El Centro City Council
January 20, 2026

Project No: LSP.01
Project Name:

Description:

Priority: Near-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2027
Project Duration (Years): 2
1 of 20
Design-Bid-Build
Comments:
$ 883,000
$ 1,492,000
$ 5,223,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 1,469,000
$ -
$ 313,000
$ 1,066,000
$ 2,848,000
$ 285,000
$ 513,000
$ 85,000
Failure Modes & Consequences
Structures, Hatches / Doors and Bypass Connection Program - Phase 1 This program will address near term rehabilitation and replacement of structural components at lift stations to improve safety, reliability, and long-term performance. Improvements include rehabilitation of wet wells, access hatches and doors, replacement of wet well piping and pipe supports, rehabilitation of wet well liners, replacement of access stairs, replacement of wet well access covers, and wall penetration patching and related structural improvements. The specific scope will vary by facility based on condition assessments, but implementation of this program will extend service life of key structures, improve maintainability, and ensure compliance with safety standards. Additionally, this program involves installing permanent bypass pumping connections at all lift stations that currently lack this critical feature. The bypass assemblies will provide quick and reliable access points for temporary pumps during planned maintenance or emergency events, minimizing the risk of sanitary sewer overflows and service disruptions.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
East Side LS, Alder Canal - Villa Ave LS, Countryside LS, Legacy LS, Main LS, Orange LS, 4th & Wake LS, 8th & Wake LS, 3rd & Ross LS Gios LS, Heil & Dogwood LS

Project No: LSP.02
Project Name:

Description:

Priority: Near-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement
Facility/Equip Upgrade X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2028
Project Duration (Years): 2
2 of 20
Design-Bid-Build
Comments:
$ 46,000
$ 66,000
$ 228,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 116,000
$ -
$ -
$ -
$ -
$ 116,000
$ 17,000
$ 23,000
$ 6,000
Failure Modes & Consequences
Arc Flash / Short Circuit Study Program
This program will improve electrical safety at lift stations through the completion of power system studies and the application of updated arc flash labeling. The work will include short circuit and coordination analyses to confirm system protection settings, along with installation of arc flash hazard warning stickers at eight lift stations. Implementation of this program will enhance worker safety, ensure compliance with electrical safety standards, and reduce risks associated with maintenance and emergency response activities.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Main LS, Lift Station No. 3, Countryside LS, Legacy LS, Alder Canal - Villa Ave LS, 3rd & Ross LS, 4th & Wake LS, Gios LS

Project No: LSP.03
Project Name:

Description:

Priority: Near-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement
Facility/Equip Upgrade X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2028
Project Duration (Years): 2
3 of 20
Design-Bid-Build
Comments:
$ 48,000
$ 65,000
$ 231,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 92,000
$ -
$ -
$ -
$ 26,000
$ 118,000
$ 18,000
$ 24,000
$ 6,000
Failure Modes & Consequences
Testing and Studies Program
This program will complete specialized evaluations and third-party testing to improve safety and reliability of lift station facilities. Planned work includes a dry well seismic evaluation at one facility to assess structural resilience and independent testing of motor control centers (MCCs) and breakers at three facilities to verify electrical safety and performance. Implementation of this program will provide critical data to guide future improvements, reduce operational risks, and ensure compliance with applicable safety and reliability standards.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Main LS, Lift Station No. 3, Alder Canal - Villa Ave LS

Project No: LSP.04
Project Name:

Description:

Priority: Near-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2028
Project Duration (Years): 2
4 of 20
Design-Bid-Build
Comments:
$ 343,000
$ 580,000
$ 2,029,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 680,000
$ 426,000
$ -
$ -
$ -
$ 1,106,000
$ 111,000
$ 199,000
$ 33,000
Failure Modes & Consequences
Instrumentation and Control Program - Phase 1
This program will replace and upgrade critical electrical and control systems at lift stations, including programmable logic controllers (PLCs), motor control centers (MCCs), automatic transfer switches (ATSs), variable frequency drives (VFDs), electrical panels, conduits, site lighting, instrumentation, and control panels. The specific improvements will vary by facility based on existing conditions and operational needs, but will generally focus on standardizing equipment, improving reliability, and extending service life. Implementation of this program will enhance operational efficiency, expand remote monitoring and control capabilities, and ensure compliance with current electrical and safety standards across the collection system.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
4th & Wake LS, Main LS, Gios LS

