to compliance based on the 50-ppb standard for total chromium.
Following extensive stakeholder engagement and economic analysis, the State Water Board adopted a new MCL for hexavalent chromium on March 14, 2024, reinstating the standard at 10 ppb, but with improved feasibility considerations and implementation timelines. The new regulation includes phased compliance deadlines, initial monitoring requirements, and allowances for variance or exemptions under specific conditions.
Since then, Well 121 has been abandoned and Well 127 has been reinstated due to a decline in chromium-6 concentrations.. The District continues to monitor the water quality of all of its wells.
While treatment or blending facilities have not yet been installed, these options may be reconsidered as the District evaluates long-term compliance strategies under the new MCL.
Additionally, several wells in zone 3485 which supply water to the Avenal Blending Pipeline, still show chromium-6 levels exceeding the 10-ppb threshold. The District continues to operate the Avenal Blending Pipeline in a manner that ensures the final blended water complies with current MCLs for both arsenic and chromium-6.
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For more information on regulatory impacts and operational planning, see Section 8.2.
2.5 Storage
The District has 23 welded steel cylindrical storage reservoirs that provide operational, emergency and fire flow storage for the District’s distribution system. The total active storage capacity for the District is approximately 66.3 million gallons (MG). Table 2-4 details the active storage reservoir characteristics for each zone as well as inactive storage reservoirs. Reservoirs located in Zones 2890, 2906, 3065, 3170 and 3290 have been retrofitted with flex couplings and/or motorized butterfly valves to help protect the reservoir against seismic activity. The existing motorized butterfly valves are not currently connected to SCADA. The reservoir locations are presented in Figure 2-3.
Reservoir 201, a 2-MG reservoir located along I-15, was being used to store untreated water for the Avenal ATP and was disconnected from the distribution system as of 2010. However, the Avenal ATP is no longer in use because the District has been able to maintain compliance through use of the Avenal Blending Line. Therefore, Reservoir 201 may be reconnected to the distribution system in the future to increase available storage capacity if needed. The District does not currently plan to reconnect this reservoir within the 10-year planning period of this WMP.
Reservoir 211, a 5-MG reservoir located at La Panto Road and Fremontia Road, was originally constructed by the District as a Zone 3485 storage reservoir, but is currently being leased to MWA as part of the R
3 distribution system. MWA controls the operation of the tank; however, the tank is still hydraulically connected to the District’s distribution system through Turnout 6 on the R3 system. The overflow pipe in Reservoir 211 has been lowered to provide increased seismic safety so the current usable storage capacity is 2.0-MG. The District is working with MWA to coordinate future use of this tank and it may be returned to the District’s system once MWA constructs a new tank for R3 use.
Two additional small reservoirs (203 and 204) along Monte Vista Road are currently inactive due to lining issues; the District does not currently have plans to restore these tanks to service.
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Table 2-4. Storage Summary
Reservoir Number Location Year Constructed Base Elevation (ft) Diameter (ft) Depth HWL Pressure Zone Capacity (MG) 102 11 St n/of Verde St. 1965 2874 95 32 2,906 2890 1.5 104 16634 Avalon 1959 2874 95 32 2,906 2890 1.5
105 Dos Palmas & El Evado Rd. 1960 3,049 104 32 3,081 3065 2.0 107 11734 Amethyst Rd. 1971 3269 105 40 3,309 3290 2.5
108 11734 Amethyst Rd. 1982 3269 104 40 3,309 3290 2.5
109 e/of Interstate 15 1983 2,984 60 24 2,918 2906 0.5
110 Sycamore & Piñon 1987 3150 110 39 3,189 3170 2.5
111 Sycamore & Piñon 1988 3150 104 39 3,189 3170 2.5
112 11734 Amethyst Rd. 1988 3268 150 38 3,306 3290 5.0
113 Dos Palmas/El Evado 1989 3050 129 31 3,081 3065 3.0 114 11734 Amethyst Rd. 1989 3268 150 38 3,306 3290 5.0
115 Dos Palmas/El Evado 1990 3050 165 31 3,081 3065 5.0 116 Sycamore & Piñon 1991 3150 150 39 3,189 3170 5.0
117 Sycamore & Piñon 1991 3150 104 39 3,189 3170 2.5
118 Dos Palmas/El Evado 1991 3050 129 31 3,081 3065 3.0 119 13176 Seneca/Cobalt 1993 3050 165 31 3,081 3065 5.0 120 Balsam & Nisquali 2004 3055 182 27 3,082 3065 5.0
202 Hwy 395 1988 3469 105 30.9 3,500 3485 2.0
205 Caughlin Rd 1987 3809 60 24 3,833 3820 0.5
207 Hwy 395 1992 3469 120 32.4 3,501 3485 2.7
208 White Rd 1992 3657 120 37.5 3,695 3675 3.1
209 White Rd 1992 3657 96 37.5 3,695 3675 2.0
210 Caughlin Rd 1999 3809 122 24 3,833 3820 2.0
Active Storage Capacity 66.3
Inactive Storage
121 e/ of Interstate 15 2007 2894 60 24 2,918 2906 0.5
201(1) I – 15 (Inactive) 1988 3476 105 30.8 3,507 3485 2.0 203(2) Monte Vista Rd 1988 3475 27 24 3,499 3485 0.1
204(2) Monte Vista Rd 1988 3475 38 24 3,499 3485 0.2
211(3) Le Panto/Fremontia (leased to MWA) 2007 3465 166 32 3,497 3465 5.1 (reduced to 2.0)
1. Reservoir 201 has been disconnected from t he system since the 2010 WMP and is not included in ID2 Storage Capacity or Active Storage Capacity. May be reconnected in the future.
2. Reservoirs 203 and 204 are inactive and not planned to be returned to service.
3. Reservoir 211 has been leased to MWA and is incorporated into the R3 Project and is no longer a component of the ID2system. Overflow piping on tank was lowered reducing the design capacity from 5 MG to 2 MG.
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2.6 Booster Pump Stations
The District currently maintains and operates five active BPS within the distribution system. The Turnout 5 BPS is planned to be constructed in fiscal year (FY) 2026/27. The stations are all equipped with vertical turbine pumps that pump water into higher pressure zones to provide supply to zones without wells and to increase connectivity and supply reliability throughout the distribution system. Since Zone 3675 and Zone 3820 do not have groundwater wells within the zones, Highway (HWY) 395 BPS and White Road BPS are required to pump supply from Zone 3485 to Zone 3675 and from Zone 3675 to Zone 3820, respectively. Table 2-5 provides a summary of the five stations, and Figure 2-3 presents the BPS locations within the District’s system.
The District previously operated a BPS at Plant #133, but it has been taken out of service and is not planned to be replaced.
2.7 Pressure Reducing Valve Stations
The District maintains a total of 37 PRVs. As of 2025, there are 26 active, 3 as-needed and 9 inactive PRVs within its distribution system, which generally convey and regulate flow of water from higher-pressure zones to lower zones. Each station has one or more pressure reducing valves. Currently, most of the PRVs are unmetered and none of them are connected to SCADA, but the District plans to install meters and connect the PRVs to SCADA in the future. Locations of the PRVs are shown in Figure 2-3 and detailed information for the PRVs is summarized in Table 2-6.
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Table 2-5. BPS Summary
Facility Name Location Zone From / To Ground Elev., ft Back-up Power Pump # Name Plate
Hp
Design Head,
ft Capacity, gpm(1) Up-Stream
Pressure, psi
Down-Stream
Pressure, psi
El Evado BPS El Evado Arsenic WTP 3065 / 3290 3050 No(2) 1 100 254 884
N/A N/A2 100 254 938
3 100 254 873
White Road Booster 10573 White Road 3675 / 3820 3657 Yes 1 30 146 460
14 742 30 145 445
3 30 145 449
HWY 395 Booster 10676 Highway 395 3485 / 3675 3476 Yes
1 200 241 2,098
13 942 200 247 1,890
3 200 246 2,288
Amethyst BPS (TO 5) 11734 Amethyst Rd. R3 / 3485 3268 In Progress 1 150 203 2,000 94 132 Amethyst BPS(3) 11734 Amethyst Rd. 3290 / 3485 3268 In Progress 2 300 397 1,519 13 132
3 300 397 1,772 13 132
Turnout 6 BPS 11820 Mesa View Dr. R3 / 3485 3383 No 1 40 55 2,040 45 45
1. Capacity is from pump tests conducted in 2025-2026 unless otherwise noted.
2. Equipped with manual transfer switch for a portable generator connection. The District also maintains two portable booster pu mps as a backup.
3. Amethyst BPS is equipped with Va riable Frequency Drives (VFDs).
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Table 2-6. PRV Summary
PRV Location Status Station Elevation, ft Pressure Zones Valve Size, in
Pressure
Setting, psi Metered
Up-stream Down-stream
101 Nisqualli Rd. w/o Balsam Rd. Inactive 3050 3290 3170 6/6 - - 102 Balsam Rd. & Bear Valley Rd. As needed 3108 3290 3170 6 12 Yes 103 3rd Ave. s/o Green Trees Blvd. As needed 2950 3170 3065 6 52 - 104 Yates Rd. & Mariposa Rd. Inactive 2988 3290 3170 6 38 - 105 Dos Palmas Rd. & I15 Freeway Inactive 2992 3290 3170 8 36 - 106 Amargosa Rd. n/o Seneca Rd. Inactive 2956 3290 3170 6/6 - - 107 Seneca Rd. & Civic Dr. Inactive 2950 3290 3170 8/6 - - 108 Cobalt Rd. & Mojave Dr. Active 2970 3290 3065 6/8 25/20 - 109 Hook Blvd. & Amethyst Rd. Inactive 2997 3290 3065 8/8 - - 110 Dean Ave. & Shivers St. Inactive 2917 3170 3065 8/4 - - 111 Zenda Dr. & Circle Dr. Active 2878 3065 3065B 6 45 Yes 112 Yucca St. e/o Fresno St. Active 2854 3065 3065A 4 60 - 113 Forrest St. & Louise St. Active 2865 3065 3065A 8 56 Yes 114 Rodeo Dr. & Victor St. Active 2849 3065 3065B 8 60 Yes 115 Air Expressway & Ranch Rd. Active 2783 3065 2890 6 75 - 117 El Evado Rd. and El Cariso Rd. Active 3057 3290 3290A 4 42 - 118 Luna Rd. & Mesa Linda St. Active 3195 3486 3290 12 41 - 119 La Mesa Rd. & Amethyst Rd. Active 3162 3485 3290 12 55 - 120 11th St. & Verde St. Active 2885 3065 2906 12 69 -
121 Nisqualli Rd. w/o Balsam Rd. As needed 3056 3170 3065 8 10 - 122 Mojave n/o Amethyst (Second Feed to SCLA) Active 2961 3290 3170 12/6 55 - 123 Goodyear building west side of SCLA Active 2838 3170 3170A 12/6 65 - 124 Hesperia Rd. & Eureka St. Active 2880 3170 3065 12/4 71 Yes 201 Gross Rd. & Shasta Rd. Inactive 3614 - 3820(2) 4/8 - - 202 Duncan Rd. & Pueblo Trail Active 3472 3820 3675 6 68 - 203 Beaver Ave n/o California Aqueduct Active 3484 3820 3675 6 71 - 204 Barker Rd. & Marco Rd. Active 3358 3675 3485 4 60 - 205 Duncan Rd. & Bellflower St. Active 3351 3675 3485 4/8 20 - 206 Joshua Dell rd. w/o Hwy 395 Active 3386 3675 3485 6 20 - 208 White Rd. & Mesa St. Inactive 3617 - 3820(1) 6 - -
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2026 Water Master Plan Update
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PRV Location Status Station Elevation, ft Pressure Zones Valve Size, in
Pressure
Setting, psi Metered
Up-stream Down-stream
209 Aster Rd. s/o Goodwin Rd. Active 3645 3820 3675 2 98 - A Phantom & Nevada Ave Active 2864 3170 3170A 8/3 55 -
B N/o High Desert Power Plant Active 2848 3170 3170A 3 40 - C North Taxi-way & Readiness St. Active 2854 3170 3170A 4 60 - D Aerospace Dr. w/o Phantom Active 2886 3170 3170A 8/3 50 - E North of Runway Active 2846 3170 3170A 12/4 -
F SE corner High Desert Power Plant Active 2860 3170 3170A 4 - G Phantom & Turner Active 2726 3170 3170A -
1. PRV reduces HGL of water from reservoirs to mitigate high pressure experienced by some customers in Zone 3820.
2. Related to previous use of Reservoir 201. No longer in use after construction of Avenal ATP.
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2.8 Backup Power
The District currently has a permanent stationary generator for backup power at the Highway 395 BPS, which provides supply to Zone 3675/3820 and White Road BPS, which provides supply to Zone 3820. The El Evado ATP also has a stationary backup generator for controls.
The District is in the process of purchasing an additional stationary 1.25 mega-watt (MW) diesel generator for Amethyst Road BPS.
Well 201 and Well 140 have permanent stationary backup generators. All wells in Zones 2890, 2906, 3065, 3170 and 3290 are equipped with a manual transfer switch with generator receptacle.
The District currently has two portable 375 kilowatt (kW) generators and one portable 500 kW diesel generator that are stored at the D2 Water Yard and can be temporarily used at various sites as needed.
The District plans to acquire eight additional portable generators in the near-term to increase system reliability, as funding allows.
Table 2-7. Generator Summary
Generator
Location Year EQ VAC kW
Well 201 1999 190 480 300
Well 140 2006 210 480 600
White Rd BPS 1999 189 480 300
395 BPS 2015 458 480 600
Portable 2020 357 480 500
Portable 2020 400 480 375
Portable 2020 399 480 375
Amethyst BPS Expected to be purchased in 2026/2027 1.25 MW
2.9 Transmission and Distribution Pipelines
The District’s potable water system includes approximately 754 miles of transmission and distribution mains ranging from 2 to 36 inches in diameter. The majority of the District’s mains consist of 8-inch and 12-inch diameter pipelines (approximately 70 percent of the total length).
The pipe material abbreviations used in the GIS database and in this report are presented in Table 2-8.
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Table 2-8. Pipe Material Abbreviations
Pipe Material Abbreviation
Asbestos Cement AC
Cement Mortar Lined and Coated Steel CMLCS
Ductile Iron DIP
Polyvinyl Chloride PVC
Steel (Unlined) SP
Cast Iron CAS
Galvanized GP
Unknown UNK
Reinforced Concrete Pipe RCP
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Table 2-9, Table 2-10 and Table 2-11 summarize the pipe material, diameter, and age of the District’s system, including the SCLA area. When unknown, pipeline installation years were estimated primarily based on the material (if known), location, and installation years of the surrounding pipelines. Within Zone 3485, 3675 and 3820, there are large tracts of PVC pipe with no known installation date. Based on District input, an installation year of 1990 was assigned for these PVC pipes. Based on the District’s input, pipelines with unknown installation years, material, and missing data for surrounding pipelines were assumed to have an installation year of 1989.
Some of the data indicated that steel pipe was installed after 1990, however through discussions with the District, it was determined there has not been any installation of steel pipe after 1990, except for some large transmission mains and storm drain undercrossing, which are CMLCS. It was assumed that all other steel pipes with an installation date after 1990 were installed in 1990.
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Table 2-9. Distribution Pipe Material
Pipe
Material
System Pipe
Length, Miles
System
Material
%
SCLA Pipe
Length,
Miles (1)
SCLA %
Total Pipe
Length,
Miles
Total
Material
%
AC 367.8 52.2% 3.5 7.2% 371.3 49.3%
CMLCS 13.3 1.9% 1.7 3.6% 15.0 2.0%
DIP 46.1 6.5% 8.3 17.1% 54.4 7.2%
PVC 276.3 39.2% 5.1 10.6% 281.5 37.3%
SP 1.6 0.2% 4.9 10.2% 6.6 0.9%
CAS - - 1.8 3.8% 1.9 0.2%
GP - - 0.1 0.2% 0.1 0.0%
UNK - - 22.4 46.2% 22.4 3.0%
RCP - - 0.6 1.1% 0.6 0.1%
Total 705.2 100% 48.4 100% 753.6 100%
Table 2-10. Distribution Pipe Diameter
Pipe
Diameter,
in
System
Pipe
Length,
Miles
System
Diameter
%
SCLA Pipe
Length (1),
Miles
SCLA
Diameter %
Total Pipe
Length,
Miles
Total
Diameter
%
0 2.8 0.4% 0.4 0.9% 3.3 0.4%
1 0.0 0.0% 0.1 0.3% 0.1 0.0%
2 0.3 0.0% 0.1 0.1% 0.4 0.0%
3 0.5 0.1% 0.1 0.2% 0.6 0.1%
4 23.3 3.3% 2.5 5.2% 25.8 3.4%
5 3.2 0.5% 0.0 0.0% 3.2 0.4%
6 85.9 12.2% 3.7 7.6% 89.6 11.9%
8 356.4 50.5% 9.0 18.6% 365.4 48.5%
10 9.0 1.3% 4.1 8.6% 13.1 1.7%
12 145.2 20.6% 10.2 21.1% 155.4 20.6%
14 5.6 0.8% 0.2 0.3% 5.8 0.8%
16 28.8 4.1% 2.8 5.8% 31.6 4.2%
18 12.8 1.8% 8.6 17.7% 21.4 2.8%
20 3.1 0.4% 0.0 0.0% 3.1 0.4%
24 20.9 3.0% 6.6 13.7% 27.5 3.7%
30 4.4 0.6% 0.0 0.0% 4.4 0.6%
36 3.0 0.4% 0.0 0.0% 3.0 0.4%
Total 705.2 100% 48.4 100% 753.6 100%
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Table 2-11. Distribution Pipe Install Year
Pipe Install
Year
System Pipe
Length, Miles
System
%
SCLA Pipe
Length1,
Miles
SCLA
%
Total Pipe
Length, Miles
Total
%
Prior to 1950 0.0 0.0% 0.0 0.0% 0.0 0.0%
1951‐1960 11.9 1.7% 0.0 0.0% 11.9 1.6%
1961‐1970 53.8 7.6% 0.0 0.0% 53.8 7.1%
1971‐1980 13.1 1.9% 3.3 6.8% 16.4 2.2%
1981‐1990 217.7 30.9% 3.6 7.5% 221.4 29.4%
1991‐2000 119.0 16.9% 7.6 15.7% 126.6 16.8%
2001‐2010 245.9 34.9% 28.0 57.8% 273.9 36.3%
2010-2020 32.9 4.7% 2.0 4.1% 34.9 4.6%
2020-2030 11.0 1.6% 2.3 4.8% 13.3 1.8%
Unknown 0.0 0.0% 1.6 3.3% 1.6 0.2%
Total 705.2 100% 48.4 100% 753.6 100%
2.10 Existing System Summary
Table 2-12 summarizes the District’s facilities by zone. The locations of the District’s facilities are shown in Figure 2-3, and a hydraulic profile of the District’s system is presented in Figure 2-4. A focused hydraulic profile for each pressure zone is provided in Appendix A.
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Table 2-12. Water System Facilities Summary
Zone Name(1) Subzone Elevations Served (2) Wells
(Flow into Zone) Reservoirs PRVs
(Flow into Zone)
Booster Stations
(Pumping from Zone)
2890 2,650-2,830 133, 135, 147(7) 102, 104 115
2906 2,675 -2,800 118, 119 109, 121 120
3065 2,760-3,000 116, 127, 130, 132, 136,
139(6), 141(6), 143(6), 146(7)
105, 113, 115, 118,
119, 120
103, 108, 109, 110,
121, 124 El Evado Booster Pump Station
3065A 2,790 -2,880 112, 113
3065B 2,780-2,890 111, 114
3170 2,770-3,115 120, 122, 140, 145 (7), 148(7) 110, 111, 116, 117 101, 102, 104, 105, 106, 107, 122
3170A(4) 2,820-2,900 A, B, C, D, E, F, G, 123
3290 2,940 -3,230 123(6), 126, 128(6), 131(6),
134(6), 137(6), 138(6), 142(7), 144(6) 107, 108, 112, 114 117, 118, 119 Amethyst Booster 3485 3,150-3,390 129(5,6),201(6), 203(6), 204(6), 205(6), 206(6), 207(6), 208(6), 209(6), 212(6) 202, 207 204, 205, 206 395 Booster 3675 3,340 -3,490 208, 209 202, 203, 209 White Road Booster 3820 3,480-3,665 205, 210
1. Zone Name is taken from mid
-level reservoir elevation in feet. Zone name does not represent zone Hydraulic Grade Line (HGL) elevation, as zone HGL is calculated from high water level (HWL) of reservoirs.
2. Per the 2010 WMP, elevations from 2005 GPS Survey for ID 1 (VVWD, 2005) and 2005 Water Supply Plan for ID 2 (HDR, 2005).
3. Taken offline in 2014 due to levels of Chromium
-6 approaching the new maximum contaminant level (MCL) established in 2014. May be returned to service if Chromium -6 levels decline.
4. 3170A is a subzone within the SCLA area.
5. Well 129 previously served Zone 3290 but has been rerouted into Zo ne 3485 as part of a blending strategy to achieve arsenic and chromium compliance.
6. Well is treated prior to flow being introduced to the potable syst em. Flow is either treated chemically or by blending with other sources.
7. Well is drilled but not equipped. Can be equipped when needed.
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Figure 2-3. Existing System Facilities Map
2026
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Figure 2-4. Hydraulic Profile
3.0 Evaluation Criteria
2026 Water Master Plan Update
City of Victorville | 3-1
3.0 Evaluation Criteria
This chapter presents the evaluation criteria to be used for the evaluation of the existing and future water facilities. The water system performance criteria were developed from the
California Waterworks standards, the District’s standards and preference, San Bernardino County Fire Department (SBCFD) standards, and engineering judgement.
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3.1 Supply Reliability
The California Waterworks Standards require that a public water system must be able to meet Maximum Day Demands (MDD) with source capacity only. Systems must also be able to meet four hours of Peak Hour Demand (PHD) through a combination of source capacity and storage capacity. For systems supplied by groundwater, reliable water source capacity is calculated by determining system capacity with the agency’s largest source out of service. This is also known as firm capacity.
However, with a system like the District’s that is fed by 33 groundwater wells, removing the largest single source does not provide a sufficiently conservative basis for supply reliability evaluation. Through discussions with the District, criteria have been developed that the water system shall meet MDD with the two largest wells out of service, as well as R 3 being out of
service because it is not a guaranteed supply.
Since earthquakes are prone to occur in Southern California and can damage a range of the system’s facilities, this master plan defines supply criteria for earthquake conditions, or other emergency conditions. If a water system is supplied by one or two large water sources, an earthquake or major facility failure could interrupt most or all of a system’s supply. However, with the District’s large number of groundwater wells located throughout the service area, the two largest wells out of service is considered reasonable for emergency conditions as well. In the event of an emergency, the District could enact a shortage stage and response actions from its WSCP to reduce water demands to average day demand (ADD) or lower. Therefore, the evaluation criteria for emergency conditions is that the water system shall meet ADD with the two largest wells and R
3 out of service.