Project No: LSP.05
Project Name:

Description:

Priority: Near-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study X
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2029
Project Duration (Years): 2
5 of 20
Design-Bid-Build
Comments:
$ 260,000
$ 442,000
$ 1,543,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 173,000
$ -
$ 668,000
$ -
$ 841,000
$ 84,000
$ 151,000
$ 25,000
Failure Modes & Consequences
Force Main Program - Phase 1
This program will replace downstream force main of Lift Station No. 3 to address existing operational challenges and capacity limitations. The work will include installation of new force mains designed to accommodate current and projected flows, along with all associated bypass pumping required to maintain service during construction. Implementation of this program will resolve hydraulic constraints, improve system reliability, and ensure the collection system can continue to operate effectively under future demand conditions.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Lift Station No. 3

Project No: LSP.06
Project Name:

Description:

Priority: Near-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X X
Facility/Equip Upgrade X X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2029
Project Duration (Years): 2
6 of 20
Design-Bid-Build
Comments:
$ 195,000
$ 328,000
$ 1,151,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 177,000
$ 451,000
$ -
$ -
$ -
$ 628,000
$ 63,000
$ 113,000
$ 19,000
Failure Modes & Consequences
Power and Generator Program
This program will improve the reliability of lift station power systems through installation of permanent backup generators and portable generator connectors with transfer switches. Additional improvements include replacement of corroded generator piping, replacement of utility power poles, and replacement of main breakers. The specific scope will vary by facility based on condition assessments, but implementation of this program will enhance system resiliency, reduce the risk of service interruptions, and ensure compliance with electrical and safety standards.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Legacy LS, Main LS, 3rd & Ross LS, Alder Canal - Villa Ave LS, Gios LS

Project No: LSP.07
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2030
Project Duration (Years): 2
7 of 20
Failure Modes & Consequences
Structures, Hatches / Doors and Bypass Connection Program - Phase 2 This program will address mid term rehabilitation and replacement of structural components at lift stations to improve safety, reliability, and long-term performance. Improvements include rehabilitation of wet wells, access hatches and doors, replacement of wet well piping and pipe supports, rehabilitation of wet well liners, replacement of access stairs, replacement of wet well access covers, and wall penetration patching and related structural improvements. The specific scope will vary by facility based on condition assessments, but implementation of this program will extend service life of key structures, improve maintainability, and ensure compliance with safety standards. Additionally, this program involves installing permanent bypass pumping connections at all lift stations that currently lack this critical feature. The bypass assemblies will provide quick and reliable access points for temporary pumps during planned maintenance or emergency events, minimizing the risk of sanitary sewer overflows and service disruptions.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
8th & Wake LS, 3rd & Ross LS, Heil & Dogwood LS, Lift Station No. 3, Alder Canal - Villa Ave LS Project Cost:
$ -
$ 594,000
$ -
$ 119,000
$ 621,000
$ 1,334,000
$ 133,000
$ 240,000
$ 40,000
$ 413,000
$ 700,000
$ 2,447,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Design-Bid-Build
Comments:

Project No: LSP.08
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2031
Project Duration (Years): 2
8 of 20
Design-Bid-Build
Comments:
$ 292,000
$ 494,000
$ 1,729,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 318,000
$ 625,000
$ -
$ -
$ -
$ 943,000
$ 94,000
$ 170,000
$ 28,000
Failure Modes & Consequences
Instrumentation and Control Program - Phase 2
This program will replace and upgrade critical electrical and control systems at lift stations, including programmable logic controllers (PLCs), motor control centers (MCCs), automatic transfer switches (ATSs), variable frequency drives (VFDs), electrical panels, conduits, site lighting, instrumentation, and control panels. The specific improvements will vary by facility based on existing conditions and operational needs, but will generally focus on standardizing equipment, improving reliability, and extending service life. Implementation of this program will enhance operational efficiency, expand remote monitoring and control capabilities, and ensure compliance with current electrical and safety standards across the collection system.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Lift Station No. 3, Alder Canal - Villa Ave LS, 3rd & Ross LS, Gios LS

Project No: LSP.09
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2031
Project Duration (Years): 2
9 of 20
Design-Bid-Build
Comments:
$ 185,000
$ 311,000
$ 1,091,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 514,000
$ -
$ 81,000
$ -
$ 595,000
$ 60,000
$ 107,000
$ 18,000
Failure Modes & Consequences
Pumps, Piping, Supports, and HVAC Program
This program will address mechanical and ventilation improvements at lift stations to enhance reliability, safety, and operability. Improvements include installation of emergency eye wash stations, replacement of force mains within wet wells, replacement of sump pumps and associated discharge piping, repair of forced air ventilation systems, replacement of pump bases, installation of chemical injection ports, replacement of suction piping in wet wells, and installation of discharge flow meters. The specific scope will vary by facility based on condition and operational needs, but implementation of this program will improve worker safety, extend equipment life, and ensure reliable system performance.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Countryside LS, Lift Station No. 3, Alder Canal - Villa Ave, 3rd & Ross LS

Project No: LSP.10
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2032
Project Duration (Years): 2
10 of 20
Design-Bid-Build
Comments:
$ 341,000
$ 577,000
$ 2,019,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 716,000
$ 189,000
$ -
$ 173,000
$ 23,000
$ 1,101,000
$ 110,000
$ 198,000
$ 33,000
Failure Modes & Consequences
Main Lift Station Rehabilitation Project
This project will rehabilitate key electrical, structural, and mechanical systems at the lift station to improve safety, reliability, and long-term performance. Planned improvements include upgrades to site and emergency lighting, replacement of the generator and flow meter, structural repairs to the bar screen vault (including floor grating and access stairs), and enhancements to safety and ventilation systems. Collectively, these improvements will extend facility service life, improve maintainability, and ensure continued reliable operation.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Main LS

Project No: LSP.11
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2032
Project Duration (Years): 2
11 of 20
Design-Bid-Build
$ 8,000
Comments:
$ 66,000
$ 94,000
$ 327,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 10,000
$ 139,000
$ -
$ 5,000
$ 13,000
$ 167,000
$ 25,000
$ 33,000
Failure Modes & Consequences
East Side Lift Station Rehabilitation Project
This project will rehabilitate critical components within the wet well to improve reliability and maintainability. Planned improvements include installation of a backup level element, replacement of suction piping, and rehabilitation of the wet well liner, along with associated bypass pumping to support construction activities. Together, these upgrades will extend the service life of the wet well, reduce operational risk, and ensure continued reliable performance of the lift station.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
East Side LS

Project No: LSP.12
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2032
Project Duration (Years): 2
12 of 20
Design-Bid-Build
Comments:
$ 62,000
$ 86,000
$ 303,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 6,000
$ 126,000
$ -
$ -
$ 23,000
$ 155,000
$ 23,000
$ 31,000
$ 8,000
Failure Modes & Consequences
Buena Vista Lift Station Rehabilitation Project
This project will address security, structural, and operational needs at the lift station. Planned improvements include installation of intrusion switches to enhance site security, replacement of wet well access covers to improve safety and maintainability, and spot repairs to the wet well liner to extend structural service life. The project will also include bypass pumping to support construction activities. Together, these improvements will reduce operational risks, improve safety, and ensure reliable facility performance.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Buena Vista LS

Project No: LSP.13
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2032
Project Duration (Years): 2
13 of 20
Design-Bid-Build
Comments:
$ 148,000
$ 252,000
$ 879,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 479,000
$ -
$ -
$ -
$ 479,000
$ 48,000
$ 86,000
$ 14,000
Failure Modes & Consequences
Legacy Lift Station Decommissioning Project
This project will decommission the existing lift station that will no longer required for system operation. Planned work will include permanent disconnection of electrical and mechanical equipment, abandonment or removal of wet well piping, and demolition or filling of below-grade structures as required. Additional work may include site restoration and minor utility rerouting to ensure continuity of service. Collectively, these improvements will safely retire the facility, eliminate ongoing maintenance costs, and reduce long-term operational risk.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Legacy LS