For pressure zones that receive their supply through booster stations from other zones, booster station facilities must meet the MDD within that zone with the largest pump out of service. Table 3-1 summarizes the supply reliability evaluation criteria.
Table 3-1. Supply Reliability Evaluation Criteria
Condition Evaluation Criteria
Normal
Conditions
• Meet total system MDD with the two largest wells and the R3 supply out of service.
• Meet total system PHD through a combination of source capacity and storage capacity.
• Meet zone MDD with the largest booster pump out of service for zones that receive supply through booster stations.
Emergency
Conditions • Meet ADD with the two largest wells and R3 out of service.
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3.2 System Pressure
Minimum system pressures are evaluated under two scenarios, and the requirements are established in the California Waterworks Standards:
• PHD – Minimum pressure shall be 40 pounds per square inch (psi) • MDD with fire flow conditions – Minimum pressure shall be 20 psi Lower pressures are only acceptable for junctions at system facilities and on transmission mains. However, pressure shall not be less than 5 psi at any location to avoid potential contamination from back siphonage. The pressure analysis of the distribution system using the hydraulic model will be limited to demand junctions because only locations with service connections need to meet the pressure requirements.
The maximum static pressure should be maintained below 80 psi at customer connections.
Where maximum pressure exceeds 80 psi, customer connections should be equipped with individual pressure regulators, in accordance with the 2024 Uniform Plumbing Code, or most current version. The District desires to maintain distribution system pressures below 125 psi regardless of whether connections are equipped with pressure regulators. Table 3-2 summarizes the pressure requirements.
Table 3-2. System Pressure Evaluation Criteria
System Pressure Evaluation Condition Value
Maximum ADD 125 psi1
Minimum, without fire flow PHD 40 psi
Minimum, with fire flow MDD 20 psi
1Customer connections with service pressure greater than 80 psi shall be equipped with individual pressure regulators, in accordance with the 2024 Uniform Plumbing Code.
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3.3 Required Fire Flow
In addition to providing sufficient water supply and pressure to serve the domestic and irrigation demands of the District’s customers, the water system must also deliver an adequate supply for firefighting (fire flow) during MDD, while maintaining 20 psi, which is the minimum allowable system pressure established in the California Waterworks Standards. Table 3-3 summarizes the current fire flow requirements as of 2022.
Table 3-3. Fire Flow Requirements
Land Use Minimum Flow Required
(gpm) Duration (hours)
Single-Family Residential (LDR) 1,500 2
Multi-Family Residential (MDR) 2,500 3
Public Facility 3,500 4
Commercial 3,500 4
Industrial 4,000 4
Hospital 4,000 4
Existing SCLA Users1 6,000 4
1. Some existing industrial users at SCLA have been assigned higher fire flow requirements than the typical industrial value.
3.4 Storage Volume
Storage facilities for water distribution systems must provide operational, fire flow and emergency storage.
3.4.1.1 Operational Storage
Operational storage is the amount of water needed to equalize the daily supply and demand.
Without operational storage, water supply facilities would need to be sized to meet the instantaneous peak demands throughout the day. Operational storage is also available during normal demand days to allow the District to turn pumps and wells off during the day and fill the tanks at night to take advantage of lower electricity rates. Water systems are usually designed to meet maximum day demands with source capacity and use reservoir storage to provide additional water for peak hour flows. The District has established that the operational storage shall be at least 25 percent of MDD.
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3.4.1.2 Fire Flow Storage
Storage for fire flows shall be at least the volume equal to the maximum fire flow and its corresponding duration within each pressure zone. For all pressure zones except 3170, the maximum fire flow is based on industrial and hospital land uses and is 4,000 gpm for a duration of 4 hours, as shown in Table 3-3, equaling a total of 1.0 MG of required fire flow storage. Zone 3170 serves SCLA, where some existing land uses require a higher fire flow of 6,000 gpm for 4 hours, which equates to 1.44 MG of required fire flow storage in Zone 3170.
3.4.1.3 Emergency Storage
Emergency storage is water that is available for use by water system customers in the event of a longer-term disruption of water supply, such as pipeline failures, equipment failures, power outages, pumping system failures, water treatment plant failures, raw water contamination, or natural disasters. The quantity of emergency storage is determined by the agency, typically based on the estimated amount of time expected to elapse before the disruption caused by the emergency is corrected. However, the occurrence and magnitude of emergency can be difficult to predict; therefore, emergency storage can be set as a percentage of ADD or MDD. This is the method used in the District’s 2010 WMP and 2021 WMP and will be used in this water master plan as well. Since the District has a large number of groundwater wells throughout the service area, which provide redundancy, and groundwater wells have the ability to pump during a power outage through the use of portable generators, storage reservoirs for each pressure zone shall be capable of providing storage for 50 percent of MDD. Table 3-4 summarizes the District’s evaluation criteria for required storage volumes.
Table 3-4. Storage Evaluation Criteria
Storage Type Evaluation Condition
Operational 25% of MDD
Fire Fighting Maximum fire flow demand for required duration Emergency 50% of MDD
3.5 Distribution Pipelines
Evaluation criteria for distribution pipeline characteristics are summarized in the subsections below.
3.5.1 Velocity and Headloss
The velocity and headloss evaluation criteria for existing and proposed pipelines are presented in Table 3-5.
Table 3-6 presents velocity ranges for system conditions for proposed pipelines.
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Table 3-5. Velocity and Headloss Evaluation Criteria
Evaluation
Condition Value
Pipeline Velocity
Existing Pipelines1 MDD 7 fps
New pipelines (≤ 12-in diameter) MDD 5 fps
New pipelines (≥ 16-in diameter) MDD 4 fps
PS suction pipelines MDD 8 fps
Pipeline Headloss
Existing pipelines1 MDD 10 ft/kft
New pipelines MDD 5 ft/kft
1. Excludes hydrants laterals.
Table 3-6. Proposed Pipeline Velocity Ranges
System Analysis Condition Desired Range Questionable Range Deficient Range Average Day 0 to 5 fps 5 to 7 fps Over 7 fps
Maximum Day 0 to 7 fps 7 to 10 fps Over 10 fps
Peak Hour 0 to 7 fps 7 to 10 fps Over 10 fps
Fire Flow 0 to 15 fps - Over 15 fps
3.5.2 Pipeline Diameter and Material
In order to meet the District’s level of service objectives and operational preferences, the following criteria are recommended for new pipelines:
• Minimum diameter for new pipelines shall be 8 inches. • New pipelines shall be of standard diameter; the District considers 10-inch and 14-inch to be non-standard.
• Pipeline material shall be either Polyvinyl Chloride (PVC) C900 or ductile iron pipe (DIP).
Cement mortar lined and coated steel pipe may be allowed on a case -by-case basis.
Pipelines 18-inch and greater shall be DIP only.
• Due to the potential for soil contamination in the SCLA area, the District should be consulted prior to selecting pipe material in this area. • All pipelines shall be looped, excluding cul -de-sac streets, to reduce the potential for service disruption to an area due to pipeline outage. Dead-end pipes, when necessary, shall be terminated with a blow-off.
• For new waterlines linking two facility sites, the District will consider whether a fiber conduit for future use should be installed with the waterline to help expand the City’s fiber network.
If installed, the conduit shall be three inches with a pull box every 500 ft.
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3.5.3 Roughness Coefficient
The roughness coefficient for existing pipelines in the model were kept as-is. Existing pipelines have an assigned roughness coefficient (C-factor) ranging from 120 to 140 based on the results from previous model calibration efforts. Pipes in the SCLA area were assigned a C-factor ranging from 80 to 140 based on results of previous model calibration efforts. New pipelines are assigned a C-factor of 130.
3.6 Booster Pump Station Capacity
Each BPS within the system shall have a true spare unit, allowing for normal operations during typical repairs or replacements. For zones that rely solely on a BPS to provide supply, such as Zone 3675 and Zone 3820, the BPS must meet the following evaluation criteria for zone reliability and emergency conditions.
• Zone Supply Reliability. Each BPS providing the sole supply to a zone shall meet MDD with the largest pump unit out of service.
• Emergency Conditions. The pumping capacity shall be sufficient to meet ADD and to fill tanks for fire flow during an emergency event, such as a power outage or earthquake, using only those pump stations and/or pump units that have a stationary backup power supply. Although an emergency event can take place at any time of year, it is assumed that meeting ADD is sufficient because it would be reasonable to temporarily reduce water demands through implementation of the District’s WSCP.
The pumping capacity evaluation criteria are summarized in Table 3-7.
Table 3-7. Pumping Capacity Evaluation Criteria
Evaluation Condition
Zone Supply Reliability Meet MDD with the largest pump unit out of service.
Emergency Conditions Meet ADD and fill tanks for fire flow with back-up power only.
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3.7 Power Reliability
During widespread power outages, the District's level of service objective is to maintain sufficient emergency backup power capacity to operate enough groundwater production facilities to meet ADD on a system-wide basis. This objective recognizes the operational flexibility provided by interconnections between pressure zones, which allow supply to be transferred where needed; therefore, backup power capacity is evaluated at the system level rather than within each individual pressure zone.
The Highway 395 BPS and White Road BPS are exceptions to this approach and require dedicated stationary backup power because they provide the sole source of supply to Zones 3765 and 3820, respectively.
To achieve this level of service objective, the District will maintain a combination of stationary and portable emergency generators strategically deployed throughout the system to provide reliable backup power during extended outages.
4.0 Demand Analysis
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4.0 Demand Analysis
This chapter summarizes the District’s historical, current, and projected water dem ands, and factors accounting for seasonal, daily, and hourly fluctuations in water demands.
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4.1 Water Demand Analysis
4.1.1 Historical Water Demands
The District categorizes its water use customers as single family residential, multi-family residential, commercial/industrial/institutional, landscape and other. The District’s historical number of active connections by customer class from 2021 to 2025 are shown in Table 4-1.
Table 4-1. Historical Connections by Use Type
Use Type 2021 2022 2023 2024 2025
Single Family Residential 33,709 34,071 34,585 35,091 35,575 Multi-Family Residential 762 762 763 764 785
Commercial/Industrial/Institutional 2,178 2,202 2,220 2,227 2,252 Landscape 386 387 408 419 425
Total 37,035 37,422 37,976 38,816 39,037
The District’s historical retail water use by customer type for the years from 2021 through 2025 is summarized in Table 4-2.The “existing” demands allocated in the hydraulic model are based on 2024 customer billing records because complete 2025 data was not yet available when the demands were allocated. After removing the Sales to Other Agencies, the 2024 demands are only 60 AF more than the 2025 demands, so the “existing” demands allocated in the model also reasonably represent 2025 demands.
Table 4-2. Historical Water Demand by Use Type, AFY
Use Type 2021 2022 2023 2024 2025
Single-Family Residential 12,679 12,332 11,221 11,464 12,072 Multi-Family Residential 1,929 1,939 1,805 1,819 1,877
Commercial/Industrial/Institutional 5,703 5,590 4,901 5,157 5,031 Landscape 1,244 1,360 1,202 1,196 1,316
Water Losses 1,242 565 1,361 1,820 1,098
Customer Demand Subtotal 22,796 21,879 20,490 21,455 21,395 Sales to Other Agency 157 0 137 163 7
Total Potable Demand 22,953 21,879 20,627 21,618 21,402
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4.1.2 Demand Projection Methodology
As shown in Table 4-2, water demand has generally remained consistent since 2021, which is most likely due to permanent conservation in response to droughts, state mandated water use reduction targets, more efficient appliances and plumbing, and conservation efforts made by the District and its customers. Historic demand trends and water use per connection for each connection type (single family residential, multifamily residential, commercial, etc.) were assessed along with expected growth rates to project demand through 2050. The major assumptions used to develop demand projections are described below:
Baseline Water Use: A historic baseline period is used to approximate “normal” demand patterns representative of what is expected in the future given normal conditions for influential factors impacting demand, known as “demand drivers”. A key demand driver is rainfall. Baseline years incorporate impacts of dry and wet years since demand typically fluctuates with rainfall due to the need for more irrigation in dry years and less in wet years. For this analysis, a baseline period of 2021-2024 is used, which captures two average rainfall years (2022 and 2024), one wet year (2023), and one dry year (2021). This baseline period captures a wide range of demand drivers to approximate an average or normal demand pattern. A baseline water use per connection was established for each connection type.
Future % Reduction: Based on the State’s current indoor water use standard of 42 gallons per capita per day, it was assumed that new residential connections would be more efficient and meet this standard at the time of construction. Additionally, suppliers are required to reduce water demands in alignment with “Making Conservation a California Way of Life Regulation” (CWOL Regulation) over the next 30 years. Therefore, it was assumed that existing residential customers will reduce indoor water demands by 2% over the planning period, while new connections are anticipated to have 25% less indoor water use than existing customers based on newer efficient technology and alignment with the latest energy efficient plumbing codes, as well as assumed to meet Urban Water Use Objective (UWUO) Indoor GPCD targets. Similarly, existing landscape connections are assumed to reduce water demand by 2% throughout the planning period, while new landscape connections are anticipated to use 10% less water per connection than existing connections. The CWOL Regulation and UWUO targets are discussed further in Section 4.2.2.
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Growth Rate: Projected connection growth for each use type varies and is based on historic growth rates and current development activity. A summary of connection growth by use type is provided in Table 4-3.
Table 4-3. Connection Growth Assumptions by Use Type
Use Type Future Connection Estimates Assumptions
Connection
Increase Every
5 Years
Average
Annual %
Change
Single Family
Residential
Based on current and expected single family
residential development activity. The District
tracks proposed developments and their
estimated timing to estimate the number of
connections expected in each five year period.
2,150 1.2%
Multi-Family
Residential
Average historical growth rate (2020-2024);
aligns with expected developments 3 0.1%
Commercial /
Industrial /
Institutional (CII)
Average historical growth rate (2018-2024);
aligns with expected developments 54 0.6%
Landscape
Based on 1 connection per CII development + 20
landscape meters for greenbelts around
residential developments
74 3.4%
Water Loss: VWD’s water loss audits for 2021-2024 were reviewed to estimate potential future losses. Between 2021 and 2024, water losses remained consistent, ranging between 5% to 8%, with an average of 7%. Projected future water losses are assumed to be 7% of potable system demand.
Total Projected Demand: For each connection type, the baseline water use per connection for existing and future connections was multiplied by the projected future number of connections to estimate future water use by connection type. The water loss percent was applied to the subtotal of demand for all connection types to determine the total projected future demand.
Table 4-4 presents projected potable demand through 2050, which represents ADD.
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Table 4-4. Projected Potable Demand, AFY
4.1.3 Future Demand Allocation
The 2026 WMP is focused on a 10-year planning period to identify capital improvements needed through 2035. The projected additional water demands for 2035 shown in Table 4-4 were spatially allocated in the hydraulic model. The projected additional demand between 2024, excluding sales to other agencies (21,455 AFY) and 2035 (23,878 AFY) is 2,423 AFY, or 1,502 gpm, which represents ADD. Because the evaluation criteria and key model scenarios focus on MDD, ADD was converted to MDD for the future demand allocation exercise. As discussed in Section 4.2, MDD is 1.6 times ADD, so the projected additional MDD between 2024 and 2035 is 2,408 gpm (rounded).
The District keeps a database of potential developments that are in various phases of development. These records include the development names, number of lots, pressure zone and proposed water demand. Projects on the development list that are already in construction or are in plan check are assumed to be constructed within the 10-year planning period and are included as active in the 2035 model scenario. The demand associated with this set of projects plus the existing demands is less than the projected 2035 water demand, so additional projects from the development list were selected based on project type and location and made active in the 2035 scenario to more closely align with the total projected 2035 demand presented above.
The additional demands were spatially allocated in the hydraulic model. The existing and future demands by pressure zone are shown in Table 4-5. The projects assumed to be active in the 2035 demand scenario are shown in Figure 4-1 and Figure 4-2. The projects in Figure 4-1 and Figure 4-2 labeled “Other Approved Projects” are projects that have an approved WFS and Will Serve Letter from the District but are not included in the 2035 demand scenario for this WMP.
Use Type 2030 2035 2040 2045 2050
Single Family
Residential 12,671 13,144 13,605 14,055 14,495
Multi-Family
Residential 1,859 1,842 1,826 1,810 1,794
Commercial 5,520 5,651 5,782 5,912 6,043
Landscape 1,496 1,679 1,862 2,046 2,231
Water Losses 1,508 1,562 1,615 1,668 1,719
Total 23,054 23,878 24,690 25,491 26,282
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Table 4-5. Existing and Future MDD By Pressure Zone
Pressure Zone 2024 (gpm) 2024 (MGD) 2035 (gpm) 2035 (MGD) Zone 2890 341 0.49 341 0.49
Zone 2906 93 0.13 374 0.54
Zone 3065 4,354 6.27 4,466 6.43
Zone 3170 6,154 8.86 7,044 10.14
Zone 3290 5,789 8.34 6,009 8.65
Zone 3485 3,927 5.65 4,177 6.01
Zone 3675 445 0.64 1,099 1.58
Zone 3820 180 0.26 180 0.26
Total 21,282 30.6 23,690 34.1
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Table 4-6. Projects Included in 2035 Demand Scenario
Project Name Pressure Zone Project Type MDD (gpm)
EWTR23-00406 2906 Industrial 115
EWTR21-00648 2906 Residential 165
EWTR23-00124 3065 Residential 42
EWTR24-00201 3065 Residential 70
Lot 43 – Iron Mountain 3170 Industrial 20
PSUB20-00039 3170 Industrial 174
EWTR23-00221 3170 Industrial 33
EWTR22-00598 3170 Industrial 109
PSUB20-00108 3170 Residential 71
Westcreek 3170 Residential 91
EWTR23-00299 3170 Residential 29
EWTR23-00606 3170 Multi-Family Residential 59
EWTR25-00024 3170 Commercial 28
EWTR23-00452 3170 Residential 62
EWTR21-00135 3170 Industrial 50
EWTR24-00773 3170 Industrial 76
EWTR21-00062 3170 Commercial 76
EWTR21-00413 3170 Multi-Family Residential 12
EWTR21-00554 3290 Residential 53
EWTR25-00201 3290 Commercial 9
EWTR22-00213 3290 Commercial 17
EWTR21-00008 3290 Multi-Family Residential 49
EWTR22-00462 3290 Multi-Family Residential 9
EWTR20-00226 3290 Commercial 12
EWTR18-00270 3290 Commercial 8
EWTR23-00405 3290 Commercial 16
EWTR22-00520 3290 Residential 16
EWTR22-00378 3290 Residential 31
Tract 18487 3485 Residential 18
EWTR24-00432 3485 Residential 55
Tract 20275 3485 Residential 40
EWTR19-00019 3485 Residential 96
EWTR21-00537 3485 Residential 32
EWTR22-00182 3485 Residential 14
EWTR21-00569 3485 Commercial 13
EWTR22-00754 3675 Residential 105
EWTR18-00230 3675 Residential 83
Tract 20341 3675 Residential 129
Tract 17516 3675 Residential 26
Tract 17585 3675 Residential 86
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Project Name Pressure Zone Project Type MDD (gpm)
Tract 17586 3675 Residential 75
Tract 17587 3675 Residential 66
Tract 17588 3675 Residential 85
Total Additional Demand 2,408
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Figure 4-1. Proposed Projects, Northern Portion of System 2026
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Figure 4-2. Proposed Projects, Southern Portion of System 2026
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4.1.4 Peaking Factors
Peaking factors account for fluctuations in demands on a seasonal, daily, or hourly basis.
Peaking factors were calculated using data from the District’s production records for 2021 through July 2025 to identify the maximum day demand. The average maximum day demand is approximately 30 million gallons per day. Compared to the District’s average day demand of
19.2 million gallons per day, the District-wide ADD:MDD peaking factor is approximately 1.6.
This factor was applied to the 2025 ADD to estimate 2025 MDD. Peak hour demands were estimated as 1.5 times MDD, consistent with the 2021 WMP. A summary of the existing and future demands by pressure zone and under various demand conditions are presented in Table 4-8 and Table 4-9.
Table 4-7. System Peaking Factors
ADD:MDD MDD:PHD ADD:PHD
Peaking Factor 1.6 1.5 2.4
Table 4-8. 2024 Demands by Pressure Zone
Pressure Zone ADD (gpm) MDD (gpm) PHD (gpm)
Zone 2890 213 341 511
Zone 2906 58 93 140
Zone 3065 2,721 4,354 6,531
Zone 3170 3,846 6,154 9,230
Zone 3290 3,618 5,789 8,683
Zone 3485 2,454 3,927 5,890
Zone 3675 278 445 667
Zone 3820 113 180 271
Total 13,301 21,282 31,923
Table 4-9. 2035 Demands by Pressure Zone
Pressure Zone ADD (gpm) MDD (gpm) PHD (gpm)
Zone 2890 213 341 511
Zone 2906 234 374 560
Zone 3065 2,791 4,466 6,699
Zone 3170 4,403 7,044 10,567
Zone 3290 3,756 6,009 9,014
Zone 3485 2,611 4,177 6,266
Zone 3675 687 1,099 1,648
Zone 3820 113 180 271
Total 14,806 23,690 35,535
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4.1.5 Water Demand Factors
Demands for these projects are based on the District’s proposed project tracking log, which includes demand projections that were prepared for each project’s Water Feasibility Study (WFS). WFS demands for residential developments are typically estimated based on the number of proposed dwelling units and demand per dwelling unit, similar to the approach used in this WMP. WFS demands for Commercial and Industrial developments are typically estimated for each project based on GIS parcel data and land use type, or based on information provided by the developer. Water demand factors by land use were originally developed as part of the 2021 WMP and have since been refined as part of the ongoing WFS analyses based on more recent available data reflecting more efficient water use. Water demand factors by land use are presented in Table 4-10. Although these demand factors were not used to develop the future demand projections in the WMP, they may continue to be used in future WFS analyses and are presented here for future reference.
Table 4-10. Water Demand Factors
Land Use Water Demand Factor
(ADD) Unit
Single Family Residential1 251 gpd/DU
Multi-Family Residential2 174 gpd/DU
Commercial3 1,000 gpd/ac
Industrial4 500 gpd/ac
1. Incorporates CWOL Regulations, indoor residential use standard 42 gpcd (effective in 2030). Outdoor water use assumed to be 30 gpcd, in alignment with District existing outdoor water use estimates. Factors applied to 3.48 persons per household factor based on 2020 U.S. Census.
2. Water Research Foundation. Water Use in the Multi-Family Housing Sector Project #4554, Table ES.1 Estimated dwelling units and annual average unit usage rates for five water utilities.
3. 2021 WMP. Based on average demand for all existing commercial and industrial customers.
4. Revised May 2023 based on water use data for 15 existing industrial customers in the District, excluding large water intensive manufacturing facilities. Water intensive developments must provide project-specific water use estimates.
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4.2 Water Use Efficiency
The District’s historic and future water demands are heavily influenced by water conservation and water use efficiency legislation passed by the State in the last 20 years.
4.2.1 Compliance with SBx7-7
SBX7-7 was incorporated into the UWMP Act in 2009 and required that all water suppliers increase water use efficiency with the overall goal to decrease per-capita water consumption within the state by 20 percent by the year 2020.
SBX7-7 required DWR to develop certain criteria, methods, and standard reporting forms through a public process that water suppliers could use to establish their baseline water use and determine their water conservation targets. SBX7-7 and DWR's Methodologies for Calculating Baseline and Compliance Urban Per Capita Water Use specify methodologies for determining the baseline water demand, 2015 interim urban water use target and the 2020 urban water use target for the District, as described in the 2020 UWMP. Figure 4-3 below shows the District’s 2020 actual and 2020 target GPCD. As shown, the District far exceeded its 2020 target. Most recently, in 2025, the water use was 128 GPCD, which is well below the 2020 target of 202 GPCD. The District’s historical GPCD from 1995 through 2025 and the projected GPCD through 2050, along with the baseline and target GPCD are shown in Figure 4-3.
Figure 4-3. Conservation Progress and SBx7-7 Compliance
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
1995 2000 2005 2010 2015 2020 2025 2030 2035 2040 2045 2050 GPCD
Historic GPCD Baseline GPCD 2020 Target Projected GPCD
2020 Target
202 GPCD
Baseline
253 GPCD
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4.2.2 New CWOL Regulations
New water use efficiency standards from the CWOL Regulation supersede SBX7-7 standards.
In 2018, two policy bills were enacted by the California Legislature, Assembly Bill 1668 (AB1668, Friedman) and Senate Bill 606 (SB606, Hertzberg), which ultimately led to adoption of the CWOL Regulation. Under the CWOL Regulation, each urban retail water supplier must comply with its calculated UWUO. DWR and the State Water Resources Control Board (State Board) have developed a reporting framework for calculating the UWUO and compliance annually with efficiency standards becoming increasingly stringent through 2040.
In response to the CWOL Regulation, the District is developing its Conservation as a California Way of Life Technical Assistance Plan (CCTAP). The objective of the CCTAP is to aid the District with preparation for compliance with the UWUO, commercial, industrial, and institutional (CII) Performance Measures requirements, and reporting compliance. The CCTAP is in the early stages of development at the time of this WMP and will outline what the District needs to do to prepare for compliance and what needs to be implemented to achieve the water savings necessary to comply with the UWUO. Additionally, the District is proactively performing leak detection measures and acoustic leak detection pilot studies to identify sources of water loss and minimize system losses.
This section assesses the District’s historic water usage patterns and identifies potential areas for improvement to comply with the UWUO, which the CCTAP will build upon. As a starting point, existing demands were spatially mapped to view the magnitude of demands within specific areas of the District, shown in Figure 4-4. Residential only demands are shown in Figure 4-5. As shown in Figure 4-5, there is not a significant amount of high-water users within the residential customer base (as shown by the red dots). The District may consider further investigation of these customers to determine the reason for elevated water use and develop specific opportunities to improve water use efficiencies for these customers as part of CCTAP.
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Figure 4-4: 2024 Parcel Demands
2026
4.0 Demand Analysis
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Figure 4-5: 2024 Residential Parcel Demand
2026
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The CWOL Regulation requires suppliers to calculate an annual UWUO consisting of these core components:
UWUO = Residential Indoor Water Use Budget + Residential Outdoor Water Use Budget + Commercial, Industrial, and Institutional (CII) Dedicated Irrigation Meters (DIM) Outdoor Water Use Budget + Real Water Loss Budget
Each component has associated water efficiency standards that become increasingly stringent through 2040. The CWOL Regulations and UWUO components will be described in detail in the CCTAP, so this section provides only a high level overview. The District’s projected UWUO, excluded demands, and total demands for both existing and new growth connections are shown in Table 4-11 and Figure 4-6. Figure 4-6 also includes 2026 WMP demand projections from Table 4-4 for comparison. While the 2026 WMP demand projections do include some future water use efficiency gains, they are deliberately more conservative than the UWUO projections to avoid under sizing water infrastructure, and because the District has not yet completed its plan for meeting the future UWUO.
Table 4-11 shows the District’s estimated UWUO for 2020 and 2030-2045 with 2025 reflecting actual use for fiscal year (FY) 2024/2025 as reported to the State in the UWUO Annual Report.
Based on the UWUO standards and the District’s existing water use, Table 4-11 indicates that most reductions could come from outdoor residential and CII dedicated irrigation meters (DIM) if those uses were meeting the UWUO standards. This estimate relies on a key assumption that 2025 residential usage is comprised of 52% indoor water use. This indoor use percentage was calculated by summing spatially allocated water demands for 2024 and comparing it to total wastewater flows generated within the same boundary in GIS. It is assumed that all wastewater flows come from indoor uses for this analysis.
It is allowable for demand reductions to come from residential indoor or real water loss reductions since UWUO compliance is measured as a total, not by individual category.
However, the real water loss reductions must be met on their own as part of a separate regulation from Senate Bill (SB) 555.
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Figure 4-6. Projected UWUO Demand & Historic Baseline Demand
20,822 20,353 20,461 21,264
19,619
18,321 17,595 17,572
21,402
23,054
25,491
-
5,000
10,000
15,000
20,000
25,000
30,000
2016
2018
2020
2022
2024
2026
2028
2030
2032
2034
2036
2038
2040
2042
2044
Water Demand (AFY)
Actual Total Potable Demand
Existing & New Customers UWUO + Excluded Demand
Existing Customers UWUO + Excluded Demand
2025 WMP Demand Projection
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Table 4-11. Projected UWUO Demands for Existing & Future Customers 2020 2025 2030 2035 2040 2045
Estimated Reduction
Needed from 2025
to 2045
Reduction %
Existing Customers
Residential Indoor 8,717 7,045 6,978 6,978 6,997 6,978 -67 -1% Residential Outdoor 5,228 6,503 5,228 4,162 3,661 3,661 -2,842 -44% CII DIM 1,097 1,466 1,097 864 617 617 -849 -58%
Real Water Losses 1,649 1,162 1,159 1,159 1,162 1,159 -3 0% Total UWUO Demand 16,691 16,176 14, 462 13,164 12,438 12,415 -3,761 -23% UWUO-Excluded Demands 5,939 5,029 5,157 5,157 5,157 5,157 128 3% Total Demand 22,630 21,205 19,619 18,321 17,595 17,572 -3,633 -17% New Customers
Residential Indoor 0 0 419 838 1,260 1,676
Assumed to be as efficient as UWUO
efficiency standards so no reduction is
expected. If new customers are more
efficient than UWUO standards, it helps to
meet the system-wide UWUO.
Residential Outdoor 0 0 394 611 829 1,047
CII DIM 0 0 188 309 429 550
Real Water Losses 0 0 202 274 347 419
Total UWUO Demand 0 0 1,203 2,032 2,866 3,691
UWUO-Excluded Demands 0 0 0 0 0 0
Total Demand 0 0 1,203 2,032 2,866 3,691
Existing & New Customers
Total UWUO Demand 16,691 16,176 15,665 15,196 15,304 16,107 UWUO-Excluded Demands 5,939 5,029 5,157 5,157 5,157 5,157 Total Demand 22,630 21,205 20,822 20,353 20,461 21,264
5.0 Hydraulic Model
2026 Water Master Plan Update
City of Victorville | 5-1
5.0 Hydraulic Model
This chapter summarizes the District’s current water distribution system hydraulic model and additional updates to the model for this 2026 WMP update .
5.0 Hydraulic Model
2026 Water Master Plan Update
City of Victorville | 5-2
5.1 Overview of Model
The City maintains its water hydraulic model and utilizes it often for various types of analysis in between water master plan updates. The current hydraulic model was first developed and calibrated in 2016 (2016 Model) based on the District’s GIS system. The 2016 Model was updated and used in the 2021 WMP update. The 2021 Model has been maintained by WSC as part of other ongoing work and was used as the basis for this 2026 WMP update.
The hydraulic model currently runs in Innovyze InfoWater Pro, a platform that operates in ArcGIS Pro.
5.2 Hydraulic Model Updates
The City provided a copy of its water facility GIS database as of June 30, 2025. The GIS database was reviewed and used to update infrastructure within the model. In areas where the City GIS showed existing pipe networks that were not in the model, the GIS Gateway tool was used to import these assets into the hydraulic model. In areas where the model did have the existing infrastructure shown in GIS, WSC made adjustments to model pipe locations and attributes to more closely match the GIS data.
Three new PRVs were also added to the model: PRV 122 located at the corner of Mojave Drive and Amethyst Road; PRV 123 located at the Goodyear facility; and PRV 124 located at the intersection of Hesperia Road and Eureka Street. PRV 122 was installed to allow additional flow from Zone 3290 into Zone 3170, when needed. PRV 123 serves a small area in the northwest portion of Zone 3170 at SCLA. PRV 124 was installed to support future rezoning near Greentree Blvd. and allow flow from Zone 3170 to Zone 3065.
New model scenarios were created for 2025 ADD, MDD, and PHD conditions and future 2035 ADD, MDD, and PHD for future system analysis. A summary of the model scenarios is provided in Table 5-1.
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Table 5-1. Model Scenarios
Scenario Name Description of Scenario Child
Scenario of
Demand
Condition
Base Base Network Scenario (Do Not Run) - -
Existing System Folder to Hold Existing System
Scenarios (Do Not Run) Base -
Calibration2 Folder to Hold Calibration Scenarios
(Do Not Run) Existing System -
Ex ADD Existing System Average Day Demand Existing System ADD Ex MDD Existing System Max Day Demand Existing System MDD Existing System WMP1 Folder to Hold Existing System
Scenarios for 2021 WMP (Do Not Run) Base -
Ex ADD WMP1 Existing System Average Day Demand
for WMP
Existing System
WMP ADD
Ex MinDD EPS1, 4 Existing System Minimum Day Demand
for WMP Ex ADD WMP MinDD
Ex MDD WMP1 Existing System Max Day Demand for
WMP
Existing System
WMP MDD
Ex PHD WMP1 Existing System Peak Hour Demand for
WMP Ex MDD WMP PHD
2025 Existing System
WMP3
Folder to Hold Existing System
Scenarios for 2025 WMP (Do Not Run) Base -
2025 ADD3 Existing System Average Day 2025
Demand for 2025 WMP
2025 Existing
System WMP 2025 ADD
2025 MDD3 Existing System Max Day 2025
Demand for 2035 WMP
2025 Existing
System WMP 2025 MDD
2025 PHD3 Existing System Peak Hour 2025
Demand for 2025 WMP
2025 Existing
System WMP 2025 PHD
Future System Folder to Hold Future System Scenarios
(Do Not Run) Base -
Future System WMP1 Folder to Hold Future System Scenarios for WMP (Do Not Run) Base -
Future System 2028 ADD1 Future System Average Day 2028
Demand for 2021 WMP
Future System
WMP 2028 ADD
Future System 2028 MDD1 Future System Max Day 2028 Demand for 2021 WMP
Future System
WMP 2028 MDD
Future System 2028 PHD1 Future System Peak Hour 2028
Demand for 2021 WMP
Future System
WMP 2028 PHD
Future System 2035 ADD3 Future System Average Day 2035
Demand for 2025 WMP
Future System
WMP 2035 ADD
Future System 2035 MDD3 Future System Max Day 2035 Demand for 2035 WMP
Future System
WMP 2035 MDD
Future System 2035 PHD3 Future System Peak Hour 2035
Demand for 2025 WMP
Future System
WMP 2035 PHD
1Scenarios added to the 2016 Model by WSC.
2There are an additional 28 scenarios under the Calibration scenario which were used to calibrate the 2016 Model.
3Scenarios added to the 2021 WMP model by WSC for this 2025 WMP Update.
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Scenario Name Description of Scenario Child
Scenario of
Demand
Condition
4MinDD – Minimum Day Demand; EPS – Extended Period Simulation.
The water system has not undergone any major changes since the model was last calibrated in 2016. The model was developed using industry-standard friction factors to represent headloss throughout the system. Based on the age and material of the pipelines in the District’s system, physical changes are not expected to have caused significant changes in hydraulic performance since 2016. The District has a robust program for maintaining pumps and valves, and the model update included confirmation of the setpoints and controls for these assets. The hydraulic performance of pumps and valves has not changed significantly since the last model calibration.
Additionally, the model has been used on numerous occasions to evaluate operational scenarios where the model results are compared to observations in the water system, and the model results have reasonably aligned with system observations. Therefore, based on WSC’s experience using the model, it was determined it was not necessary to recalibrate the model for this WMP update.
6.0 Water System Analysis
2026 Water Master Plan Update
City of Victorville | 6-1
6.0 Water System Analysis
This chapter describes the assumptions, methodology and the findings of the water system analysis for the existing and future system. The water system analysis evaluated supply, storage, pumping capacity, power and hydraulic performance (system pressure, pipeline velocity and fire flow capabilities).
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6.1 Supply Analysis
As stated in Section 0, the District’s potable water supply is from groundwater and MWA’s R3 project. As discussed in Section 3.1, the evaluation criteria require that the water system shall meet MDD with the two largest wells out of service, as well as R3 being out of service because it is not a guaranteed supply. The reduced supply with these sources out of service is referred to as the Firm Capacity. The District has numerous booster stations and PRVs which allow the District to transfer water between pressure zones in the event a well is out of service, enabling them to continue to serve demands when limited to the Firm Capacity.
As shown in Table 6-1, the system wide total capacity is 42,635 gpm (including R 3 supply) and
the system wide firm capacity is 30,841 gpm. The 2035 system wide MDD is projected to be 23,690 gpm. There is approximately 7,151 gpm surplus of supply; therefore, additional supply sources are not anticipated to be needed within the 2035 planning horizon of this WMP. The total and firm supply capacity compared with current and future demands are summarized in Table 6-1.
System wide there are no supply deficiencies. However, the District is prioritizing construction of a new well, Well 109R, to replace the former Well 109, which was destroyed due to age and condition. The location of this well in the system is advantageous from an operational perspective and the District desires to restore the production capacity at that site. The future capacity of Well 109R will not be known until it is drilled so the capacity is not included in this WMP. Existing wells will be maintained per the Rehab and Replacement Plan, per Section 7.4.
Table 6-1. Supply Capacity vs. Demand
Supply Capacity, gpm
Current Well and R3 Capacity 42,635
Current Firm Capacity1 30,841
2025 MDD 21,282
2035 MDD 23,690
Excess Supply in 2035 (based on Firm Capacity) 7,151
1Firm capacity is the total supply excluding the two largest wells in the system (Well 140 and Well 144) and R3.
Each pressure zone was also analyzed and compared to the existing and future demands to present a water balance calculation. Based on this pressure zone analysis presented in Table 6-2, there is sufficient supply for each zone to meet existing and future demands with limited support from other zones. Supply to Zone 3675 and Zone 3820 were designed to be supplied from Zone 3485 via BPS. Zone 3170 is projected to have a minor shortage in supply in 2035, which can be met via PRV from Zone 3290. Therefore, no additional future supply projects are recommended at this time.
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Table 6-2. Pressure Zone Water Balance
Pressure
Zone
Well
Capacity
Within
Zone
2024 2035 PRV
Capacity
In
PRV
Capacity
Out
Booster
Capacity
In
Booster
Capacity
Out
NotesTotal Zone
Demand (MDD)
Zone Supply
Balance
Total Zone
Demand (MDD)
Zone Supply
Balance
2890 1,780 341 1,439 341 1,439 617 - - -
Supply balance cannot be moved to other zones currently.
Supply can be supplemented via PRV from Zone 3065 if needed. 2906 1,365 93 1,272 374 991 2,467 - - -
Supply balance cannot be moved to other zones currently (future improvements would enable supply to be moved to future Zones 3090 and 3210 (see Appendix C).
Supply can be supplemented via PRV from Zone 3065 if needed. 3065 9,635 4,354 5,281 4,466 5,169 2,810 (3,084) - 1,757 Approximately 1,757 gpm of the supply balance can be transferred to Zone 3170 via BPS (limited by BPS firm capacity) or to lower zones via PRV (limited by PRV capacity).
Supply can be supplemented via PRV from Zone 3170.
3170 6,370 6,154 216 7,044 (674) 3,084 (2,810) - - 2035 MDD Zone supply need will be met with PRV from Zone 3290. 3290 10,972 5,789 5,183 6,009 4,963 4,935 (9,321) 1,757 1,519 Approximately 1,519 gpm of the supply balance can be moved to higher zones via El Evado BPS (limited by BPS firm capacity), or to lower zones by PRV.
Supply can be supplemented via PRV from Zone 3485 if needed.
Replacement Well 109 will increase Zone supply balance. 3485 8,366 3,927 4,439 4,177 4,189 1,988 (2,467) 3,559 3,988 A portion of the supply balance is needed to serve Zones 3675 and 3280.
The remainder of the supply balance could be moved to lower zones via PRVs. 3675 - 445 (455) 1,099 (1,099) 1,302 (2,467) 3,988 894 All supply is met via BPS from Zone 3485. 3820 - 180 (180) 180 (180) - (1,988) 894 - All supply is met via BPS from Zone 3485 and 3675.
Notes:
1. Capacity of wells, boosters and PRVs are not anticipated to in crease within the next 10 years and therefore values have been held constant for 2024 and 2035 scenarios. The only exception is that the District plans to drill a replacement well on the former Well 109 site, which will increase the well capacity in Zone 3290.
2. Subzones have been rolled up into the larger zone for the purposes of this water balance.
3. Booster capacities are firm capacities with the largest pump out of service.
4. Well capacities are total capacity, not reduced for fi rm capacity, which is done on a system-wide basis.
5. This analysis focuses on supply to meet MDD only. Excess storage can also be transferred between zones using PRVs and BPSs; see storage analysis.
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6.2 Storage Analysis
The District currently has 23 storage reservoirs with a combined capacity of 66.3 MG (excluding Reservoir 211, which is operated by MWA as part of the R3 Project). Details of these reservoirs can be found in Section 2.5.
The existing system storage in each zone is compared with the required storage of each zone, which consists of a combination of operational storage, fire flow storage, and emergency storage. Sizing requirements for each of these components are summarized in Section 3.4.
Table 6-3 presents the results of the existing system storage analysis based on 2025 demands and shows that most of the zones currently have sufficient storage. Zones 2906 and 3485 have a small storage deficit, totaling approximately 0.50 MG of deficient storage capacity in each zone. However, these zones are connected to higher pressure zones by PRVs, allowing excess storage capacity from higher zones to be transferred to these zones to effectively meet the storage needs.
Table 6-3. Existing System Storage Analysis
Pressure
Zone
Operational
Storage,
MG
Fire Flow
Storage,
MG
Emergency
Storage,
MG
Total
Storage
Required,
MG
Available
Existing
Storage,
MG
Storage
Surplus /
Deficit,
MG
2890 0.12 0.96 0.25 1.33 3.00 1.67
2906 0.03 0.96 0.07 1.06 0.50 -0.56
3065 1.57 0.96 3.13 5.66 23.00 17.34
3170 2.22 1.44 4.43 8.09 12.50 4.41
3290 2.08 0.96 4.17 7.21 15.00 7.79
3485 1.41 0.96 2.83 5.20 4.70 -0.50
3675 0.16 0.96 0.32 1.44 5.10 3.66
3820 0.07 0.96 0.13 1.15 2.50 1.35
Total 7.7 8.2 15.3 31.1 66.3 35.2
In Zone 3485, there are some additional factors that are relevant to the existing system storage analysis. Reservoir 201 is a 2.0 MG reservoir in Zone 3485 which is currently out of service due to a hydraulic imbalance in the zone. The District ultimately plans to construct a 30‐inch diameter Zone 3485 Balancing Main, which will enable Reservoir 201 to be reconnected to the system to increase the Zone 3485 storage volume by 2.0 MG. Also, Reservoir 211 is a 5 MG storage reservoir that is being leased to MWA as part of the R 3 distribution system but is
hydraulically connected to Zone 3485. Although the capacity of this reservoir is not included in the District’s storage analysis, it could be utilized to effectively increase the available storage in Zone 3485 in the case of an emergency and may be restored as part of the District’s system in the future.
While the District prefers that each zone have sufficient storage independent of other zones, the existing storage deficiencies are relatively minor and can be mitigated by excess storage in
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higher zones, so the expense of storage improvements for existing customers is not warranted at this time. For this reason, no storage improvements were identified for the existing system.
For the future system analysis, the existing storage in each zone is compared with the required storage for each zone based on the projected 2035 demands. The fire flow storage needs are the same as the existing system, but the operational and emergency storage requirements are higher because they are based on the water demands in each zone. Table 6-4 presents the results of the 2035 storage analysis.
Table 6-4. 2035 Storage Analysis
Pressure
Zone
Operational
Storage,
MG
Fire Flow
Storage,
MG
Emergency
Storage,
MG
Total
Storage
Required,
MG
Available
Existing
Storage,
MG
Storage
Surplus /
Deficit,
MG
2890 0.12 0.96 0.25 1.33 3.00 1.67
2906 0.13 0.96 0.27 1.36 0.50 -0.86
3065 1.61 0.96 3.22 5.78 23.00 17.22
3170 2.54 1.44 5.07 9.05 12.50 3.45
3290 2.16 0.96 4.33 7.45 15.00 7.55
3485 1.50 0.96 3.01 5.47 4.70 -0.77
3675 0.44 0.96 0.79 2.15 5.10 2.95
3820 0.06 0.96 0.13 1.15 2.50 1.35
Total 8.5 8.2 17.1 33.7 66.3 32.6
As shown, the storage deficit in Zone 2906 increases to 0.86 MG, but there is still approximately 17 MG of excess storage in the next highest zone, Zone 3065, which can be transferred to Zone 2906 through a PRV. Therefore, no storage improvements are recommended for Zone 2906 in the 10-Year Project Plan.
The storage deficit in Zone 3485 increases to 0.77 MG by 2035, but there is approximately 4.3 MG of excess storage in the two higher zones, Zone 3675 and Zone 3820, which can be transferred to Zone 3485 through PRVs. The Zone 3485 Balancing Main is recommended to be constructed when needed to meet future demands. Once the Zone 3485 Balancing Main is constructed, the District can restore Reservoir 201 to service and increase the Zone 3485 storage volume by 2.0 MG. With Reservoir 201 back online, the storage deficit will be resolved.
Minor storage deficits can be met by excess storage in higher zones; therefore, no new reservoirs will be required in the 10-year Project Plan. Existing reservoirs will be maintained per the Rehab and Replacement Plan, described in Section 7.8. As shown in Table 6-2, the District can move water throughout its system using various PRVs and BPSs to utilize excess storage between pressure zones.