Project No: LSP.14
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2033
Project Duration (Years): 2
14 of 20
Design-Bid-Build
Comments:
$ 153,000
$ 259,000
$ 905,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 493,000
$ -
$ -
$ -
$ 493,000
$ 49,000
$ 89,000
$ 15,000
Failure Modes & Consequences
4th & Wake Lift Station Decommissioning Project
This project will decommission the existing lift station that will no longer required for system operation. Planned work will include permanent disconnection of electrical and mechanical equipment, abandonment or removal of wet well piping, and demolition or filling of below-grade structures as required. Additional work may include site restoration and minor utility rerouting to ensure continuity of service. Collectively, these improvements will safely retire the facility, eliminate ongoing maintenance costs, and reduce long-term operational risk.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
4th & Wake LS

Project No: LSP.15
Project Name:

Description:

Priority: Mid-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade
Engineering Study X
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2033
Project Duration (Years): 2
15 of 20
Design-Bid-Build
Comments:
$ 1,823,000
$ 3,083,000
$ 10,788,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 130,000
$ -
$ 5,752,000
$ -
$ 5,882,000
$ 588,000
$ 1,059,000
$ 176,000
Failure Modes & Consequences
Force Main Program - Phase 2
This program will replace approximately 12,300 linear feet of downstream force main of Alder Canal - Villa Ave LS to address the existing oversized force main. The project will include installation of new piping designed to accommodate current and future flows, along with bypass pumping to maintain service during construction. Implementation of this program will resolve hydraulic constraints, improve reliability, and ensure the collection system continues to perform effectively under future demand conditions.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Alder Canal - Villa Ave LS

Project No: LSP.16
Project Name:

Description:

Priority: Long-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2035
Project Duration (Years): 2
16 of 20
Design-Bid-Build
Comments:
$ 8,000
$ 12,000
$ 40,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ -
$ -
$ 20,000
$ -
$ 20,000
$ 3,000
$ 4,000
$ 1,000
Failure Modes & Consequences
Gios Lift Station Rehabilitation Project
This project will implement targeted upgrades to improve safety, reliability, and maintainability at the lift station. Planned improvements include installation of an emergency eye wash to improve worker safety, replacement of water service piping to ensure dependable utility connections, and installation of pump lifting chains to facilitate safer and more efficient pump maintenance.

Collectively, these improvements will enhance operational safety, reduce risks, and support reliable long-term performance of the facility.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Gios LS

Project No: LSP.17
Project Name:

Description:

Priority: Long-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'B'
Engineering 10 % of capital costs
CM & ESDC 18 % of capital costs
Administration 3 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2035
Project Duration (Years): 2
17 of 20
Design-Bid-Build
Comments:
$ 246,000
$ 416,000
$ 1,455,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 207,000
$ -
$ 569,000
$ 17,000
$ 793,000
$ 79,000
$ 143,000
$ 24,000
Failure Modes & Consequences
Lift Station No. 3 Rehabilitation Project
This project will rehabilitate key electrical, structural, and mechanical components of the lift station to improve safety, reliability, and performance. Planned improvements include replacement of wet well lighting, installation of a discharge flow meter with a new vault, site grading to improve drainage and access, and installation of a permanent fixed access ladder for the bar screen motor.

Additional work will include replacement of existing 40-HP pumping units, replacement of wet well access hatches, and provision of bypass pumping to support construction activities. Collectively, these improvements will extend the service life of the facility, enhance worker safety, and ensure continued reliable operation.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Lift Station No. 3

Project No: LSP.18
Project Name:

Description:

Priority: Long-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study
Expansion
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2036
Project Duration (Years): 2
18 of 20
Design-Bid-Build
Comments:
$ 70,000
$ 98,000
$ 344,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ -
$ 142,000
$ -
$ 34,000
$ -
$ 176,000
$ 26,000
$ 35,000
$ 9,000
Failure Modes & Consequences
8th & Wake Lift Station Rehabilitation Project
This project will replace the existing 5-HP pumps to improve reliability and maintainability of the lift station. The pump replacement will extend equipment service life, reduce the risk of unplanned failures, and ensure continued reliable operation of the facility.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
8th & Wake LS

Project No: LSP.19
Project Name:

Description:

Priority: Long-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2037
Project Duration (Years): 2
19 of 20
Design-Bid-Build
Comments:
$ 155,000
$ 218,000
$ 761,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Project Cost:
$ 60,000
$ 219,000
$ -
$ 109,000
$ -
$ 388,000
$ 58,000
$ 78,000
$ 19,000
Failure Modes & Consequences
Alder Canal - Villa Ave Lift Station Rehabilitation Project This project will rehabilitate key electrical, structural, and site components of the lift station to improve safety, reliability, and performance. Planned improvements include verification of the drywell flood alarm and integration with the RTU, redesign and installation of LED lighting in the drywell, and drainage and grading improvements to prevent water infiltration. Additional work will include installation of outdoor lighting at the chemical area, replacement of exterior and interior lighting at the electrical building, installation of a discharge flow meter with a new vault, and site grading improvements. Station bypass pumping will be provided to support construction activities.