6.3 Pump Station Analysis
As stated in Section 3.6, each BPS shall have a true spare unit for operational needs. All BPS, contain one or more spare pump unit. As discussed in Section 2.6, HWY 395 BPS and White
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Rd BPS provide the sole sources of supply to Zone 3675 and Zone 3820, respectively. The evaluation criteria for these BPS require that they meet MDD with the largest unit out of service for zone supply reliability.
As shown in Table 6-5, both BPSs meet the zone supply reliability and the emergency condition criterion, with an excess of pumping capacity for both current and 2035 demands. In an emergency, it is anticipated that the District will utilize backup generators to meet reduced demands and utilize storage for fire flow.
There are no pumping capacity deficiencies; therefore, no new BPS will be required in the 10- year Project Plan. Existing BPS will be maintained per the Rehab and Replacement Plan, as described in Section 7.5.
Table 6-5. Pump Capacity for Zone Supply Reliability
BPS
Provides
Supply to
Zones
Firm Pump
Capacity1,
gpm
2025 MDD,
gpm
Existing
Pump
Capacity
Surplus /
Deficit, gpm
2035 MDD,
gpm
2035 Pump
Capacity
Surplus /
Deficit, gpm
Hwy
395
Zone 3675
and Zone
3820
3,988 6252 3,363 1,279 2,709
White
Rd Zone 3820 894 180 714 180 714
1Firm pump capacity is with the largest pump unit out of service at each BPS. 2Includes demands for Zone 3675 and Zone 3820 since Zone 3820 demands must be pumped through both Hwy 395 BPS and White Rd BPS from Zone 3485.
6.4 Power Analysis
As shown in Table 6-6, the District currently has permanent generators at the Highway 395 BPS, and the White Road BPS, which provide the sole supply to Zone 3765 and Zone 3820, respectively. Permanent generators are also located at Well 140 (Zone 3170) and Well 201 (Zone 3485). The District is planning to install a permanent stationary generator at the Amethyst Road BPS next year, which provides supply to Zone 3485. The District also has three portable generators that can be mobilized to various well sites during emergencies, depending on the power needs.
To evaluate the number of emergency backup generators required to meet the District’s level of service objective to meet ADD, the capacity of the production facilities that can be operated using the District’s current generators was compared to ADD, accounting for operational flexibility that allows water to be moved between zones. While stationary generators support production only at the facilities where they are installed, portable generators can be connected to any of the District’s other wells, so the capacity they can support varies. Because portable generators can be deployed to multiple wells throughout the system, their supported production capacity was estimated using a representative well yield of 1,000 gpm. This value is based on
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the average production rate of District wells, excluding Well 144, which is not representative of the system due to its substantially higher capacity. Using this assumption, the three portable generators could support a production capacity of 1,000 gpm each. The total production capacity that can be supported by the District’s existing generators is approximately 7,702 gpm, as shown in Table 6-6.
Table 6-6. Total Production Capacity Supported by Backup Power Generator Location Pressure Zone Served Production Capacity Supported, gpm
Well 201 3485 855
Well 140 3170 3,047
White Rd BPS 3820 113 1
395 BPS 3675 687 1
Amethyst BPS 3485 N/A 2
Portable Any 1,000
Portable Any 1,000
Portable Any 1,000
Total Production Capacity Supported by Backup Power 7,702 Notes:
1. Capacity shown is equal to the ADD of the zone served by this BPS, actual booster capacity is higher, but not relevant for ADD analysis
2. Capacity excluded from this analysis because the Amethyst BPS allows transfer of supply to Zone 3485 but does not support actual production to meet ADD.
The total production capacity that can be supported by the District’s existing generators is compared to the current and 2035 ADD demands in Table 6-7. As shown, current backup power resources provide approximately 60 percent of the production capacity required to satisfy the District's emergency backup power level of service objective; therefore, additional generator capacity is needed to provide the backup power necessary to maintain water service meeting ADD during extended regional power outages. Based on the estimated capacity provided by a portable generator at a typical well (1,000 gpm), the District would require approximately 6 additional generators under current demand conditions and approximately 8 additional generators by 2035 to meet this same objective as demands grow.
Table 6-7. Generator Capacity Comparison and Needs
Current 2035
ADD (gpm) 13,301 14,806
Total Production Capacity Supported by Backup Power
(gpm) 7,702 7,702
Additional Production Needed to Meet Objective (gpm) 5,559 7,104 Additional Generators Needed to Meet Objective 6 8
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To achieve the District's long-term level of service objective under projected 2035 demand conditions, the 10-Year Project Plan includes 8 additional generators. This quantity provides sufficient backup power capacity to meet projected ADD during extended regional power outages while leveraging operational flexibility across the system.
The District will use a combination of stationary and portable emergency generators strategically located throughout the system to provide reliable backup power during extended outages.
Effective use of portable generators requires vehicles with sufficient towing capacity to support safe and timely deployment during emergency conditions. Funding for new vehicles is included within the annual Equipment and Vehicle budget identified in the 10-Year Project Plan. The District will continue to evaluate fleet needs and prioritize vehicle acquisitions as part of its ongoing capital planning process to support implementation of its emergency backup power strategy.
Generators will be maintained per the Rehab and Replacement Plan, per Section 7.7.
6.5 Hydraulic Analysis Methodology
The hydraulic analysis was performed in the hydraulic model and assessed the existing system and 2035 system performance in terms of system pressure, pipeline velocity, and fire flow.
Evaluation criteria for each of these elements are summarized in Section 3.0.
6.5.1 Hydraulic Analysis Assumptions
The assumptions used in the model for each system analysis is summarized in Table 6-8.
Table 6-8. Facilities Status for System Analysis
System
Analyses
Demand
Condition
Water Supply
Status
Tank Level
(% Full) PRV Status
System Pressure PHD On 50% On
Pipeline Velocity PHD On 50% On
Fire Flow Analysis MDD Off 50% On
Per the District’s preference, all small diameter pipes (5” diameter pipe and smaller) and older steel pipe, 5” diameter or smaller, are to be replaced. These improvements are expected to resolve numerous existing system deficiencies so the pipes were replaced in the hydraulic model prior to performing the hydraulic analysis and included in the 10-Year Project Plan for replacement.
The following subsections summarize each scenario used for the hydraulic analysis.
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6.5.2 System Pressure
Under PHD conditions, nodes under 40 psi are considered deficient. Some deficient nodes occurred in areas where small pipe diameters result in high friction losses and lower pressure; these were resolved by replacing small diameter pipelines with larger pipelines. Many areas that experienced this low pressure were caused by low static pressures at the higher end of a pressure zone. These areas were near a zone boundary and were recommended for rezoning into the adjacent higher zone to increase the pressure. Areas of high pressure (above 125 psi) were also evaluated. If areas of high pressure could be converted to a lower pressure zone without having any nodes under 40 psi, these areas were also considered for rezoning.
6.5.3 Pipeline Velocity
Under PHD conditions, any pipe with a velocity over 7 fps is considered deficient and will be recommended to be replaced with a larger pipe. Note that recommended projects from the system pressure analysis or fire flow analysis resolved the pipeline velocity deficiencies so there are no improvements recommended solely to resolve velocity deficiencies.
6.5.4 Fire Flow Capabilities
Under MDD, any node with a residual pressure less than 20 psi during fire flow conditions is considered deficient. Note that fire flow demands were not simulated along transmission mains or at water treatment plants.
6.6 System Hydraulic Analysis
The results of the existing system analysis are depicted in Figure 6-1. There are several areas with pressure deficiencies within the existing system, primarily due to low static pressure near zone boundaries. There are three areas with deficient pressure within the southern portion of Zone 3290 and one area in the southern portion of Zone 3170, and a large portion of Zone 3065. There are many fire flow deficiencies throughout the system, particularly in the areas of Zone 3065 that are also experiencing low pressure, and in portions of the system with dead end pipes. The future system (with 2035 demands) was also evaluated to identify additional deficiencies resulting from future growth. The improvements recommended to resolve the existing and future system deficiencies are summarized in the following sections.
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Figure 6-1. Existing System with Current Deficiencies
2026
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6.7 System Improvement Recommendations
To address the existing and future deficiencies, recommendations were made for system-wide improvements. The recommended improvement projects include pipeline, rezoning and supply projects. These projects were grouped into improvement areas (Areas) for the purposes of the 10-Year Project Plan based on geographic area, phasing requirements, priorities and desired project size. Figure 6-2 and Figure 6-3 illustrate the location of the Areas. A large-format map of the Areas is available in Appendix B.
6.7.1 Pipeline Improvements
There are several pipeline improvement project types that are recommended based on the different system analyses.
For new waterlines linking (or partially linking) two facility sites, the District will consider whether a fiber conduit for future use should be installed with the waterline to help expand the City’s fiber network. If installed, the conduit shall be three inches with a pull box every 500 ft. The unit cost for installation of the conduit and pull boxes is approximately $26/ft and is not included in the costs in the 10-year Project Plan.
The recommended project types are as follows.
6.7.1.1 Small Diameter Replacement (SD), Steel Replacement (STL) and Looping (L)
These projects are incorporated per District preference to prioritize these replacements to reduce leaks and improve fire flow. The District has made substantial progress toward replacing steel and small diameter pipelines since the 2021 WMP. There are approximately 34,800 feet (6.6 miles) of existing steel pipe and 110,000 feet (20.9 miles) of small diameter pipe remaining within the District’s system. Most of the existing steel pipes are four inches in diameter and often found to be in poor condition and leaking. These pipes restrict available flow in parts of the water system and contribute to water losses.
SD and STL projects assume that small diameter and old small steel pipes will be replaced with 8-inch pipe and that new service laterals will be installed. Looping projects are recommended to add pipe to the system in order to eliminate dead ends, which require periodic flushing to maintain water quality and limit fire flow capacity.
The District has identified specific pipeline areas to be prioritized for replacement and these are reflected in the 10-Year Project Plan.
6.7.1.2 Rezoning (RZ)
In some locations, pressure deficiencies could be addressed by adjusting pressure zone boundaries. It should be noted that if there are any small diameter or steel pipes in the rezoning area, then the SD and STL projects shall be completed prior to (or along with) the rezoning project to avoid increasing the pressure in older pipes, which could exacerbate leakage.
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RZ projects are discussed further in the following section.
6.7.1.3 Fire Flow Projects (FF)
For deficient nodes to fire flow, it was recommended to replace pipelines contributing to flow restrictions with larger diameter pipes.
6.7.2 Rezoning Projects
Several rezoning projects are recommended to resolve pressure deficiencies. It is recommended that a portion of Zone 3820 be rezoned to Zone 3675 to decrease pressure below 125 psi but maintain pressure above 40 psi (Project WMP26_RZ-6).
There are also several projects to resolve pressure deficiencies caused by low static pressure, so it is recommended to rezone these areas into the next higher zone in order to increase the pressure above 40 psi (Project WMP26_RZ-1, WMP26_RZ-5, WMP26_RZ-7 and WMP26_RZ8). In areas where pressure is being increased above 80 psi, it is necessary to install pressure regulators at each customer service in order to protect the plumbing on the customer side. The District typically installs regulators in this case to reduce the risk of damage caused by the rezoning. The cost of installing pressure regulators are included in the cost option for each project.
6.7.2.1 3170 Zone Conversion
Over the past fifteen years, the District has worked to convert portions of Zone 3065 and 3290 to Zone 3170 to improve pressure in a large portion of the service area. There is still a portion of the original Zone 3170 Conversion identified in the 2010 WMP that needs to be completed.
Project WMP26_RZ-3 addresses the final changes that need to occur to complete the conversion. A large portion of the conversion area is not yet developed; however, the District has received many proposed project applications and issued will serve letters for development in this area. Therefore, this conversion should ideally be completed prior to the start of development to avoid complications and additional conversion work.
6.7.2.2 Demands After Completion of Rezoning Projects
The rezoning projects will impact the distribution of demands among the District’s pressure zones. The projected 2035 demands by pressure zone after all of the rezoning projects in the 10-year Project Plan are complete are shown in Table 6-9.
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Table 6-9. 2035 Demands After Rezoning Projects are Complete Pressure Zone ADD, gpm MDD, gpm PHD, gpm
Zone 2890 217 347 520
Zone 2906 417 667 1,001
Zone 3065 2,438 3,901 5,852
Zone 3170 4,852 7,764 11,645
Zone 3290 3,708 5,933 8,900
Zone 3485 2,999 4,799 7,199
Zone 3675 807 1,291 1,936
Zone 3820 100 160 240
Total 15,539 24,862 37,293
6.7.3 Backbone Pipelines for Development
As development occurs, developers will need to construct pipelines in major streets as well as their developments to serve their projects. These development pipelines that are anticipated to be constructed in the 10-year planning period were added to the model, located in areas of potential growth based on the 2035 demands. Backbone pipelines for these proposed projects are shown in Figure 6-2and Figure 6-3. There is approximately 30 miles (166,000 ft) of 8 inch,
8.5 miles (45,400 ft) of 12 inch and 0.7 miles (3,600 feet) of 16-inch pipeline. Backbone pipelines are anticipated to be constructed by developers as needed for their respective developments; therefore they are included in the 10-year Project Plan as connection fee funded (for reference, they are shown in the Beyond 2035/36 period). The City may elect to provide credits against the Connection Fees for projects that construct backbone pipelines that are larger than that required to serve their specific development.
6.7.4 Storage
The storage analysis determined that no new reservoirs need to be added to the system in the 10-year Project Plan to meet existing demands. However, the City is coordinating with MWA regarding future use of Reservoir 211, which may be returned to the City’s system at some point in the future.
The District will require additional storage as the service area develops in the north. Future storage facilities are outlined in the New Pressure Zone Evaluation provided in Appendix C and summarized in the following section.
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6.7.5 Water Supply
There are several new water supply related facilities included in the 10 Year Project Plan. • Turnout 5 Metering Station and Pipeline
The District is constructing a new Turnout 5 (TO5) from the R3 project to provide a new source of potable water to Zone 3485. The project includes a new turnout and metering station near MWA’s R3 pipeline and a 24-inch pipeline from the metering station to the Amethyst Booster Station. The pressure in the R3 system is typically similar to or lower than the pressure in Zone 3485 so the Amethyst Booster is needed to convey the supply from TO5 into Zone 3485. There will also be a PRV to enable water from TO5 to enter the Zone 3290 reservoirs. The pipeline has been completed and the metering station is expected to be constructed in FY2026/27.
• Zone 3485 Balancing Main
Due to hydraulic constraints in the Zone 3485 distribution system, the flow that can be conveyed through the Avenal Blending line into Zone 3485 (which includes flow from the Amethyst Booster Station) is limited to 6,250 gpm. Additionally, Reservoir 201 was taken out of service after the Avenal Blending Line was installed because the hydraulic constraints caused it to overflow before sufficient water could be conveyed to the western portion of Zone 3485. The 2010 Water Master Plan identified the need for a 30- inch Zone 3485 Balancing Main to address the hydraulic constraint in the system, which would increase the flow that can be conveyed into Zone 3485 from the Avenal Blending Line and enable Reservoir 201 to be returned to service. That project is included in this 10-year Project Plan as well; other alternatives could be considered but were not evaluated in the 2026 WMP. The timing for this project is dependent upon development in Zones 3485, 3675 and 3820 and should be implemented when the flow needs from the east side of Zone 3485 exceed 6,250 gpm, or when the District needs to put Reservoir 201 back online to increase storage capacity. However, based on the District’s storage analysis and its ability to move water between pressure zones, this project is not considered a high priority at this time and is anticipated to be development-driven as growth occurs.
• New Pressure Zone 2906, Zone 3090, and Zone 3210
The District completed an analysis of expansion of the existing system in the northern portion of its service area in June 2024, provided as Appendix C. The New Pressure Zone Evaluation Technical Memorandum outlined facilities required to provide sufficient pressure and fire flow. These facilities are anticipated to be constructed by developers as needed for their respective developments; therefore they are not included in the 10- year Project Plan (for reference, they are shown in the Beyond 2035/36 period). • SCLA North Expansion Pipelines
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The District completed a 2007 SCLA Water and Wastewater Systems Master Plan (2007 SCLA Plan) that outlined the long term infrastructure required at SCLA. The 2007 SCLA Plan recommended construction of the SCLA North Expansion Pipelines that are included in Figure 6-2. These pipelines are anticipated to be constructed by developers as needed for their respective developments; therefore they are not included in the 10- year Project Plan (for reference, they are shown in the Beyond 2035/36 period.
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Figure 6-2. 2035 System with Proposed Projects (Northern Portion of System)
2026
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Figure 6-3. 2035 System with Proposed Projects (Southern Portion of System) 2026
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7.0 Rehabilitation and Replacement
Plan
The following section describes the condition of the District’s major facilities to establish rehabilitation and replacement needs to maintain safe and reliable water system operations.
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7.1 Background and Purpose
The District values the importance of establishing a routine replacement program for aging assets so that they can be replaced proactively to avoid accumulating a backlog of replacement needs that could lead to service interruptions and/or sudden and significant financial impacts to the ratepayers. For each of the following major facilities, factors such as age, expected useful life, and District knowledge of condition were considered to establish appropriate rehabilitation and replacement (R&R) needs:
• Distribution system pipelines
• Pressure reducing valves
• Groundwater wells
• Booster pump stations
• Water treatment plants
• Back-up generators
• Storage reservoirs
• Water meters and service lines
The analysis used District input as well as AWWA and EPA sources on the expected useful life of various assets in the service area to evaluate what will need to be inspected, rehabilitated, or replaced on an annual basis in the future to maintain the distribution system in safe and reliable operating condition.
The R&R Plan in this chapter identifies the assets that need to be inspected, rehabilitated, or replaced each year. For pipelines, this analysis presents rehabilitation and replacement recommendations based on several annual spend options to allow the District to select the most appropriate approach to infrastructure rehabilitation, given budgeting and level of service goals.
This R&R Plan is intended to provide a framework to guide future policy and budgeting decisions related to asset maintenance.
R&R needs identified for the next 10 years (through FY 2035/36) are incorporated in the 10- Year Project Plan, but future R&R costs beyond that horizon may increase as additional facilities reach the end of their useful lives. The replacement schedules and costs in this WMP reflect the desired investments by District staff but will be adjusted as need to align with actual available funding.
7.1.1 Estimated Useful Life
Pipes, tanks, valves, pumps, and other system components wear out over time and should be scheduled for future replacement. The expected “useful life” of water distribution system components depends on execution of routine maintenance, dynamic system conditions such as pump cycling and pipeline operating conditions including velocity, pressure, the quality of the installing contractor’s work and a wide range of other factors. However, industry accepted guidelines and local experience are used for long term planning of infrastructure replacement.
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Table 7-1. provides estimated useful life spans for a variety of water system assets based on District experience and information published by AWWA and the EPA. These are estimates only for the purpose of establishing sufficient budget to keep up with long-term rehabilitation and replacement needs. The District will evaluate individual infrastructure components prior to replacement.
Table 7-1. Estimated Life for Potable Water System Facilities Facility Estimated Life
(years)
Pipelines1, 2 60-100
Steel (unlined/uncoated) 60
Asbestos Cement 90
Ductile Iron 100
PVC 70
Steel (Cement Mortar Lined and Coated) 95
Water Meters1 20
Wells (varies with casing material, design, maintenance, and water quality)1 50 Pump Building (not including pumps, motors, and electrical)1, 2 60 Pumps & Motors1, 2 15
Electrical and control systems at pumping and storage facilities1, 2 20 Chlorination Equipment1, 3 10
Valves (i.e. pressure reducing valves)1, 2 40
Welded steel storage tanks (except coating)1, 2 60
Tank coatings1 15
Portable Diesel Generator1 15
1. District’s experience.
2. Copeland, Ari. "Can a Small System Develop an Effective Asset Management Program?" AWWA Opflow Jan. 2008: 6; EPA. Asset Management: A Handbook for Small Water Systems. EPA Office of Water, 2003; AWWA. Buried No Longer: Confronting America's Water Infrastructure Challenge.
3. EPA, Asset Management: A Handbook for Small Water Systems, 2003.
7.1.2 Condition Assessment Approach
For each facility type, an condition assessment approach was identified in coordination with the District based on the available information. The results of the condition assessment serve as the basis of recommendations in the R&R Plan. The approach for each facility type is described in the respective sections below. A common condition assessment framework was used for PRVs, Wells, Booster Pumps, Treatment Plants and Generators, as described below.
7.1.2.1 PRVs, Wells, Booster Pumps, Treatment Plants and Generators The District’s Production Staff maintains thorough records of pump tests, repairs, and replacements as well as comprehensive inspections for each of their PRVs, groundwater wells, booster pump stations, arsenic treatment plants, and generators. District staff used their existing
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records and knowledge to assess the condition of these facilities by updating the same assessment framework that was developed for the 2021 WMP, as described further below. The District provided the results of their updated assessment for incorporation in the R&R Plan.
A structured evaluation process is an effective way to objectively document facility condition and provide justification for R&R projects, as well as help with prioritization of improvements. All of the existing assets in this category were assigned a letter grade for each major component of the system based on apparent condition and functionality observed by District staff. This tool can also be used by District staff on an ongoing basis to re-evaluate future needs and priorities as replacements are completed and as new deficiencies develop over time. Table 7-2 shows the grading scale used to summarize the condition of assets and their components.
Table 7-2. Asset Condition Grading Scale and Definitions Grade Definition
E Component appears in good condition but is not being used A 85-100% useful life left of component (or system)
B 50-85% useful life left of component (or system)
C 15-50% useful life left of component (or system)
D 0-15% useful life left of component (or system)
F Component or system has already failed
U Condition unknown or not visible
N Component does not exist
P No paving
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7.2 Pipelines
7.2.1 Approach
Pipelines were evaluated by comparing the installation year and material with expected useful lives shown in Table 7-1. to forecast potential future replacement needs. While this approach does not reflect the actual condition or remaining useful life of an individual pipeline, it does provide guidance on the magnitude of potential future replacement costs and timing.
7.2.2 Assessment
The District is faced with the challenge of maintaining 754 miles of water main in a cost effective, proactive manner. The water mains that comprise the distribution system are of various materials and range in size from 2-in to 36-in diameter, installed during different eras of growth. Figure 7-1 shows the percent of existing pipe installed by decade, and Figure 7-2 shows the percent of existing pipe by material based on GIS data.
For future asset replacement planning, an assumed useful service life was set for each common pipe material in the distribution system, as listed in Table 7-3. Starting with the pipe installation year and adding the assumed useful service life, a theoretical replacement year was established for each pipeline in the water system.
Table 7-3. Estimated Useful Service Life for Pipelines by Material Pipeline Material1, 2 Material Abbreviation Estimated Useful Service Life (years)1 Steel (unlined/uncoated) STL 60
Asbestos Cement AC 90
Ductile Iron DI 100
PVC PVC 70
Steel (Cement Mortar Lined
and Coated) CMLCS 95
Reinforced Concrete Pipe RCP 100
1. District’s experience.
2. Copeland, Ari. “Can a Small System Develop an Effective Asset Management Program?” AWWA Opflow Jan., 2008: 6; EPA. Asset Management: A Handbook for Small Water Systems. EPA Office of Water, 2003, AWWA.
Buried No Longer: Confronting America’s Water Infrastructure Challenge.
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Figure 7-1: Pipeline Composition by Material
Figure 7-2: Pipeline Composition by Age
7.2.3 Rehabilitation and Replacement
AC, 49.3%
CMLCS, 2.0%DIP, 7.2%
PVC, 37.3%
SP, 0.9%
CAS, 0.2% UNK, 3.0%
RCP, 0.1%
AC
CMLCS
DIP
PVC
SP
CAS
UNK
RCP
1951‐1960,
1.6% 1961‐1970,
7.1%
1971‐1980,
2.2%
1981‐1990,
29.4%
1991‐2000,
16.8%
2001‐2010,
36.3%
2010-2020,
4.6%
2020-2030,
1.8%
Unknown,
0.2%
1951‐1960
1961‐1970
1971‐1980
1981‐1990
1991‐2000
2001‐2010
2010-2020
2020-2030
Unknown
2026 Water Master Plan Update
City of Victorville | 7-7
As discussed in Section 6.7.1.1, the District’s pipeline replacement program is currently focused on STL pipelines, which have the shortest useful life and have exhibited frequent leaks, and SD pipelines, which are among the oldest pipelines besides STL, and severely limit available fire flow. The STL and SD projects generally capture all pipelines 6-inch and smaller.
This section presents a high-level analysis of long-term pipeline replacement needs for pipelines larger than 6-inch to set the stage and inform the District of potential asset liabilities that could arise in the future. As discussed in Section 2.9, the District’s pipeline age data in GIS was partially incorrect or incomplete so some assumptions were made about installation dates to correct apparent errors and fill in data gaps. The assumed installation years were used in this analysis.
Based on the existing pipe material, installation year and estimated useful life by material, there are no age-based pipeline replacement needs over the next 10 years beyond the STL and SD projects. However, a large amount of AC and PVC pipes were installed in the late 1980’s and early 1990’s that may begin to reach the end of their estimated useful lives 35 to 70 between 2060 and 2095, as shown in Figure 7-3. A total of approximately 3 million feet of pipeline could reach the end of its useful life in that timeframe, with 1 million feet in the 2075 time period alone.
Even if the District evenly spread pipeline replacements over that time period, it would require 16 miles of pipeline replacement per year for 35 years. This would present a significant financial and management challenge for the District because this far exceeds the current rate of pipeline projects per year. Further pipeline assessment is required to prioritize pipelines to optimize the long-term replacement program and develop a more sustainable replacement cycle. It is recommended that the District begin developing a robust asset management program for pipelines in the next several years and begin compiling a database with information that will be needed to inform future replacement optimization, such as historical breaks, in-situ pipeline condition, wall thickness, gasket condition, and localized soil properties. These data, combined with criticality and hydraulic importance rankings for individual pipelines, can be used to develop an optimized pipeline replacement and rehabilitation strategy.
To support asset management across many departments, the City contracted with OpenGov, Inc. in 2025 to develop an asset management and work order system. Once completed, the District can use this system to gain insight into potential failure points, assess materials that are underperforming, optimize the use of existing assets, reduce unnecessary replacements, and extend the lifespan of infrastructure. The results of this system are anticipated to be incorporated into a future WMP update to optimize pipeline replacement and rehabilitation within the District.
2026 Water Master Plan Update
City of Victorville | 7-8
Figure 7-3. Pipeline Replacement by Year
7.3 Pressure Reducing Valves
7.3.1 Assessment
The District operates 27 PRVs to control flow between pressure zones. As discussed in Section
7.1.2, the District’s operating staff performed an assessment on the PRVs. The results of the assessment are shown in Table 7-4.
7.3.2 Rehabilitation and Replacement
The District currently repairs or rehabs PRVs on an as-needed basis. After the initial rehabilitation on the PRV is completed, it’s the District’s goal is to conduct routine rehabilitation of each PRV on a 10-year cycle.
Currently, only a few of the District’s PRVs are equipped with flow meters. The District plans to add flow meters to all PRVs to enable more detailed accounting of water use within each zone and flow between zones. Due to the spacing requirements for meter installation and the limited space within existing PRV vaults, it is typically necessary to install meters outside of the PRV vault in a separate meter vault. The installation requirements at each PRV will vary based on available space, pipe configuration and depth, and pipe size. New meters are planned to be connected to SCADA. A representative cost of $80,000 per meter installation and connection to SCADA is used for the purposes of this R&R Plan based on recent bids received by the District for similar work.
0 200,000
400,000
600,000
800,000
1,000,000
1,200,000Length, ft
Replacement Year
2026 Water Master Plan Update
City of Victorville | 7-9
Table 7-4. PRV Condition Assessment Summary
PRV Component 102 103 108 111 112 113 114 115 117 118 119 120 121 122 123 124 202 203 204 205 206 209 SCLA- A
SCLA-
B
SCLA-
V
SCLA-
D
SCLA-
E
SCLA-
F
SCLA-
G
Site (grading, drainage,
fencing, paving, etc.) B D B A A A A A N A A A A A A A A A A C A B A A A A A A A Vault D D C A A A A A N A A A A A A A A A A A A B A A A A A A A Pressure Reducing Valves D D B A D A A B N A B A A A A A C C D D C D A A A A A B B Gate/Butterfly Valves D D C A B A A B N B A A A A A A B A A D B D A A A A A A A Air Release Valves N N N N N N N N N N N N N A A A N N N N N N A A A A B N A Piping D D A A B A A B N A A A A A A A A A B B B D A A A A B A A Flow Meter D N N A N A A N N N N N N A A A N N N N N N N N N N N N N
OT/SCADA N N N N N N N N N N N N N N N N N N N N N N N N N N N N N
Grade Definition
E Component appears in good condition but is not being used A 85-100% useful life left of component (or system)
B 50-85% useful life left of component (or system)
C 15-50% useful life left of component (or system)
D 0-15% useful life left of component (or system)
F Component or system has already failed
U Condition unknown or not visible
N Component does not exist
P No paving
2026 Water Master Plan Update
City of Victorville | 7-10
7.4 Wells
7.4.1 Assessment
The District owns and operates 33 active groundwater wells. As discussed in Section 7.1.3, the District’s operating staff performed an assessment on the major components of each active well, excluding the well casing. For the purposes of this analysis, grades were assigned to the condition of the well casing using the age of the well and an estimated useful life of 50 years.
The results of the assessment are shown in Table 7-5..
The District has also started performing well integrity analysis investigations at its wells. Since 2024, Wells 122, 129, and 131 have been investigated. The results of these investigations have been incorporated into the assessment for well casing useful life remaining estimates in Table 7-5. Every joint within the well was evaluated and the level of deterioration defined. As the District continues to perform these assessments, the well rehabilitation plan in this WMP may be refined to incorporate this new data.
The District is aware of some failed components at existing wells and will be prioritizing the replacement of these components as necessary. Overall, the wells are in fair to good condition.
There are 30 wells within the estimated useful life that have at least one component that is at the end of its useful life, will need to be replaced or rehabilitated in the next 7 years, or has already failed. The primary issue observed is inadequate site security, affecting more than 80% of the wells. The most common equipment issues are with the existing motor control center (MCC) and supervisory control and data acquisition (SCADA) components. The District plans to address MCC and SCADA needs with in-house staff as positions are added to expand available resources.
Unequipped Wells
In addition to the 33 active wells evaluated in this section, the District has 4 wells (Wells 142, 145, 146 and 147) that were drilled in 2005 – 2007 to accommodate planned demand growth but have not been equipped due to a sharp decline in development activity due to the 2007- 2009 recession and ongoing reduction in demands due to conservation. Wells that remain idle are often impacted by declining water quality, aesthetic issues, and impacts on well efficiency as a result of clogging. Wells 142 and 146 were constructed with 316 stainless steel (SS) casing and Wells 145 and 147 were constructed with High Strength Low Alloy (HSLA) steel. All four wells have casing perforations consisting of Ful-flo louvers. Unequipped wells were not assessed in this R&R analysis.
2026 Water Master Plan Update
City of Victorville | 7-11
Table 7-5. Well Condition Assessment Summary
Well Well
Casing
Well EUL
(Based on
Year Drilled)
Site
Infrastructure
(grading,
drainage,
fencing,
paving, etc.)
Site
Security Building
Chemical
Feed
System
Chemical
Enclosure
Pump
to
Waste
Pump Motor
Pipes
and
Valves
Flow
Meter MCC OT/SCADA
System
Well
Run
Time
for
2024
Well
Pump
Efficiency
2025
Year
of
Last
Rehab
- Well
Pump
Year
of
Last
Rehab
- Well
Motor
Year of
Last
Rehab -
Electrical
116 U 2033 A A N A D A A A A C D C High 77.1% 2021 2023 1983 118 U 2033 A/P D N A D N C B A C A C Low 80.5% 1984 2012 2023 119 U 2034 A/P D N A D N A A A A D C Medium 64.4% 2022 2022 1984 120 U 2036 A/P D N A D N A A A C A C High 73.2% 2022 2022 2025 122 B 2039 A/P D N A D A C A A C B C High 69.8% 2026 2026 1989 123 U 2033 A/P D N A D A B B A C C C High 75.3% 2013 2013 1951 126 U 2035 A/P D N A D N A B A C C C High 67.8% 2019 2019 1985 127 U 2036 A/P D N A D A C B A C A C High 70.1% 2016 2016 2019 128 U 2037 A/P D N A D N A A A C A C Low 70.3% 2025 2025 2026 129 B 2042 A/P D A A A D D C C C Low 51.9% 2026 2026 2020 130 U 2043 A/P D N A D A D C A C A D Medium 59.2% 2019 2019 2019 131 A 2042 A/P D N A D A A A A C D C High 77.3% 2025 2025 2026 132 U 2043 A/P D N A D N A C A A A C Medium 62.3% 2013 2013 2024 133 U 2043 A/P D N A D A A A A C C C Medium 58.3% 2021 2021 2007 134 U 2043 A/P D N A D A A B A C C C Medium 66.3% 2017 2017 1993 135 U 2047 C/P D N A D N A B A A D C Medium 70.6% 2018 2018 1997 136 U 2049 A/P D N A D N A A A A C C High 71.6% 2018 2018 1999 137 U 2048 A/P A A N N B B B A C B C Low N/A 2006 2006 2006 138 U 2053 A/P D A A A B B B A C B C High 66.7% 2008 2008 2003 139 U 2053 A/P D A N A B B B B C B C Low 69.8% 2003 2003 2003 140 U 2053 C/P D A A A B A A A C B C High 76.4% 2023 2023 2003 141 U 2053 A/P D A N A B B B B C B C Low 67.4% 2003 2003 2003 143 U 2058 C/P D A A A C B B B C D C Low 63.6% 2005 2005 2006 144 U 2056 A/P A A A A B B A A C A C High 70.5% 2008 2023 2007 201 U 2036 A/P D N N N B B B A C A C High 71.3% 2016 2022 2024 203 U 2037 A/P D A N N B B B A C D D Low 73.6% 2016 2016 1987 204 U 2044 A/P A A N N D A A A C D C High 66.4% 2023 2023 1988 205 U 2039 A/P D N N N B B B A C D D Low 71.7% 2010 2010 1989 206 U 2038 A/P D N N N B A A A C D C High 70.4% 2015 2026 1988 207 U 2039 A A N N N B B B A C D C Low 62.1% 2015 2015 1990 208 U 2047 A/P A A N N B B B A C D C Low 52.8% 1997 2008 1997 209 U 2053 A/P A A N N B B B A C C C Low 61.2% 2001 2001 2001 212 U 2058 A/P D A N N B A A A C B C Medium 65.2% 2024 2024 2007
2026 Water Master Plan Update
City of Victorville | 7-12
7.4.2 Rehabilitation and Replacement
Groundwater wells require regular maintenance to ensure adequate water flow and continued drinking water safety. The District’s goal is to conduct routine rehabilitation of each well casing, pump and motor on a 10-year cycle to maintain them in good working condition. With 33 wells currently in service, this requires inspection and rehabilitation of 3 to 4 wells per year, on average. When wells reach the end of their useful life, they will need to be destroyed and replaced, if the production capacity is still needed. The District established a prioritized R&R schedule for the wells for the next 10 years based on the current condition and the length of time since the previous R&R work was done. There are several categories of R&R work that apply to wells. A description of each category along with the estimated cost is summarized in Table 7-6.. The well rehabilitation prioritization for the next 10 years (FY 2026/27 to FY 2035/36) is presented in Table 7-7. However, the District may need to modify the priorities or extend the replacement timing depending on the actual future condition and available funding.
Table 7-6. Well R&R Categories and Costs
Category Description Cost ($)1
Well &
Pump R&R
Pumps and motors wear over time and lose efficiency. To maintain them in efficient working order and prevent premature failure, routine maintenance includes removing the pump and motor to inspect, clean, and replace the pump, shaft, and column pipe as necessary, and rewind the motor and replace the bearing.
220,000
Electrical
R&R
The life and reliability of electrical equipment can be impacted by operating conditions such as exposure to moisture and chemicals, loading, temperature, vibration, and mechanical stress. Replacement of various components can be driven by technology changes or system efficiency and safety. Includes new Arc Flash Analysis.
120,000
Well R&R
Over the life of a well, the screened portion of a well casing may become clogged and result in reduced production capacity and/or increased pumping drawdown. Well rehabilitation is intended to restore lost production capacity as well as lost water quality in some cases.
Rehabilitation efforts consist of cleaning, inspecting and rehabilitating the well as needed using a variety of chemical and/or mechanical methods. 120,000
Well
Abandonment
When a well reaches the end of its useful life and/or the District does not intend to continue use of the well, it must be destroyed in accordance with the California Well Standards, published as DWR Bulletin 74, to protect the groundwater and eliminate a physical hazard to humans and animals. 84,000
1 In 2025 dollars. Well rehabilitation costs can vary widely depending on the depth of the well and the condition of the well and other equipment. The estimated costs provided here are representative estimates for an average well rehabilitation and are not intended for budgeting purposes. Each facility should be assessed individually to determine actual budget requirements.
2026 Water Master Plan Update
City of Victorville | 7-13
Table 7-7. Well Rehabilitation Prioritization and Projected Costs Well Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($) 2026/27 2027/28 2028/29 2029/30 2030/ 31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 WR-116-W/P 220,000 - - - - - - - 271,000 - - -
WR-116-E 120,000 - - - - - - - - - - 162,000
WR-118-W/P 220,000 220,000 - - - - - - - - - -
WR-118-E 120,000 - - - - - - - - - - 162,000
WR-119-W/P 220,000 - - - - - - - - - - 296,000
WR-119-E 120,000 120,000 - - - - - - - - - -
WR-120-W/P 220,000 - - - - - - - - - 288,000 -
WR-120-E 120,000 - - - - - - - - - 157,000 -
WR-122-W/P 220,000 - - - - - - - - - - 296,000
WR-122-E 120,000 120,000 - - - - - - - - - -
WR-123-W/P 220,000 - - 234,000 - - - - - - - -
WR-123-E 120,000 - - - 132,000 - - - - - - -
WR-126-W/P 220,000 - - - 241,000 - - - - - - -
WR-126-E 120,000 - - - - 136,000 - - - - - -
WR-127-W/P 220,000 - - - - 248,000 - - - - - -
WR-127-E 120,000 - - - - - - - - - - 162,000
WR-128-W/P 220,000 - - - - - - - - - 288,000 -
WR-128-E 120,000 - - - - - - - - - - 162,000
WR-129-W/P 220,000 - - - - - - - - - - 296,000
WR-129-E 120,000 - - - - - - - - - 157,000 -
WR-130-W/P 220,000 220,000 - - - - - - - - - -
WR-130-E 120,000 - - - - - - - - - 157,000 -
WR-131-W/P 220,000 - - - - - - - - - 288,000 -
WR-131-E 120,000 - - - - - - - - - - 162,000
WR-132-W/P 220,000 - - - - - - - - - - 296,000
WR-132-E 120,000 - - - - - - - - 153,000 - -
WR-133-W/P 220,000 - - - - - - 263,000 - - - -
WR-133-E 120,000 - - - - - 140,000 - - - - -
WR-134-W/P 220,000 - - - - - - - 271,000 - - -
WR-134-E 120,000 - - - 132,000 - - - - - - -
WR-135-W/P 220,000 - - - - - - - - - - 296,000
WR-135-E 120,000 - 124,000 - - - - - - - - -
WR-136-W/P 220,000 - - - - - - - - 279,000 - -
WR-136-E 120,000 120,000 - - - - - - - - - -
WR-137-W/P 220,000 - - - 241,000 - - - - - - -
WR-137-E 120,000 - - - - - - - 148,000 - - -
WR-138-W/P 220,000 - - 234,000 - - - - - - - -
WR-138-E 120,000 - - - - - - - - 153,000 - -
WR-139-W/P 220,000 - - - - 248,000 - - - - - -
2026 Water Master Plan Update
City of Victorville | 7-14
Well Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($) 2026/27 2027/28 2028/29 2029/30 2030/ 31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 WR-139-E 120,000 - - - - - - - 148,000 - - -
WR-140-W/P 220,000 - - - - - - - - 279,000 - -
WR-140-E 120,000 - - - - - - - - 153,000 - -
WR-141-W/P 220,000 - - - - - 256,000 - - - - -
WR-141-E 120,000 - - - - - - 144,000 - - - -
WR-143-W/P 220,000 - - - - - 256,000 - - - - -
WR-143-E 120,000 - - - - 136,000 - - - - - -
WR-144-W/P 220,000 - 227,000 - - - - - - - - -
WR-144-E 120,000 - - - - - 140,000 - - - - -
WR-201-W/P 220,000 - - - - 248,000 - - - - - -
WR-201-E 120,000 - - - - - - 144,000 - - - -
WR-203-W/P 220,000 - - - - - - 263,000 - - - -
WR-203-E 120,000 - - 128,000 - - - - - - - -
WR-204-W/P 220,000 - - - - - - 263,000 - - - -
WR-204-E 120,000 - 124,000 - - - - - - - - -
WR-205-W/P 220,000 - - - - - 256,000 - - - - -
WR-205-E 120,000 - - 128,000 - - - - - - - -
WR-206-W/P 220,000 - - - 241,000 - - - - - - -
WR-206-E 120,000 - - - - - - - 148,000 - - -
WR-207-W/P 220,000 - - - - - - - - 279,000 - -
WR-207-E 120,000 - - - - - - 144,000 - - - -
WR-208-W/P 220,000 220,000 - - - - - - - - - -
WR-208-E 120,000 - 124,000 - - - - - - - - -
WR-209-W/P 220,000 - - 234,000 - - - - - - - -
WR-209-E 120,000 - - - - - 140,000 - - - - -
WR-212-W/P 220,000 - - - - - - - 271,000 - - -
WR-212-E 120,000 - - 128,000 - - - - - - - -
WR-BT-GC-W/P 220,000 - 227,000 - - - - - - - - -
WR-BT-GC-E 120,000 - - - 132,000 - - - - - - -
WR-CB-GC-W/P 220,000 - 227,000 - - - - - - - - -
WR-CB-GC-E 120,000 - - - - 136,000 - - - - - -
Rehabilitation & Replacement - Wells Subtotal 11,900,000 1,020,000 1,053,000 1,086,000 1,119,000 1,152,000 1,188,000 1,221,000 1,257,000 1,296,000 1,335,000 2,290,000
2026 Water Master Plan Update
City of Victorville | 7-15
An Arc Flash Analysis will need to be completed when the electrical rehabilitation and replacement occurs at wells that currently do not have an Arc Flash Analysis completed. The cost of the Arc Flash Analysis is included in the costs presented in Table 7-7 The estimated cost and timing of the well R&R plan is included in the 10-Year Project Plan in Section 9.
7.5 Booster Pump Stations
7.5.1 Assessment
The District operates seven BPSs to transfer water between zones and fill storage reservoirs.
As discussed in Section 7.1.3, the District’s operating staff performed an assessment on the major components of each booster station. The results of the assessment are shown in Table 7-8.
7.5.2 Rehabilitation and Replacement
Booster stations require regular maintenance to ensure adequate water flow and system efficiency are maintained. The District’s goal is to conduct routine rehabilitation of each booster station pump and motor on a 10-year cycle and electrical equipment on a 30-year cycle to maintain them in good working condition. When booster station pipelines and structures reach the end of their useful life, they will need to be replaced. The District established a prioritized R&R schedule for the booster stations for the next 10 years based on the current condition and the length of time since the previous R&R work was done. The Pump and Motor R&R (P) and Electrical Equipment R&R (E) described in Table 7-6. also apply to booster stations and are used in this section.
The estimated cost and timing of the booster station R&R plan is included in the 10-Year Project Plan in Chapter 9. The Plant #133 booster station has been abandoned and is not planned to be reinstated within the planning period. For the White Road Booster Station, one of the 3 motor SoftStarts historically failed and was replaced with a magnetic contactor, which should be replaced with a SoftStart within the planning period. The remaining planned R&R activities are summarized in Table 7-9.. For planning purposes, the booster station’s pump and electrical R&R costs were assumed as $90,000 and $120,000, respectively.
2026 Water Master Plan Update
City of Victorville | 7-16
Table 7-8. Booster Pump Station Condition Assessment
Booster Pump Station Component El Evado
BPS
White Road
Booster
395
Booster
Amethyst
BPS
T/O 5
Booster
T/O 6
Booster
Site Infrastructure (grading, drainage,
fencing, paving, etc.) A/P A/P A/P A/P A A/P
Site Security A D D D A A
Building A B B A A A
Pumps B B B B A B
Motors B B B B A B
Pipes B B B B A B
Flow Meter B B B B A B
Cla Val/Check Valves B B B B A B
Gate/Butterfly Valves B B B B A B
Air Release Valves B B B B A B
MCC A D C A A A
OT/SCADA System C C C N A C
Grade Definition
E Component appears in good condition but is not being used A 85-100% useful life left of component (or system)
B 50-85% useful life left of component (or system)
C 15-50% useful life left of component (or system)
D 0-15% useful life left of component (or system)
F Component or system has already failed
U Condition unknown or not visible
N Component does not exist
P No paving
2026 Water Master Plan Update
City of Victorville | 7-17
Table 7-9. Booster Station Rehabilitation Prioritization and Projected Costs Booster Station Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($)
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36
BR-El Evado-P 90,000 - - - - - 105,000 - - - - -
BR-El Evado-E 120,000 - - - - - 140,000 - - - - -
BR-White-P 90,000 90,000 - - - - - - - - - -
BR-White-E 120,000 120,000 - - - - - - - - - -
BR-395P1-P 90,000 - 93,000 - - - - - - - - -
BR-395P1-E 120,000 - 124,000 - - - - - - - - -
BR-395P2-P 90,000 - - 96,000 - - - - - - - -
BR-395P2-E 120,000 - - 128,000 - - - - - - - -
BR-395P3-P 90,000 - - - - - - - - - - 121,000
BR-395P3-E 120,000 - - - - - - - - - - 162,000
BR-Amethyst-P 90,000 - - - - - - 108,000 - - - -
BR-Amethyst-E 120,000 - - - - - - 144,000 - - - -
BR-TO 5-P 90,000 - - - - - - - - - 118,000 -
BR-TO 5-E 120,000 - - - - - - - - - 157,000 -
BR-TO 6-P 90,000 - - - - - - - 111,000 - - -
BR-TO 6-E 120,000 - - - - - - - 148,000 - - -
Booster Station Subtotal 1,680,000 210,000 217,000 224,000 - - 245,000 252,000 259,000 - 275,000 283,000
2026 Water Master Plan Update
City of Victorville | 7-18
7.6 Arsenic Treatment Plants
7.6.1 Assessment
The District operates three ATPs and one blending station for arsenic removal from several of the District’s wells. All three of the ATP’s became operational in 2007. As discussed in Section
7.1.3, the District’s operating staff performed an assessment on the major components of each ATP and the Avenal Arsenic blending station. The results of the assessment are shown in Table 7-10..