Collectively, these improvements will extend the service life of the facility, enhance worker safety, and ensure continued reliable operation.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
Alder Canal - Villa Ave LS

Project No: LSP.20
Project Name:

Description:

Priority: Long-term Funding: WW
Location/Facility:

Project Origin: El Centro Lift Stations Condition Assessment Project Type: Project Driver(s):

Rehab/Replacement X
Facility/Equip Upgrade X
Engineering Study X
Expansion X
Construction Costs:

General
Site Civil & Mechanical
Structural
Electrical, Instrumentation & Controls
Equipment
Construction Cost Subtotal:

Soft Costs:

Classification 'C'
Engineering 15 % of capital costs
CM & ESDC 20 % of capital costs
Administration 5 % of capital costs
Soft Cost Subtotal:

Contingency:

Contingency 40 % of project cost
Total Project Cost:

Project Implementation:

Project Delivery Method:

Project Start Year: 2037
Project Duration (Years): 2
20 of 20
$ -
$ 35,000
$ 5,000
$ 7,000
$ 2,000
Comments:
$ 14,000
$ 20,000
$ 69,000
Project Implementation (Schedule & Expenditure Timeline) One-Time Project
Design-Bid-Build
Project Cost:
$ 7,000
$ -
$ -
$ 28,000
Failure Modes & Consequences
3rd & Ross Lift Station Rehabilitation Project
This project will implement targeted upgrades to improve safety, reliability, and maintainability of the lift station. Planned improvements include installation of new site task lighting and provision of an on-site water connection to support facility operations and maintenance. Collectively, these improvements will enhance worker safety, improve operational efficiency, and ensure continued reliable performance of the facility.

Predicted Useful Life Expiration
Condition Assessment
Operations Assessment
3rd & Ross LS

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS City of El Centro
2025 Sewer Master Plan Update
MCON-1 Mortar Repair and CIPM Lining of
Imperial Ave Manholes
Mortar repair and CIPM liner installation on 11 manholes on Imperial Ave between Danenburg Ave to McCabe Rd
$ 778,000
MCON-2 Ongoing Manhole Rehabilitation
Program
$200K annual ongoing manhole rehabilitation program from Year 6 through Year 20 to ensure system reliability.
$ 3,000,000
$ 3,778,000
Note: Escalated project costs are based on a 4% annual construction inflation rate/ TOTAL:

Recommended Manhole Condition Improvement Projects Cost Summary Project ID Project Name Description
Current (2025)
Project Cost
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity
Unit Price Item Total
1 Mortar repair and CIPM liner installation on 11 manholes on Imperial Ave between Danenburg Ave to McCabe Rd
EA 11 $35,000 $ 385,000
$ 385,000
General Requirements (10%) $ 39,000
Contingency (30%) $ 116,000
Construction Total: $ 540,000
Soft Costs (Medium Project):
$ 124,000
$ 81,000
Engineering Services During Construction (2%) $ 11,000
$ 11,000
$ 11,000
$778,000
MH-1: Mortar Repair and CIPM Lining of Imperial Ave Manholes Subtotal
Project Total
Administration (2%)
Environmental (2%)
Construction Management (15%)
Engineering (23%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS City of El Centro
2025 Sewer Master Plan Update
Project ID Project Name Capital Cost
WWTP-1 Headworks $172,000
WWTP-2 Primary Clarifiers $10,816,000
WWTP-3 Aeration Basins $4,257,000
WWTP-4 Secondary Clarifiers $749,000
WWTP-5 Digesters $10,031,000
WWTP-6 Gravity Belt Thickeners* $3,929,000
WWTP-7 Dewatering* $3,289,000
WWTP-8 Operations Building $7,356,000
WWTP-9 Operations Building ADA Improvements $455,000
Totals $40,599,000
Notes:

Contingency factor used for each category above 30%
Escalation Factor assumed per year 4%
* Annualized cost for Gravity Belt Thickeners and Belt Filter Press (Dewatering) does not include equipment cost (City prepurchased)
Recommended WWTP Improvement Projects Cost Summary
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Net Cost
Demo $0
No demo items $0
Sitework/Civil $10,000
Replace floor drain LS 1 $10,000 $10,000
Structural $60,000
Replace Channel Grating Hardware SF 200 $150 $30,000
Replace entrance door and frame A (3'x7') EA 1 $30,000 $30,000 Mechanical $0
No mechanical items $0
Electrical $10,000
Replace Door intrusion switch LS 1 $10,000 $10,000
$ 80,000
General Requirements (10%) $ 8,000
Contingency (30%) $ 24,000
Construction Total: $ 112,000
Soft Costs:
$ 34,000
$ 17,000
Engineering Services During Construction (2%) $ 3,000
$ 3,000
$ 3,000
$172,000
WWTP-1: Headworks
Major Capital Cost Element
Project Total
Subtotal
Engineering (30%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Unit Qty Unit Cost Net Cost
Demo $225,000
Remove Primary Clarifiers EA 2 $100,000 $200,000
Remove piping in Primary Clarifier Gallery LS 1 $25,000 $25,000 Sitework/Civil $200,000
Bypassing LS 1 $100,000 $100,000
Dewatering LS 1 $100,000 $100,000
Structural $3,600,000
New Influent Structure LS 1 $700,000 $700,000
New Concrete Basins (0.5 MG each) EA 2 $1,450,000 $2,900,000 Mechanical $2,100,000
Mechanism, Pumps, Valving and Piping EA 2 $850,000 $1,700,000 Replace Piping System (gallery, scum and sludge ) LS 1 $250,000 $250,000 Replace sluice gates EA 5 $30,000 $150,000
Electrical $4,500
Light pole LS 1 $4,500 $4,500
$ 6,129,500
General Requirements (10%) $ 613,000
Contingency (30%) $ 1,839,000
Construction Total: $ 8,582,000
Soft Costs:
$ 859,000
$ 859,000
Engineering Services During Construction (2%) $ 172,000 $ 172,000
$ 172,000
$10,816,000
WWTP-2: Primary Clarifiers
Major Capital Cost Element
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Year Qty Unit Cost Net Cost
Demo $ 30,600
Remove (6) mechanical mixer concrete pads CY 306.0 $100 $ 30,600 Sitework/Civil $ 150,000
Bypassing LS 1 $50,000 $ 50,000
Dewatering LS 1 $100,000 $ 100,000
Structural $ 650,000
Clean and inspect aeration basins LS 1 $300,000 $ 300,000 Rehab aeration basin concrete LS 1 $250,000 $ 250,000
Remove equipment and refurbish blower building LS 1 $100,000 $ 100,000 Mechanical $ 1,580,000
Replace RAS pipeline in Channel LS 1 $150,000 $ 150,000 Aeration piping and diffusers LS 1 $350,000 $ 350,000
Replace sluice gates EA 36 $30,000 $ 1,080,000
* Annualized cost for Gravity Belt Thickeners and Belt Filter Press (Dewatering) does not include $ - No EI&C noted LS 0 $0 $ -
$ 2,410,600
General Requirements (10%) $ 242,000
Contingency (30%) $ 724,000
Construction Total: $ 3,377,000
Soft Costs:
$ 338,000
$ 338,000
Engineering Services During Construction (2%) $ 68,000
$ 68,000
$ 68,000
$4,257,000
WWTP-3: Aeration Basins
Major Capital Cost Element
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Year Qty Unit Cost Net Cost
Demo $25,000
West splitter box LS 1 $25,000 $25,000
Sitework/Civil $100,000
Bypassing LS 1 $50,000 $50,000
Dewatering LS 1 $50,000 $50,000
Structural $177,037
New west splitter box LS 1 $60,000 $60,000
Inspect interior and exterior of PWPS LS 1 $20,000 $20,000 Replace roof deck of PWPS CY 15 $2,500 $37,037
Rehab concrete NW access hatch LS 1 $10,000 $10,000