Table 7-10. Arsenic Treatment Plant Condition Assessment Summary Water Treatment Plant Component El Evado
Arsenic
Balsam
Arsenic
La Mesa
Arsenic
Avenal
Arsenic
Site Infrastructure (grading, drainage,
fencing, paving, etc.) A B A B
Site Security A D A D
Buildings A A B A
Security A A N/A A
Filter Media A A D N/A
Pumps A B C N/A
Piping A B C C
Electrical Systems B B C N/A1
OT/SCADA System C C F A
Chemical Feed Systems A C C A
1General lighting present only. All higher voltage equipment has been removed.
Grade Definition
E Component appears in good condition but is not being used A 85-100% useful life left of component (or system)
B 50-85% useful life left of component (or system)
C 15-50% useful life left of component (or system)
D 0-15% useful life left of component (or system)
F Component or system has already failed
U Condition unknown or not visible
N Component does not exist
2026 Water Master Plan Update
City of Victorville | 7-19
7.6.2 Rehabilitation and Replacement
Overall, the District’s ATPs are in good condition with the exception of the La Mesa ATP’s failing SCADA. The District plans to rehab on as-needed basis. Filter media at the El Evado ATP and Balsam ATP were recently replaced and will need to be replaced again in approximately 10-15 years. El Evado ATP will require seven filters and Balsam ATP will require four filters.
7.7 Generator
7.7.1 Assessment
The District operates three portable generators that can be used to provide backup power for the wells and boosters in the event of a power outage. As discussed in Section 7.1.3, the District’s operating staff performed an assessment on the generators. The results of the assessment are shown in Table 7-11.
Table 7-11. Generator Condition Assessment Summary
Generator
Component
EQ
#190
EQ
#210 EQ #189 EQ #458 EQ #357 EQ #400 EQ #399
Well
201
Well
140
White Rd
Booster Site
395 Booster
Site Portable Portable Portable
Engine B B B B A A A
Fuel System B B B B A A A
Exhaust System B B B B A A A
Voltage
Regulator B B B B A A A
Alternator B B B B A A A
Battery /
Charger B B B B A A A
Control Panel B B B B A A A
Frame,
Enclosure, Skid B B B B A A A
7.7.2 Rehabilitation and Replacement
The District’s existing back-up generators are in good condition and receive routine maintenance to keep them in reliable working order. The District to replace or rehab the existing generators on an as needed basis but no replacements are anticipated in the 10-year planning period.
2026 Water Master Plan Update
City of Victorville | 7-20
7.8 Storage Reservoir
7.8.1 Approach
Each existing reservoir was inspected by a team from Suez Advanced Solutions (Suez) using a remote operated vehicle (ROV) to access the interior of active reservoirs. Suez scored the condition of each reservoir using a similar framework to the one described above; however, the scale is reduced to a green, yellow, and red coding as shown in Table 7-12. below.
Table 7-12. Reservoir Condition Grading Scale and Definitions Grade Definition
1 Satisfactory: Next inspection recommended in 12 months. 2 Standard: Maintenance or renovation is recommended for planning stage. 3 Substandard: Maintenance or renovation is recommended for scheduling at earliest opportunity.
7.8.2 Assessment
There are currently 23 steel potable water storage reservoirs within the District’s service area.
Reservoirs 203 and 204 are both inactive. Reservoir 211 has been leased to MWA and is incorporated into the R
3 Project and is currently not a component of the District’s system.
Reservoir 201 is currently disconnected from the system but was included in this assessment as it may be reconnected in the future.
The District engaged Suez to perform an inspection and condition assessment of the 24 active and 1 inactive potable water storage reservoirs.
Suez conducted visual inspections of the District’s water tanks per American National Standards Institute and AWWA Standards. The purpose of the inspection was to determine the condition of the coatings and structure, and to evaluate the tank for compliance with current sanitation guidelines, safety and security regulations, and guidelines in accordance with AWWA, Occupational Safety and Health Administration and related state and federal agencies.
The inspection process involved an inspection team from Suez utilizing an ROV (Remote Operated Vehicle) to video and take pictures of the interior of the tank while in service. Interior visual inspections include roof support, coatings, ladder, inlet & outlet, sediment, overflow, and water clarity. The exterior includes visual inspections of safety features, security, sanitary screens, coating thickness & condition, manways, chime, and foundation conditions.
SUEZ utilizes a tank color-coded scoring system to track condition changes over time. The color-coded scoring system range is presented in Table 7-13, and has been assigned numbers between 1-3 to align with the Asset Condition Grading Scale applied to assess the District’s other facilities.
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Table 7-13. Reservoir Condition Grading Scale and Definitions Grade Definition
1 Satisfactory: Next inspection recommended in 12 months. 2 Standard: Maintenance or renovation is recommended for planning stage. 3 Substandard: Maintenance or renovation is recommended for scheduling at earliest opportunity.
A report was prepared for each reservoir to document the results of the inspection and recommendations for R&R, included as Appendix D. The information contained in the inspection reports represents the best information that could be obtained by Suez at the time of the inspection. A summary of the results of the reservoir condition assessment is shown in Table 7-14.
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Table 7-14. Reservoir Condition Assessment Summary
Storage
Reservoir
Component
Category
Storage Reservoir
Component 102 104 105 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 201 202 205 207 208 209 210 Sanitary
Vent 2 3 2 2 2 2 2 2 1 2 2 2 3 2 2 2 2 1 2 2 2 2 2 2 2
Leaks, Holes, or Points
of Intrusion 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Water Quality 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Overflow 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 2 2 2 2 3 3 3 2 Safety and
Security
Access Hatches,
Manways, or Doors 2 2 3 2 2 2 2 3 1 1 1 1 1 1 1 2 1 1 2 2 1 2 2 2 1 Fences, Gates, Guards,
or Vandalism 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ladders, Platforms,
Handrails, or Stairs 2 2 3 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 2 2 2 2 2 2 2 Coating
Exterior 3 3 3 3 3 2 3 3 3 3 3 3 3 3 2 3 3 2 3 2 3 3 3 2 3 Water Chamber 2 3 3 2 3 2 3 1 1 1 2 2 2 2 2 3 2 1 3 3 2 3 3 3 2 Structure
Roof 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Shell 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Supporting Members 1 2 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 2 2 1 1 2 2 2 1 Appurtenances 2 2 2 2 2 2 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Anchors and Foundation 2 2 2 2 2 1 2 1 2 2 2 2 1 2 1 1 2 1 1 1 2 1 1 1 1
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City of Victorville | 7-23
7.8.3 Rehabilitation and Replacement
Overall site and tank security measures were found to be in good working order. Safety systems are in good working condition; however, the ladders, platforms, handrails, or stairs of all tanks will require renovation within the planning period. Approximately 80% of the tanks that show interior and exterior coating failures will need repairs and rehabilitation over the next five-years.
Both the vents and overflow components of over 90% of the tanks will need repairs within the planning period.
The District’s goal is to conduct routine rehabilitation of each reservoir on a 10-year cycle to maintain them in good working condition. Suez had previously provided cost estimates for each reservoir based on the R&R work previously recommended in the Reservoir Inspection Reports.
These costs were escalated to 2025 dollars and included in this Plan. WSC added construction contingency and implementation costs to the scaled Suez’s cost estimate and incorporated them into the 10-Year Project Plan in Section 9.
During the 2021 WMP planning period, Suez recommended establishing a proactive maintenance program that addresses water quality issues and maximizes the life of the asset. A proactive maintenance program protects water quality and maintains the protective coating barrier on the interior and exterior of the tank. Annual inspections with washouts/chemical cleans every other year allows the District to monitor and maintain the coating system and dramatically decreases the chance of coating failure and structural failures to prolong the useful life of the reservoirs. This includes annual inspections and washouts and/or chemical cleans every other year to preserve water quality in the distribution system and extend the life of the asset. The estimated budget for this proactive maintenance work is $5,000 per year for each tank and will apply to only those tanks that are not being rehabilitated each year. The City recently issued a request for proposals (RFP) for maintenance of the storage reservoirs. The intended outcome of the RFP is to hire a contractor to perform routine maintenance, upgrades, repairs, and recoating. The Reservoir R&R plan will be adapted to align with the available budget once pricing information is available from the RFP process. Additionally, as annual inspections are performed in future years and the scores are updated, the R&R needs may evolve and the District may elect to reprioritize the reservoirs.
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City of Victorville | 7-24
Table 7-15. Storage Reservoir Rehabilitation Prioritization and Projected Costs Storage Reservoir Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($)
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36
RR-102 Exterior 552,000 - - - 604,000 - - - - - - - RR-102 Interior 848,000 - - - - - - 1,013,000 - - - - RR-104 Exterior 552,000 - 569,000 - - - - - - - - - RR-104 Interior 848,000 - 874,000 - - - - - - - - - RR-105 Exterior 630,000 - 649,000 - - - - - - - - - RR-105 Interior 986,000 - - - - - 1,144,000 - - - - - RR-107 Exterior 723,000 723,000 - - - - - - - - - - RR-107 Interior 1,083,000 - - - 1,184,000 - - - - - - - RR-108 Exterior 714,000 - - 758,000 - - - - - - - - RR-108 Interior 1,066,000 - - 1,131,000 - - - - - - - - RR-109 Exterior 243,000 - - - - - 282,000 - - - - - RR-109 Interior 360,000 - - - - - 418,000 - - - - - RR-110 Exterior 762,000 - - - 833,000 - - - - - - - RR-110 Interior 1,157,000 - - - 1,265,000 - - - - - - - RR-111 Exterior 703,000 - - - - - - 840,000 - - - - RR-111 Interior 1,056,000 - - - - - - - - - 1,378,000 - RR-112 Exterior 1,187,000 - - 1,260,000 - - - - - - - - RR-112 Interior 1,933,000 - - - - - - - - 2,449,000 - - RR-113 Exterior 856,000 856,000 - - - - - - - - - - RR-113 Interior 1,409,000 - - - - - - 1,683,000 - - - - RR-114 Exterior 1,187,000 - 1,223,000 - - - - - - - - - RR-114 Interior 1,933,000 - - - - 2,176,000 - - - - - - RR-115 Exterior 1,257,000 - - - - 1,415,000 - - - - - - RR-115 Interior 2,167,000 - - - - - - - - - 2,828,000 - RR-116 Exterior 1,202,000 - - - 1,314,000 - - - - - - - RR-116 Interior 1,947,000 - - - - - - 2,325,000 - - - - RR-117 Exterior 703,000 - - - - - 815,000 - - - - - RR-117 Interior 1,056,000 - - - - - - - - 1,338,000 - - RR-118 Exterior 856,000 - - - - - 993,000 - - - - - RR-118 Interior 1,409,000 - - - - - 1,634,000 - - - - - RR-119 Exterior 1,257,000 - 1,295,000 - - - - - - - - - RR-119 Interior 2,167,000 - 2,233,000 - - - - - - - - - RR-120 Exterior 1,397,000 1,397,000 - - - - - - - - - - RR-120 Interior 2,510,000 - - - - - - 2,998,000 - - - - RR-121 Exterior 372,000 - - - - - - - 458,000 - - - RR-121 Interior 360,000 - - - - - - - 443,000 - - - RR-202 Exterior 757,000 - - 804,000 - - - - - - - - RR-202 Interior 992,000 - - 1,053,000 - - - - - - - -
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Storage Reservoir Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($)
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36
RR-205 Exterior 243,000 - - - - - - - 299,000 - - - RR-205 Interior 360,000 - - - - - - - 443,000 - - - RR-207 Exterior 852,000 - 878,000 - - - - - - - - - RR-207 Interior 1,325,000 - 1,365,000 - - - - - - - - - RR-208 Exterior 852,000 852,000 - - - - - - - - - - RR-208 Interior 1,325,000 1,325,000 - - - - - - - - - - RR-209 Exterior 748,000 748,000 - - - - - - - - - - RR-209 Interior 918,000 918,000 - - - - - - - - - - RR-210 Exterior 829,000 - - - - 934,000 - - - - - - RR-210 Interior 1,197,000 - - - - - - - - - 1,562,000 - RR-Annual Maintenance 670,800 68,000 70,000 72,000 74,000 76,000 78,000 81,000 83,000 85,000 88,000 - Rehabilitation & Replacement - Reservoirs
Subtotal
50,516,800 6,887,000 9,156,000 5,078,000 5,274,000 4,601,000 5,364,000 8,940,000 1,726,000 3,872,000 5,856,000 -
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7.9 Water Meters and Service Lines
7.9.1 Approach
The District identified a preferred long term replacement cycle for its meter and service line replacement program to ensure each is replaced in a timely manner and to pace the replacements to be financially sustainable.
7.9.2 Small Meters
The District currently has approximately 40,000 small meters (2-inch and smaller) in its system.
As part of its Advanced Metering Infrastructure (AMI) system implementation, the District replaced all meters 2 inches and smaller with “smart meters”.
Using smart meters and multiple stationary antennas, the AMI system enables two-way communication over a fixed network between the utility system and the metering endpoints.
With AMI, the District’s distribution network can be continuously monitored by hourly interval reads. This allows for real-time notifications identifying many occurrences, from consumption trends to continuous use. With the detailed usage data available in an AMI system, customer service representatives have immediate access to consumers’ consumption information. When a customer calls with a high water bill complaint, the customer service representative can give them a complete picture of how and when they are using water.
The District is currently in the final stages of implementing the AMI system and is receiving data from AMI meters. The AMI system provides a substantial amount of data for the District’s meter staff to troubleshoot and respond to, so the District does not anticipate that the AMI system will result in any staffing reductions, but rather the meter staff will shift their focus to leveraging the AMI data to support more optimized management of the water system.
Once the system is completed and has been thoroughly tested, the District’s customers will be provided a web portal where they can track and review their water use data. Customers will have access to hourly, daily, and monthly water consumption information and trends. This information can be used to see how and when they are using water in their home or business.
The District replaced most of the small meters in 2015 and the warranty (and expected useful life) on the meters is 20 years, at which point they will need to be replaced again. To ensure meter accuracy over that time, the District has implemented a strategic program to test meters throughout the distribution system at regular intervals. The testing program follows the guidelines of AWWA. The information received from this ongoing program will help plan for future small meter replacement programs.
To establish a sustainable replacement cycle for the small meters, the District’s goal is to replace approximately 4,000 meters per year until 2034 so that all meters in the system are replaced by the time they reach the end of their useful life.
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7.9.3 Large Meters
In the last planning cycle, the District completed replacements of all large mechanical meters with ultrasonic meters. Because ultrasonic meters have no moving parts, accuracy will not diminish with wear over time due to mechanical wear. These meters are also AMI compatible and integrated with the District’s small meter network, providing real time consumption data and advanced diagnostics.
The District will continue to replace large meters as they reach the end of their useful lives (beyond this planning period), but they will be simple meter replacements and modifications to the meter vaults are not anticipated for future replacements.
7.9.4 Service Lines
The District has been replacing aging and leaking service lines as needed in areas that have a high percentage of plastic service lines and/or have shown excessive maintenance needs. The District estimates that there are approximately 25,000 service lines remaining in the system that will need to be replaced as they reach the end of their useful lives. Based on the results of a service line replacement pilot program conducted by the District, it is estimated that the cost of service line replacement is approximately $3,500 per service line. The District plans to budget to replace approximately 680 service lines per year. This value is flexible since some of the services will be replaced as part of the SD and STL projects or as part of the City’s planned road rehabilitation projects.
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7.10 Site Security Upgrades
To enhance security at the District’s well, treatment facility, and reservoir sites, the District will be enhancing and upgrading security infrastructure. To improve security at the District’s well and reservoir facilities, existing perimeter fencing and gates will be replaced with masonry block walls and automated iron gates. The proposed improvements include installation of curved, outward-facing iron rod spikes extending approximately four feet above the wall and gate elevations to discourage unauthorized entry.
Project costs vary by site due to differences in parcel size and associated construction requirements. For planning-level cost development, facilities were categorized into standardized size classes, and representative costs were assigned based on these classifications and recent bids the District has received for similar projects. The size classes and estimated cost/acre are described in Table 7-16. below. The site security upgrade project prioritization is summarized in Table 7-17. below. The District will upgrade the remaining well and reservoir sites as budget allows over the next 10 to 20 years.
Table 7-16. Site Security Upgrade Cost by Size Classification Classification Site Size Cost ($)
Extra Small 0.25 ac 230,000
Small 0.5 ac 330,000
Medium 1 ac 450,000
Large 3 ac 725,000
Extra Large 5-6 ac 1,000,000
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Table 7-17. Site Security Upgrades Prioritization and Projected Costs Booster Station Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($)
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36
WMP26_Well 109 Site Security 280,000 280,000 - - - - - - - - - - WMP26_Well 116 Site Security 725,000 - - 770,000 - - - - - - - - WMP26_Well 118 Site Security 230,000 - - 245,000 - - - - - - - - WMP26_Well 119 Site Security 230,000 - - - 252,000 - - - - - - - WMP26_Well 120 Site Security 230,000 - - - 252,000 - - - - - - - WMP26_Well 122 Site Security 230,000 - - - 252,000 - - - - - - - WMP26_Well 123 Site Security 190,000 190,000 - - - - - - - - - - WMP26_Well 126 Site Security 230,000 - - - - 259,000 - - - - - - WMP26_Well 127 Site Security 275,000 275,000 - - - - - - - - - - WMP26_Well 128 Site Security 150,000 - 155,000 - - - - - - - - - WMP26_Well 129, T-107, T-108, T-112, T-114 Site Security 725,000 - - - - 816,000 - - - - - - WMP26_Well 130 Site Security 330,000 - - - - 372,000 - - - - - - WMP26_Well 131 Site Security 330,000 - 340,000 - - - - - - - - - WMP26_Well 132, T-119 Site Security 725,000 - - - - - 841,000 - - - - - WMP26_Well 133, T-104 Site Security 725,000 - - - - - 841,000 - - - - - WMP26_Well 134 Site Security 450,000 - - - - - 522,000 - - - - - WMP26_Well 135, T-102 Site Security 725,000 - - - - - - 866,000 - - - - WMP26_Well 136 Site Security 230,000 - - - - - - 275,000 - - - - WMP26_Well 137, T-105, T-113, T-115, T-118, El Evado
BPS Site Security 1,000,000 - - - - - - 1,195,000 - - - - WMP26_Well 138 Site Security 330,000 - - - - - - - 406,000 - - - WMP26_Well 139, W-143, T-120, Balsam Site Security 600,000 - - - - - - - 738,000 - - - WMP26_Well 140, T-110, T-111, T-116, T-117 Site Security 725,000 - - - - - - - 892,000 - - - WMP26_Well 141 Site Security 230,000 - - - - - - - - 292,000 - - WMP26_Well 144 Site Security 230,000 - - - - - - - - 292,000 - - WMP26_Well 201 Site Security 231,000 - 238,000 - - - - - - - - - WMP26_Well 204 Site Security 230,000 - - - - - - - - 292,000 - - WMP26_Well 205 Site Security 230,000 - - - - - - - - - 301,000 - WMP26_Well 206 Site Security 230,000 - - - - - - - - - 301,000 - WMP26_Well 208 Site Security 230,000 - - - - - - - - - 301,000 - WMP26_Well 209 Site Security 230,000 - - - - - - - - - - 310,000 WMP26_Well 212 Site Security 330,000 - - - - - - - - - - 444,000 WMP26_White Rd BPS, T-208, T-209 Site Security 435,000 - - 462,000 - - - - - - - - WMP26_Amethyst Site Security 450,000 - - - - - - - - - - 605,000 WMP26_T-109, T-121 Site Security 330,000 - - - - - - - - - - 444,000 WMP26_T-201 Site Security 330,000 - - - - - - - - - - 444,000 WMP26_T-202, T-207, Hwy 395 BPS Site Security 400,000 400,000 - - - - - - - - - - WMP26_T-205, T-210 Site Security 450,000 - - - - - - - - - - 605,000
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Booster Station Rehabilitation Project Project Total ($) Projected Total in Future Dollars ($)
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36
Block Wall Expansion D1 75,000 75,000 - - - - - - - - - - Site Security Subtotal 14,306,000 1,220,000 733,000 1,477,000 756,000 1,447,000 2,204,000 2,336,000 2,036,000 876,000 903,000 2,852,000
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City of Victorville | 8-1
8.0 Regulatory Analysis
The following sections summarize new or expected future regulations that may impact the District’s operations.
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8.1 Chromium-6 Maximum Contaminant Level
Prior to 2014, hexavalent chromium (chromium-6) in California was regulated under the 50-ppb primary drinking water standard for total chromium. In 2014, the State Water Board established a specific MCL for chromium-6 of 10 ppb.
Several wells in ID2 that discharge to the Arsenic Blending Pipeline have chromium-6 concentrations that exceeded the MCL. The District modified operation of the Arsenic Blending Pipeline to ensure that blended water complies with the MCLs for both arsenic and chromium-6.
On May 31, 2017, the Superior Court of Sacramento County issued a judgment invalidating the chromium-6 MCL for drinking water. The court ordered the State Water Board to take the necessary actions to remove the chromium-6 MCL from the California Code of Regulations. The change became effective on September 11, 2017, and the chromium-6 MCL was no longer in effect. The 50-ppb MCL for total chromium remained in effect.
The court found the MCL invalid because the State Water Board failed to comply with a requirement of the Safe Drinking Water Act when adopting the regulation. Specifically, the court determined that the State Water Board had not adequately documented the economic feasibility of complying with the MCL. The court did not determine whether the MCL was economically feasible, nor did it make any findings regarding the adequacy of the MCL to protect public health. The court did not conclude that the MCL was either too low or too high; rather, it found that the State Water Board had not sufficiently justified the economic feasibility of the standard.
The court also ordered the State Water Board to develop and adopt a new chromium-6 MCL.
In April 2024, the California State Water Resources Control Board adopted a new MCL for chromium-6 in drinking water of 10 ppb, with the regulation becoming effective on October 1, 2024. The 2024 regulation reinstated a chromium-6-specific drinking water standard following the invalidation of the original 2014 MCL. The new rule was developed using updated occurrence, treatment, and cost information and applies to public water systems throughout California.
The District samples for chromium-6 as part of routine Title 22 monitoring provisions and continues to operate the Arsenic Blending Pipeline in a manner that ensures blended water quality complies with the reinstated chromium-6 MCL of 10 ppb. If the chromium-6 concentrations of the District’s wells change over time, the District will reevaluate pipeline operations and assess whether additional operational modifications or treatment measures are necessary to comply with the regulation.
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8.2 1,2,3 - Trichloroprone Maximum Contaminant Level
The State Water Board 1,2,3-Trichloropropane (TCP) regulation required water systems to begin initial monitoring of active sources in the first quarter of 2018. The MCL for drinking water is 5 parts per trillion.
All four of the initial quarterly samples in 2018 were non-detect so the District is only required to sample for 1,2,3-TCP as part of its routine Title 22 monitoring provisions and has not detected 1,2,3-TCP in any samples.
8.3 Perchlorate Maximum Contaminant Level
California has had an enforceable perchlorate drinking water standard of 6 ppb since 2007. The District sampled for Perchlorate between 2002-2017 and the results showed detection for some of the sample sites; however, all were below the MCL of 6 ppb so the District does not anticipate needing treatment to meet perchlorate limits. The District samples for perchlorate as part of routine Title 22 monitoring provisions
The California Detection Limit for Purposes of Reporting (DLR) for perchlorate was lowered to 1 ppb, effective January 1, 2024 to better align with the public health goal and improve occurrence data collection.
EPA is currently developing a national drinking water regulation for perchlorate. As of early 2026, EPA has proposed an MCL, with options under consideration in the range of 20 to 80 ppb, along with monitoring and reporting requirements for public water systems. The proposed EPA perchlorate rule would establish the first federal MCL and associated monitoring requirements; however, California’s existing MCL of 6 ppb is substantially more stringent than the federal values currently under consideration.
8.4 Per- and Polyfluoroalkyl Substances (PFAS)
PFAS (per- and polyfluoroalkyl substances) are an emerging class of drinking water contaminants being regulated at extremely low concentrations due to persistence, bioaccumulation, and associated health risks. The U.S. EPA established the first enforceable national standards in April 2024, including Maximum Contaminant Levels (MCLs) of 4 parts per trillion (ppt) for PFOA and PFOS and 10 ppt for several additional PFAS compounds, along with a hazard index approach for mixtures. Subsequent rulemaking efforts in 2025–2026 indicate that the regulatory framework remains in flux, with proposals to retain the stringent limits for PFOA and PFOS while reconsidering standards for other PFAS and extending compliance timelines
At the state level, California regulates PFAS through health-based notification and response levels, which are not enforceable standards but function as practical regulatory triggers. Current advisory thresholds for PFOA and PFOS are on the order of 4 ppt (notification level), with response levels requiring actions such as public notification or removal of a source from service
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if exceeded. State policy direction suggests that enforceable drinking water standards are likely to be adopted and may be equal to or more stringent than federal requirements.
Overall, PFAS regulations are rapidly evolving toward lower concentration limits, expanded monitoring, and greater consideration of cumulative exposure. Current regulatory approaches emphasize a small number of well-characterized compounds (e.g., PFOA and PFOS), while broader class-based regulation remains under development. These trends introduce regulatory uncertainty but require water agencies to plan for potential treatment needs, supply impacts (e.g., well shutdowns), and ongoing compliance with progressively stricter standards.
In California, public water systems are generally required to sample for PFAS under State Water Board monitoring orders and directives, including broad statewide sampling initiatives; however, PFAS monitoring is not yet required as a routine requirement in Title 22 because California has not finalized state MCLs.
The District sampled for PFAS in 2024 and the results were non-detect so the District does not anticipate needing treatment to meet prospective PFAS limits.
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9.0 Ten Year Project Plan
The purpose of this 10- year Project Plan is to provide the District with a guide for planning and budgeting water system improvements. The 10 -Year Project Plan summarizes the
projects, phasing, and cost estimates for the recommended water system improvemen ts identified in this WMP for FY 2026/ 27 to FY 20 35/36.
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9.1 Cost Estimating Basis and Assumptions
The cost opinions (estimates) with the recommended projects in this 10- Year Project Plan have been prepared in conformance with industry practices as planning level cost opinions, and are classified as Class 4 Conceptual Report Classification of Opinion of Probable Construction Costs as developed by the Association for the Advancement of Cost Engineering (AACE International).
The purpose of a Class 4 Estimate is to provide a conceptual level of effort that is expected to range in accuracy from -30% to +50%. A Class 4 Estimate also includes an appropriate level of contingency so that it can be used in future planning and feasibility studies. The design concepts and associated costs presented in this 10-year Project Plan are conceptual in nature due to the limited design information that is available at this stage of project planning. These cost estimates have been developed using a combination of data from RS Means CostWorks® and recent bids, experience with similar projects, current and foreseeable regulatory requirements, and an understanding of necessary project components. As the projects progress, the designs and associated costs could vary significantly from the project components identified in this 10- year Project Plan.
The recommended projects and these cost opinions are based on the following assumptions:
1. Cost opinions are generally derived from bid prices from similar projects, vendor quotes, material prices, and labor estimates, with adjustments for inflation, size, complexity and location.
2. Cost opinions are in 2025 dollars. When budgeting for future years, appropriate escalation factors should be applied. The past 5 year average increase of the ENR CCI 20 City Average is considered a reasonable factor to use for escalation.
3. Previous cost estimates are scaled using the Handy -Whitman Index of Public Utility Construction Costs (Handy -Whitman Index). The Handy -Whitman Index is prepared for electric, gas and water utilities and has been published continuously since 1924. Prices of basic materials used in the construction of water utility projects are obtained from publications (such as ENR) and checked against actual prices being paid. Labor cost trends are computed from sources such as the Construction Labor Research Council.
Equipment costs are obtained from national manufacturers and operating utilities. The proportions of materials, labor, and equipment used in the index are based on analysis and input from utility and industry sources. The index is divided into six regions, of which the Pacific region is applicable locally.
4. Cost opinions are “planning-level” and may not fully account for site-specific conditions that will affect the actual costs, such as soil conditions and utility conflicts.
5. Construction Totals include the following mark-up:
a. 20% construction contingency based on construction sub-total
6. Total Project Costs include the following allowances:
a. 15% of Construction Total for project development, including administration, alternatives analysis, planning, engineering, surveying, etc.
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b. 10% of Construction Total for construction phase support services, including administration, inspection, materials testing, office engineering, construction administration, etc.
9.2 Ten-Year Project Plan
The detailed 10-Year Project Plan presented at the end of this section lists each recommended improvement along with the size, length, and/or capacity of the improvement, the cost estimate (including Construction Subtotal, Construction Total and Project Total) and the FY each improvement is planned to be implemented. The improvements and timing laid out in this 10- Year Project Plan were used to inform the District’s Capital Improvement Plan (CIP) and recent rate study but will not exactly match the District’s actual CIP from year to year because priorities, costs, budgets, and time to implement can evolve as new information becomes available. The District will continue to use this 10-Year Project Plan, along with other information, to inform its CIP until the next WMP update is prepared.
The 10-year Project Plan also includes a summary of projects recommended in the SCADA Master Plan to provide a comprehensive list of all of the District’s planned projects. See the SCADA Master Plan for more information on each of the recommended SCADA Projects.
As stated in Section 6.7, individual improvement pipeline projects were grouped into Areas based on geographic area, phasing requirements, priorities and desired project size. Maps depicting the Areas are shown in Figure 9-2 and Figure 9-3. A large-scale map of the Areas is available in Appendix B.
The costs of projects planned to be implemented in future years are escalated at a rate of 3% per year to account for inflation. The 10-Year Project Plan includes a category for Beyond 2035/36 to capture those projects that were identified through this WMP process but are not planned to be implemented within the 10-year planning period of this WMP. This 10-Year Project Plan provides a comprehensive list of the projects needed to expand and maintain the water system to continue to provide reliable service to customers; some projects are funded through the Capital budget and some through the Expense budget, as noted in the 10-year Project Plan. Figure 9-1 and Table 9-1 present a summary of project costs in the 10-year Project Plan by project type. The complete 10-Year Project Plan is provided in Table 9-2.
2026 Water Master Plan Update
City of Victorville | 9-4
Figure 9-1. Project Costs by Project Type (in Future Year Dollars)
$0
$5,000,000
$10,000,000
$15,000,000
$20,000,000
$25,000,000
$30,000,000
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Pipeline Projects New Supply Facilities Rehabilitation & Replacement - Reservoirs Rehabilitation & Replacement - Wells Rehabilitation & Replacement - Other Site Security Upgrades Other CIP Items SCADA Projects
2026 Water Master Plan Update
City of Victorville | 9-5
Table 9-1. Summary of Project Costs by Project Type (in Future Year Dollars) Project Type 2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Pipeline Projects $4,552,000 $2,935,000 $3,023,000 $1,176,000 $5,405,000 $4,319,000 $5,781,000 $6,401,000 $5,638,000 $6,794,000 New Supply Facilities $3,928,000 $1,693,000 $508,000 $523,000 $538,000 $555,000 $571,0 00 $588,000 $606,000 $0 Rehabilitation &
Replacement - Reservoirs
$6,887,000 $9,156,000 $5,078,000 $5,274,000 $4,601,000 $5,364,000 $8,940,000 $1,726,000 $3,872,000 $5,856,000 Rehabilitation &
Replacement - Wells
$1,020,000 $1,053,000 $1,086,000 $1,119,000 $1,152,000 $1,188, 000 $1,221,000 $1,257,000 $1,296,000 $1,335,000 Rehabilitation &
Replacement - Other
$3,790,000 $3,905,000 $4,023,000 $3,954,000 $4,030,000 $4,534,000 $4,623,000 $4,809,000 $4,638,000 $5,101,000 Site Security Upgrades $1,220,000 $733,000 $1,477,000 $756,000 $1, 447,000 $2,204,000 $2,336,000 $2,036,000 $876,000 $903,000 Other CIP Items $913,000 $941,000 $970,000 $1,158,000 $1,193,000 $1,059,000 $1,091,000 $1,124,000 $1,342,000 $1,383,000 SCADA Projects $222,000 $70,000 $152,000 $110,000 $166,000 $101,000 $104,000 $111,000 $114,000 $0 Total $22,532,000 $20,486,000 $16,317,000 $14,070,000 $18,532,000 $19,324,000 $24,667,000 $18,052,000 $18,382,000 $21,372,000
2026 Water Master Plan Update
City of Victorville | 9-6
Figure 9-2. Recommended Improvement Areas (Northern Portion of System)
2026
2026 Water Master Plan Update
City of Victorville | 9-7
Figure 9-3. Recommended Improvement Areas (Southern Portion of System)
2026
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Existing System
Improvements
WMP26_ 1 (COMPLETED) FF, L, SD, STL 8, 12 0 Capital 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Project completed.
WMP26_ 2 FF 8 3,804 Capital 100% 0% 1,379,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,854,000 WMP26_ 3 FF, SD 8 7,469 Capital 100% 0% 2,708,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,640,000 WMP26_ 4 FF, SD, STL 8, 12 11,276 Capital 25% 75% 4,175,000 $ $ - $ 2,151,000 $ 2,215,000 $ - $ - $ - $ - $ - $ - $ - $ - Currently 90% design. Construct if
funding allows.
WMP26_ 5 FF 12, 16 3,101 Capital 100% 0% 2,047,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 2,751,000 WMP26_ 6 FF, SD 8, 12 5,456 Capital 100% 0% 2,945,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,958,000 WMP26_ 7 SD 8 7,027 Capital 100% 0% 2,548,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,425,000 WMP26_ 8 FF, SD, STL 8, 12 15,399 Capital 25% 75% 7,451,000 $ $ - $ - $ - $ - $ 4,194,000 $ 4,319,000 $ - $ - $ - $ - $ - Currently 50% design. Construct if
funding allows.
WMP26_ 9 FF, SD, STL 8, 12, 16 9,104 Capital 25% 75% 4,841,000 $ $ - $ - $ - $ - $ - $ - $ 5,781,000 $ - $ - $ - $ - Currently 50% design. Construct if
funding allows.
WMP26_10 FF, SD, STL 8, 12 11,714 Capital 25% 75% 5,204,000 $ $ - $ - $ - $ - $ - $ - $ - $ 6,401,000 $ - $ - $ - Currently 50% design. Construct if
funding allows.
WMP26_11 FF, SD 8, 12 7,093 Capital 25% 75% 2,714,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 3,439,000 $ - $ - Currently 50% design. Construct if
funding allows.
WMP26_12 FF, SD 8, 12, 16 10,615 Capital 25% 75% 6,942,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 2,199,000 $ 6,794,000 $ - Currently 50% design. Construct if
funding allows.
WMP26_13 FF 8, 12, 20 954 Capital 100% 0% 609,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 819,000 WMP26_14 FF 8, 12 2,041 Capital 100% 0% 1,238,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,664,000 WMP26_15 FF, SD 8, 12 7,035 Capital 100% 0% 3,085,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,146,000 WMP26_16 FF, SD 8 6,290 Capital 100% 0% 2,281,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,066,000 WMP26_17 SD 8 7,573 Capital 100% 0% 2,746,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,691,000 WMP26_18 SD 8 7,264 Capital 100% 0% 2,634,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,540,000 WMP26_19 FF, SD 8 7,693 Capital 100% 0% 2,789,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,749,000 WMP26_20 SD 8 7,554 Capital 100% 0% 2,739,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,681,000 WMP26_21 SD 8 7,746 Capital 100% 0% 2,808,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,774,000 WMP26_22 SD 8 6,683 Capital 100% 0% 2,423,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,257,000 WMP26_23 FF 12 4,719 Capital 100% 0% 3,012,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,048,000 WMP26_24 SD, STL 8, 12 2,884 Capital 100% 0% 1,046,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,406,000 WMP26_25 FF 8 7,765 Capital 100% 0% 2,815,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,784,000 WMP26_26 FF, SD 8 4,220 Capital 100% 0% 1,530,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 2,057,000 WMP26_27 FF, SD 8, 12, 16 3,274 Capital 100% 0% 1,691,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 2,273,000 WMP26_28 SD 8 7,239 Capital 100% 0% 2,625,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,528,000 WMP26_29 SD, STL 8 7,514 Capital 100% 0% 2,724,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,661,000 WMP26_30 (NOT USED) $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - WMP26_31 SD 8, 12 1,314 Capital 100% 0% 477,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 642,000 WMP26_32 FF, SD 8 3,465 Capital 100% 0% 1,257,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,690,000 WMP26_33 FF, SD 8, 12 6,118 Capital 100% 0% 2,462,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,309,000 WMP26_34 FF 12 5,093 Capital 100% 0% 3,250,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,368,000 Existing System
Improvements Subtotal 89,195,000$ $ - $ 2,151,000 $ 2,215,000 $ - $ 4,194,000 $ 4,319,000 $ 5,781,000 $ 6,401,000 $ 5,638,000 $ 6,794,000 $ 77,781,000 Rezoning Projects
WMP26_RZ1 RZ
Capital 0% 100% 2,150,700 $ $ - $ - $ - $ 1,176,000 $ 1,211,000 $ - $ - $ - $ - $ - $ - Greentree area. Recommended if
funding allows to improve pressure
and fire flow.
WMP26_RZ3 RZ 12 220
Capital 0% 100% 1,522,200 $ $ - $ 784,000 $ 808,000 $ - $ - $ - $ - $ - $ - $ - $ - Partially complete; recommend
completing if funding allows to
simplify construction as development
along Mojave occurs (many
WMP26_RZ5 RZ 8, 12 2,680 Capital 100% 0% 1,902,750 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 2,558,000 WMP26_RZ6 RZ 8, 12 5,670 Capital 100% 0% 1,052,640 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,415,000 Consider implementing along with
Areas 31 or 32.
WMP26_RZ7 RZ 8 50 Capital 100% 0% 537,930 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 723,000 Consider implementing along with
Areas 8 and 9.
WMP26_RZ8 RZ Regulators Capital 100% 0% 365,070 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 491,000 Consider implement along with Area
33. Rezoning Projects Subtotal 7,531,290$ $ - $ 784,000 $ 808,000 $ 1,176,000 $ 1,211,000 $ - $ - $ - $ - $ - $ 5,187,000 New Pipeline Improvements
Project Value in Future Year Dollars
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
WMP26_TO 5 Transmission
Main Capital 0% 100% 4,551,913 $ $ 4,552,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - WMP26_Zone 3485 30"
Balancing Main to R-201 Capital 0% 100% 15,293,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 20,553,000 Timing driven by development and
future demands. Not expected by FY
35/36.
WMP26_Zone 3090 24-in
Transmission Main Capital 0% 100% 14,923,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 20,056,000 Development driven. See New
Pressure Zone Study.
WMP26_Zone 3210 12-in
Transmission Main Capital 0% 100% 855,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,150,000 Development driven. See New
Pressure Zone Study.
WMP26_SCLA North
Expansion Pipelines 12, 16
Capital 0% 100% 30,193,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 40,577,000 Identified in 2007 Water Master
Plan for ultimate buildout of SCLA
Area. Development driven.
Development Pipelines 8, 12, 16 215,735
Capital 0% 100% 86,806,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 116,661,000 Pipelines to be constructed by
developers to serve proposed
projects. Development driven.
New Pipeline Improvements
Subtotal 152,621,913$ $ 4,552,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 198,997,000 New Supply Facilities
WMP26_TO 5 Metering
Station Capital 0% 100% 1,950,400 $ $ 1,951,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - WMP26_Portable
Generators Capital 50% 50% 3,824,000 $ $ - $ 493,000 $ 508,000 $ 523,000 $ 538,000 $ 555,000 $ 571,000 $ 588,000 $ 606,000 $ - $ - 8 new generators, if funding allows
WMP26_Stationary
Generator at Amethyst BPS Capital 50% 50% 776,250 $ $ 777,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - From 27 CIP
WMP_26_Well 109
Replacement Capital 100% 0% 2,400,000 $ $ 1,200,000 $ 1,200,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - FY26 CIP Rollover
WMP26_PZ 2906 New Tank Capital 0% 100% 2,700,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,629,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 2906 Well 1 Capital 0% 100% 3,610,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,852,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 2906 Well 2 Capital 0% 100% 3,610,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,852,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3090 Tank 1 Capital 0% 100% 3,664,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,925,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3090 Tank 2 Capital 0% 100% 3,663,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 4,923,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3090 Pump
Station Capital 0% 100% 6,390,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 8,588,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3090 Land
Acquisition Capital 0% 100% 814,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,094,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3210 Tank 1 Capital 0% 100% 964,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,296,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3210 Tank 2 Capital 0% 100% 964,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,296,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3210 Pump
Station Capital 0% 100% 852,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,146,000 Development driven. See New
Pressure Zone Study.
WMP26_PZ 3210 Land
Acquisition Capital 0% 100% 388,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 522,000 Development driven. See New
Pressure Zone Study.
New Supply Facilities
Subtotal 36,569,650$ $ 3,928,000 $ 1,693,000 $ 508,000 $ 523,000 $ 538,000 $ 555,000 $ 571, 000 $ 588,000 $ 606,000 $ - $ 37,123,000 Rehabilitation &
Replacement - Reservoirs
RR-102 Exterior R&R Expense 47% 53% 552,000 $ $ - $ - $ - $ 604,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-102 Interior R&R Expense 47% 53% 848,000 $ $ - $ - $ - $ - $ - $ - $ 1,013,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-104 Exterior R&R Expense 47% 53% 552,000 $ $ - $ 569,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-104 Interior R&R Expense 47% 53% 848,000 $ $ - $ 874,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-105 Exterior R&R Expense 47% 53% 630,000 $ $ - $ 649,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
RR-105 Interior R&R Expense 47% 53% 986,000 $ $ - $ - $ - $ - $ - $ 1,144 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-107 Exterior R&R Expense 47% 53% 723,000 $ $ 723,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-107 Interior R&R Expense 47% 53% 1,083,000 $ $ - $ - $ - $ 1,184,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-108 Exterior R&R Expense 47% 53% 714,000 $ $ - $ - $ 758,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-108 Interior R&R Expense 47% 53% 1,066,000 $ $ - $ - $ 1,131,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-109 Exterior R&R Expense 47% 53% 243,000 $ $ - $ - $ - $ - $ - $ 282 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-109 Interior R&R Expense 47% 53% 360,000 $ $ - $ - $ - $ - $ - $ 418 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-110 Exterior R&R Expense 47% 53% 762,000 $ $ - $ - $ - $ 833,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-110 Interior R&R Expense 47% 53% 1,157,000 $ $ - $ - $ - $ 1,265,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-111 Exterior R&R Expense 47% 53% 703,000 $ $ - $ - $ - $ - $ - $ - $ 840,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-111 Interior R&R Expense 47% 53% 1,056,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,378,000 $ - Preferred R&R Plan, if funding
allows.
RR-112 Exterior R&R Expense 47% 53% 1,187,000 $ $ - $ - $ 1,260,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-112 Interior R&R Expense 47% 53% 1,933,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 2,449,000 $ - $ - Preferred R&R Plan, if funding
allows.
RR-113 Exterior R&R Expense 47% 53% 856,000 $ $ 856,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-113 Interior R&R Expense 47% 53% 1,409,000 $ $ - $ - $ - $ - $ - $ - $ 1,683,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-114 Exterior R&R Expense 47% 53% 1,187,000 $ $ - $ 1,223,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-114 Interior R&R Expense 47% 53% 1,933,000 $ $ - $ - $ - $ - $ 2,176,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-115 Exterior R&R Expense 47% 53% 1,257,000 $ $ - $ - $ - $ - $ 1,415,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-115 Interior R&R Expense 47% 53% 2,167,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 2,828,000 $ - Preferred R&R Plan, if funding
allows.
RR-116 Exterior R&R Expense 47% 53% 1,202,000 $ $ - $ - $ - $ 1,314,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-116 Interior R&R Expense 47% 53% 1,947,000 $ $ - $ - $ - $ - $ - $ - $ 2,325,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-117 Exterior R&R Expense 47% 53% 703,000 $ $ - $ - $ - $ - $ - $ 815 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-117 Interior R&R Expense 47% 53% 1,056,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 1,338,000 $ - $ - Preferred R&R Plan, if funding
allows.
RR-118 Exterior R&R Expense 47% 53% 856,000 $ $ - $ - $ - $ - $ - $ 993 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-118 Interior R&R Expense 47% 53% 1,409,000 $ $ - $ - $ - $ - $ - $ 1,634 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-119 Exterior R&R Expense 47% 53% 1,257,000 $ $ - $ 1,295,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-119 Interior R&R Expense 47% 53% 2,167,000 $ $ - $ 2,233,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-120 Exterior R&R Expense 47% 53% 1,397,000 $ $ 1,397,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-120 Interior R&R Expense 47% 53% 2,510,000 $ $ - $ - $ - $ - $ - $ - $ 2,998,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-121 Exterior R&R Expense 47% 53% 372,000 $ $ - $ - $ - $ - $ - $ - $ - $ 458,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-121 Interior R&R Expense 47% 53% 360,000 $ $ - $ - $ - $ - $ - $ - $ - $ 443,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
RR-202 Exterior R&R Expense 47% 53% 757,000 $ $ - $ - $ 804,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-202 Interior R&R Expense 47% 53% 992,000 $ $ - $ - $ 1,053,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-205 Exterior R&R Expense 47% 53% 243,000 $ $ - $ - $ - $ - $ - $ - $ - $ 299,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-205 Interior R&R Expense 47% 53% 360,000 $ $ - $ - $ - $ - $ - $ - $ - $ 443,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-207 Exterior R&R Expense 47% 53% 852,000 $ $ - $ 878,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-207 Interior R&R Expense 47% 53% 1,325,000 $ $ - $ 1,365,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-208 Exterior R&R Expense 47% 53% 852,000 $ $ 852,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-208 Interior R&R Expense 47% 53% 1,325,000 $ $ 1,325,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-209 Exterior R&R Expense 47% 53% 748,000 $ $ 748,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-209 Interior R&R Expense 47% 53% 918,000 $ $ 918,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-210 Exterior R&R Expense 47% 53% 829,000 $ $ - $ - $ - $ - $ 934,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
RR-210 Interior R&R Expense 47% 53% 1,197,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,562,000 $ - Preferred R&R Plan, if funding
allows.
RR-Annual Maintenance R&R Expense 47% 53% 670,800 $ $ 68,000 $ 70,000 $ 72,000 $ 74,000 $ 76,000 $ 78,000 $ 81,000 $ 83,000 $ 85,000 $ 88,000 $ - Rehabilitation &
Replacement - Reservoirs
Subtotal 50,516,800$ $ 6,887,000 $ 9,156,000 $ 5,078,000 $ 5,274,000 $ 4,601,000 $ 5,364,000 $ 8,940,000 $ 1,726,000 $ 3,872,000 $ 5,856,000 $ - Rehabilitation &
Replacement - Wells
WR-116-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ 271,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-116-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 162,000 Preferred R&R Plan, if funding
allows.
WR-118-W/P R&R Expense 69% 31% 220,000 $ $ 220,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-118-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 162,000 Preferred R&R Plan, if funding
allows.
WR-119-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 296,000 Preferred R&R Plan, if funding
allows.
WR-119-E R&R Expense 69% 31% 120,000 $ $ 120,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-120-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 288,000 $ - Preferred R&R Plan, if funding
allows.
WR-120-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 157,000 $ - Preferred R&R Plan, if funding
allows.
WR-122-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 296,000 Preferred R&R Plan, if funding
allows.
WR-122-E R&R Expense 69% 31% 120,000 $ $ 120,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-123-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ 234,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-123-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ 132,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-126-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ 241,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-126-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ 136,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-127-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ 248,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-127-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 162,000 Preferred R&R Plan, if funding
allows.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
WR-128-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 288,000 $ - Preferred R&R Plan, if funding
allows.
WR-128-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 162,000 Preferred R&R Plan, if funding
allows.
WR-129-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 296,000 Preferred R&R Plan, if funding
allows.
WR-129-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 157,000 $ - Preferred R&R Plan, if funding
allows.
WR-130-W/P R&R Expense 69% 31% 220,000 $ $ 220,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-130-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 157,000 $ - Preferred R&R Plan, if funding
allows.
WR-131-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 288,000 $ - Preferred R&R Plan, if funding
allows.
WR-131-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 162,000 Preferred R&R Plan, if funding
allows.
WR-132-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 296,000 Preferred R&R Plan, if funding
allows.
WR-132-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 153,000 $ - $ - Preferred R&R Plan, if funding
allows.
WR-133-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ 263,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-133-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ 140 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-134-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ 271,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-134-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ 132,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-135-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 296,000 Preferred R&R Plan, if funding
allows.
WR-135-E R&R Expense 69% 31% 120,000 $ $ - $ 124,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-136-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 279,000 $ - $ - Preferred R&R Plan, if funding
allows.
WR-136-E R&R Expense 69% 31% 120,000 $ $ 120,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-137-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ 241,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-137-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ 148,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-138-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ 234,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-138-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 153,000 $ - $ - Preferred R&R Plan, if funding
allows.
WR-139-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ 248,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-139-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ 148,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-140-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 279,000 $ - $ - Preferred R&R Plan, if funding
allows.
WR-140-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 153,000 $ - $ - Preferred R&R Plan, if funding
allows.
WR-141-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ 256 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-141-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ 144,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-143-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ 256 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-143-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ 136,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-144-W/P R&R Expense 69% 31% 220,000 $ $ - $ 227,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
WR-144-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ 140 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-201-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ 248,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-201-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ 144,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-203-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ 263,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-203-E R&R Expense 69% 31% 120,000 $ $ - $ - $ 128,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-204-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ 263,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-204-E R&R Expense 69% 31% 120,000 $ $ - $ 124,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-205-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ 256 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-205-E R&R Expense 69% 31% 120,000 $ $ - $ - $ 128,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-206-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ 241,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-206-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ 148,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-207-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 279,000 $ - $ - Preferred R&R Plan, if funding
allows.
WR-207-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ - $ 144,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-208-W/P R&R Expense 69% 31% 220,000 $ $ 220,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-208-E R&R Expense 69% 31% 120,000 $ $ - $ 124,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-209-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ 234,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-209-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ - $ 140 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-212-W/P R&R Expense 69% 31% 220,000 $ $ - $ - $ - $ - $ - $ - $ - $ 271,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-212-E R&R Expense 69% 31% 120,000 $ $ - $ - $ 128,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-BT-GC-W/P R&R Expense 69% 31% 220,000 $ $ - $ 227,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-BT-GC-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ 132,000 $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-CB-GC-W/P R&R Expense 69% 31% 220,000 $ $ - $ 227,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
WR-CB-GC-E R&R Expense 69% 31% 120,000 $ $ - $ - $ - $ - $ 136,000 $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
Rehabilitation &
Replacement - Wells
Subtotal 11,900,000$ 1,020,000 $ 1,053,000 $ 1,086,000 $ 1,119,000 $ 1,152,000 $ 1,188,000 $ 1,221,000 $ 1,257,000 $ 1,296,000 $ 1,335,000 $ 2,290,000 $ Rehabilitation &
Replacement - Other
BR-El Evado-P
R&R Expense 100% 0% 90,000 $ $ - $ - $ - $ - $ - $ 105 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-El Evado-E R&R Expense 100% 0% 120,000 $ $ - $ - $ - $ - $ - $ 140 ,000 $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-White-P R&R Expense 100% 0% 90,000 $ $ 90,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-White-E R&R Expense 100% 0% 120,000 $ $ 120,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-395P1-P R&R Expense 100% 0% 90,000 $ $ - $ 93,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-395P1-E R&R Expense 100% 0% 120,000 $ $ - $ 124,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
BR-395P2-P R&R Expense 100% 0% 90,000 $ $ - $ - $ 96,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-395P2-E R&R Expense 100% 0% 120,000 $ $ - $ - $ 128,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-395P3-P R&R Expense 100% 0% 90,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 121,000 Preferred R&R Plan, if funding
allows.
BR-395P3-E R&R Expense 100% 0% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 162,000 Preferred R&R Plan, if funding
allows.
BR-Amethyst-P R&R Expense 100% 0% 90,000 $ $ - $ - $ - $ - $ - $ - $ 108,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-Amethyst-E R&R Expense 100% 0% 120,000 $ $ - $ - $ - $ - $ - $ - $ 144,000 $ - $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-TO 5-P R&R Expense 100% 0% 90,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 118,000 $ - Preferred R&R Plan, if funding
allows.
BR-TO 5-E R&R Expense 100% 0% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 157,000 $ - Preferred R&R Plan, if funding
allows.
BR-TO 6-P R&R Expense 100% 0% 90,000 $ $ - $ - $ - $ - $ - $ - $ - $ 111,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
BR-TO 6-E R&R Expense 100% 0% 120,000 $ $ - $ - $ - $ - $ - $ - $ - $ 148,000 $ - $ - $ - Preferred R&R Plan, if funding
allows.
PRVR-Meters R&R Expense 100% 0% 400,000 $ $ - $ - $ - $ - $ - $ 9 3,000 $ 96,000 $ 99,000 $ 102,000 $ 105,000 $ - Preferred R&R Plan, if funding
allows.
MR-Large Meter
Replacements R&R Capital 100% 0% 150,000 $ $ - $ - $ - $ 41,000 $ - $ 44,000 $ - $ 47,000 $ - $ 49,000 $ - Preferred R&R Plan, if funding
allows.
MR-Meter Replacements R&R Expense 100% 0% 12,000,000 $ $ 1,200,000 $ 1,236,000 $ 1,274,000 $ 1,312,000 $ 1,351,000 $ 1,392,000 $ 1,433,000 $ 1 ,476,000 $ 1,521,000 $ 1,566,000 $ - Preferred R&R Plan, if funding
allows.
MR-Service Line
Replacements R&R Expense 100% 0% 23,800,000 $ $ 2,380,000 $ 2,452,000 $ 2,525,000 $ 2,601,000 $ 2,679,000 $ 2,760,000 $ 2,842,000 $ 2 ,928,000 $ 3,015,000 $ 3,106,000 $ - Preferred R&R Plan, if funding
allows.
ATP-El Evado-Media
Replacement R&R Expense 100% 0% 30,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 41,000 Preferred R&R Plan, if funding
allows.
ATP-Balsam-Media
Replacement R&R Expense 100% 0% 30,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 41,000 Preferred R&R Plan, if funding
allows.
Rehabilitation &
Replacement - Other
Subtotal 38,090,000$ 3,790,000 $ 3,905,000 $ 4,023,000 $ 3,954,000 $ 4,030,000 $ 4,534,000 $ 4,623,000 $ 4,809,000 $ 4,638,000 $ 5,101,000 $ 365,000 $ Site Security Upgrades
WMP26_Well 109 Site
Security Security Capital 100% 0% 280,000 $ $ 280,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 116 Site
Security Security Capital 100% 0% 725,000 $ $ - $ - $ 770,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 118 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ 245,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 119 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ 252,000 $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 120 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ 252,000 $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 122 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ 252,000 $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 123 Site
Security Security Capital 100% 0% 190,000 $ $ 190,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 126 Site
Security
Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ 259,000 $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 127 Site
Security Security Capital 100% 0% 275,000 $ $ 275,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 128 Site
Security Security Capital 100% 0% 150,000 $ $ - $ 155,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 129, T-107, T-
108, T-112, T-114 Site
Security Security Capital 100% 0% 725,000 $ $ - $ - $ - $ - $ 816,000 $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 130 Site
Security Security Capital 100% 0% 330,000 $ $ - $ - $ - $ - $ 372,000 $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 131 Site
Security Security Capital 100% 0% 330,000 $ $ - $ 340,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
WMP26_Well 132, T-119
Site Security Security Capital 100% 0% 725,000 $ $ - $ - $ - $ - $ - $ 841 ,000 $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 133, T-104
Site Security Security Capital 100% 0% 725,000 $ $ - $ - $ - $ - $ - $ 841 ,000 $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 134 Site
Security Security Capital 100% 0% 450,000 $ $ - $ - $ - $ - $ - $ 522 ,000 $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 135, T-102
Site Security Security Capital 100% 0% 725,000 $ $ - $ - $ - $ - $ - $ - $ 866,000 $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 136 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ 275,000 $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 137, T-105, T-
113, T-115, T-118, El Evado
BPS Site Security Security Capital 100% 0% 1,000,000 $ $ - $ - $ - $ - $ - $ - $ 1,195,000 $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 138 Site
Security Security Capital 100% 0% 330,000 $ $ - $ - $ - $ - $ - $ - $ - $ 406,000 $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 139, W-143,
T-120, Balsam Site Security Security Capital 100% 0% 600,000 $ $ - $ - $ - $ - $ - $ - $ - $ 738,000 $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 140, T-110, T-
111, T-116, T-117 Site
Security Security Capital 100% 0% 725,000 $ $ - $ - $ - $ - $ - $ - $ - $ 892,000 $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 141 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 292,000 $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 144 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 292,000 $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 201 Site
Security Security Capital 100% 0% 231,000 $ $ - $ 238,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 204 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ 292,000 $ - $ - Preferred upgrades if funding
allows.
WMP26_Well 205 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 301,000 $ - Preferred upgrades if funding
allows.
WMP26_Well 206 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 301,000 $ - Preferred upgrades if funding
allows.
WMP26_Well 208 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 301,000 $ - Preferred upgrades if funding
allows.
WMP26_Well 209 Site
Security Security Capital 100% 0% 230,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 310,000 Preferred upgrades if funding
allows.
WMP26_Well 212 Site
Security Security Capital 100% 0% 330,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 444,000 Preferred upgrades if funding
allows.
WMP26_White Rd BPS, T-
208, T-209 Site Security Security Capital 100% 0% 435,000 $ $ - $ - $ 462,000 $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_Amethyst Site
Security Security Capital 100% 0% 450,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 605,000 Preferred upgrades if funding
allows.
WMP26_T-109, T-121 Site
Security Security Capital 100% 0% 330,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 444,000 Preferred upgrades if funding
allows.
WMP26_T-201 Site Security Security Capital 100% 0% 330,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 444,000 Preferred upgrades if funding
allows.
WMP26_T-202, T-207, Hwy
395 BPS Site Security Security Capital 100% 0% 400,000 $ $ 400,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
WMP26_T-205, T-210 Site
Security Security Capital 100% 0% 450,000 $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 605,000 Preferred upgrades if funding
allows.
Block Wall Expansion D1 Security Capital 100% 0% 75,000 $ $ 75,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Preferred upgrades if funding
allows.
Site Security Upgrades
Subtotal 14,306,000$ 1,220,000 $ 733,000 $ 1,477,000$ 756,000 $ 1,447,000$ 2,204,000 $ 2,336,000 $ 2,036,000 $ 876,000 $ 903,000 $ 2,852,000$ Other CIP Items
Equipment / Vehicles Other Capital 100% 0% 8,630,000 $ $ 863,000 $ 889,000 $ 916,000 $ 944,000 $ 972,000 $ 1,001,000 $ 1,031,000 $ 1 ,062,000 $ 1,094,000 $ 1,127,000 $ - ROW/ Utility Location Other Capital 100% 0% 500,000 $ $ 50,000 $ 52,000 $ 54,000 $ 55,000 $ 57,000 $ 58,000 $ 60,000 $ 62,000 $ 64,000 $ 66,000 $ - Planning Other Capital 100% 0% 580,000 $ $ - $ - $ - $ 159,000 $ 164,000 $ - $ - $ - $ 184,000 $ 190,000 $ - UWMP and WMP every five years Other CIP Items Subtotal $ 9,710,000 $ 913,000 $ 941,000 $ 970,000 $ 1,158,000 $ 1,193,000 $ 1,059,00 0 $ 1,091,000 $ 1,124,000 $ 1,342,000 $ 1,383,000 $ - SCADA Master Plan Projects
WMP26_AM02 SCADA
System Standards SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to expand standards over
time in-house.
Table 9-2. 2026 WMP 10-Year Project Plan
2026/27 2027/28 2028/29 2029/30 2030/31 2031/32 2032/33 2033/34 2034/35 2035/36 Beyond 2035/36 ID Project Type
Diameter /
Capacity /
Quantity
Pipeline
Length, ft
Capital or
Expense
Rate Funded
%
Connection
Fee %
Project Total
(2025 Dollars)
123456789 1 01 1
Notes
Project Value in Future Year Dollars
WMP26_AM03 SCADA
System SOPs SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to expand SOPs over time in-
house.
WMP26_AM04 SCADA
Standard Specs SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to expand Standard Specs
over time in-house.
WMP26_AM05
Cybersecurity Assessment &
Planning SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - Distirct to address results of
Cyberscan in-house.
WMP26_AM06
Alarm/Event Rationalization
and Management SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to manage in-house.
WMP26_AM07 Critical
SCADA Documentation SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to expand documentation
over time in-house.
WMP26_AM08 Electronic
SCADA Document
Management System SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to develop in-house WMP26_AM09 PCN
Development SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District to expand PCNs over time in-
house.
WMP26_AM10 Disaster
Recovery & Emergency Ops
Plan SCADA Expense 100% 0% 50,000 $ $ 25,000 $ 26,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - Priority; expand formal
documentation of existing recovery
plans.
WMP26_ES02 Cyber
Security Vulnerability
Assessment (Biennial) SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - District uses federal programs
proivded at no cost, managed by in-
house staff.
Replacement SCADA Expense 100% 0% 175,000 $ $ 175,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - will be performed in-house.
Operations Center SCADA Expense 100% 0% 347,000 $ $ - $ - $ 107,000 $ 110,000 $ 166,000 $ - $ - $ - $ - $ - $ - funding allows WMP26_SU01 Control
Panel Standardization SCADA Expense 100% 0% $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - SCADA work to be done in-house.
Control panels will be replaced as
part of well and booster RR projects
Warehouse SCADA Expense 100% 0% 174,000 $
$ - $ - $ - $ - $ - $ 101 ,000 $ 104,000 $ - $ - $ - $ - System Integration SCADA Expense 100% 0% 179,000 $ $ - $ - $ - $ - $ - $ - $ - $ 111,000 $ 114,000 $ - $ - Sequence after BI01 Efficiency SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - In-House project, partially complete.
WMP26_OI02 Water Loss SCADA Expense 100% 0% 106,000 $ $ 22,000 $ 44,000 $ 45,000 $ - $ - $ - $ - $ - $ - $ - $ - Potential for grant funding.
Water Quality SCADA Expense 100% 0% - $ $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - In-House project, partially complete.
SCADA Subtotal $ 1,031,000 $ 222,000 $ 70,000 $ 152,000 $ 110,000 $ 166,000 $ 10 1,000 $ 104,000 $ 111,000 $ 114,000 $ - $ - 411,471,653$ 22,532,000 $ 20,486,000 $ 16,317,000 $ 14,070,000 $ 18,532,000 $ 19,324,000 $ 24,667,000 $ 18,052,000 $ 18,382,000 $ 21,372,000 $ 324,595,000 $ Expense Subtotal 101,387,800$ 11,919,000 $ 14,184,000 $ 10,339,000 $ 10,416,000 $ 9,949,000 $ 11,143,000 $ 14,888,000 $ 7,856,000 $ 9,920,000 $ 12,243,000 $ 2,655,000 $ Connection Fee Funded Expense 3,978,728 $ 5,194,564 $ 3,038,319 $ 3,152,796 $ 2,805,585 $ 3,222,242 $ 5,132,471 $ 1,311,049 $ 2,463,418 $ 3,529,718 $ 717,874 $ Rate Funded Expense 7,940,272 $ 8,989,436 $ 7,300,681 $ 7,263,204 $ 7,143,415 $ 7,920,758 $ 9,755,529 $ 6,544,951 $ 7,456,582 $ 8,713,282 $ 1,937,126 $ Capital Subtotal 310,083,853$ 10,613,000 $ 6,302,000 $ 5,978,000 $ 3,654,000 $ 8,583,000 $ 8,181,000 $ 9,779,000 $ 10,196,000 $ 8,462,000 $ 9,129,000 $ 321,940,000$ Connection Fee Funded Capital 6,891,500 $ 2,643,750 $ 2,723,250 $ 1,437,500 $ 4,625,500 $ 3,516,750 $ 4,621,250 $ 5,094,750 $ 4,531,500 $ 5,095,500 $ 236,120,000$ Rate Funded Capital 3,721,500 $ 3,658,250 $ 3,254,750 $ 2,216,500 $ 3,957,500 $ 4,664,250 $ 5,157,750 $ 5,101,250 $ 3,930,500 $ 4,033,500 $ 85,820,000 $ Connection Fee Funded Subtotal 10,870,228 $ 7,838,314 $ 5,761,569 $ 4,590,296 $ 7,431,085 $ 6,738,992 $ 9,753,721 $ 6,405,799 $ 6,994,918 $ 8,625,218 $ 236,837,874$ Rate Funded Subtotal 11,661,772 $ 12,647,686 $ 10,555,431 $ 9,479,704 $ 11,100,915 $ 12,585,008 $ 14,913,279 $ 11,646,201 $ 11,387,082 $ 12,746,782 $ 87,757,126 $
PROJECTS TOTAL
References
2026 Water Master Plan Update
City of Victorville | REF -1
References
American Water Works Association. (2001). AWWA Manual M19, Fourth Edition. Emergency Planning for Water Utilities.
American Water Works Association. (n.d.). Buried No Longer: Confronting America's Water Infrastructure Challenge. Retrieved from AWWA.
Association for the Advancement of Cost Engineering, Inc. (2011). AACE International Recommended Practice No. 17R-97; Cost Estimate Classification System; TCM Framework: 7.3 - Cost Estimating and Budgeting;.
Beletti-Naccarato, J., & Deyoe, J. L. (2026, May 25). The National Law Review. Retrieved from EPA Proposes Changes to PFAS Drinking Water Rules:
https://natlawreview.com/article/epa-proposes-changes-pfas-drinking-water-rules Check Your Water. (2026, April 7). Check Your Water. Retrieved from EPA PFAS Standards Explained: What the 2024 Drinking Water Limits Mean:
https://checkyourwater.org/blog/epa-pfas-standards-explained City of Victorville. (n.d.). 2016 Consumer Confidence Report.
Daniel B. Stephens & Associates, Inc. (2018). Study to Evaluate Long-Term Trends and Variations in the Average Total Dissolved Solids Concentration in Wastewater and Recycled Water .
David Evans and Associates, Inc. (2016). Sewer Master Plan.
Water Systems Consulting, Inc. . (2016). 2015 Urban Water Management Plan.
Hydraulic Profile by Pressure Zone
2026 Water Master Plan Update
City of Victorville
Appendix A Hydraulic Profile by
Pressure Zone
A
Large Scale System Improvements Map
2026 Water Master Plan Update
City of Victorville
Appendix B Large Scale System
Improvements Map
B
New Pressure Zone Evaluation Technical Memorandum
2026 Water Master Plan Update
City of Victorville
Appendix C New Pressure Zone
Evaluation Technical
Memorandum
C
Tank Inspection Reports
2026 Water Master Plan Update
City of Victorville
Appendix D Tank Inspection Reports
D
2026 SCADA Master Plan (Confidential)
2026 Water Master Plan Update
City of Victorville
Appendix E 2026 SCADA Master Plan
(Confidential)
E