Rehab concrete curb around SW hatch LS 1 $10,000 $10,000 Replace WAS Pump pads 1 &2 CY 4 $2,500 $10,000
Wet Well Cover (10' diameter) LS 1 $30,000 $30,000
* Annualized cost for Gravity Belt Thickeners and Belt Filter Press (Dewatering) does not include $65,000 Replace sluice gates at west box LS 1 $30,000 $30,000
Replace sluice gates at center box EA 1 $30,000 $30,000 Inspect plant water pumps and piping LS 1 $5,000 $5,000 EI&C $0
No EI&C noted LS 0 $0 $0
$ 367,037
General Requirements (10%) $ 37,000
Contingency (30%) $ 111,000
Construction Total: $ 516,000
Soft Costs:
$ 122,000
$ 78,000
Engineering Services During Construction (2%) $ 11,000
$ 11,000
$ 11,000
$749,000
WWTP-4: Secondary Clarifiers
Major Capital Cost Element
Project Total
Subtotal
Engineering (23%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Year
Major Capital Cost Element Unit Qty Unit Cost Net Cost
Demo $65,000
Remove digested sludge pump LS 1 $10,000 $10,000
Remove gas mixing system LS 1 $10,000 $10,000
Remove unused, sludge and gas piping LS 1 $25,000 $25,000 Remove lower section stairway by 2&3 LS 1 $10,000 $10,000 Remove storm drain between digesters and primary
clarifier gallery LS 1 $5,000 $5,000
Remove concrete flatwork at digesters LS 1 $5,000 $5,000 Sitework/Civil $100,000
Bypassing LS 1 $50,000 $50,000
Dewatering LS 1 $50,000 $50,000
Structural $3,159,000
Clean and Inspect Digesters (1, 2, & 3) EA 3 $250,000 $750,000 * Annualized cost for Gravity Belt Thickeners and Belt Filter Press (Dewatering) does not include Reline / Recoat Interior Digesters (1, 2, & 3) EA 3 $300,000 $900,000 Repair exterior coating - Digester 1 EA 1 $350,000 $350,000 Recoat exterior coating - Digester 2&3 EA 2 $250,000 $500,000 Floating cover - Digester 3 EA 1 $475,000 $475,000
Relocate stairway b/t Digester 1&2 LS 1 $10,000 $10,000 Recoat platforms / stairway between Digester 2&3 EA 2 $50,000 $100,000 New storm drain between digesters and primary clarifier LF 50 $180 $9,000 Concrete flatwork at digesters CY 20 $2,500 $50,000
Equipment pad digested sludge pump CY 6 $2,500 $15,000
Mechanical $2,360,000
New mech mixing pumps - Digester 1&2 EA 3 $125,000 $375,000 New mixing piping, valves, actuators - Digester 1&2 LS 1 $500,000 $500,000 Sludge Piping, Valves and Actuators LS 1 $125,000 $125,000 Digested Sludge Pumps EA 3 $250,000 $750,000
TWAS and Digested Sludge 6" Pipelines LF 800 $150 $120,000 New bypass from Digester 1 to 3 LF 300 $300 $90,000
Waste gas burner and piping LS 1 $400,000 $400,000
EI&C $0
No EI&C noted LS 0 $0 $0
$ 5,684,000
General Requirements (10%) $ 569,000
Contingency (30%) $ 1,706,000
Construction Total: $ 7,959,000
Soft Costs:
$ 796,000
$ 796,000
Engineering Services During Construction (2%) $ 160,000 $ 160,000
$ 160,000
$10,031,000
WWTP-5: Digesters
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Major Capital Cost Element Unit Qty Unit Cost Net Cost
Demo Year $205,000
GBT 1, GBT piping, air compressors, polymer piping &
pump #2, TWAS temporary piping LS 1 $80,000 $80,000
Internal supports, structures and steel frames LS 1 $125,000 $125,000 Sitework/Civil $100,000
Bypassing LS 1 $50,000 $50,000
Dewatering LS 1 $50,000 $50,000
Structural $614,375
Rehab concrete slabs under GBTs 1&2 EA 2 $15,000 $30,000 Replacing the building roof decking SF 1000 $100 $100,000 Rehab shade structure SF 1875 $125 $234,375
New shade structure - Totes and BFPs SF 2000 $125 $250,000 Mechanical $1,305,000
New Gravity Belt Thickener 1 EA 1 $1,000,000 $1,000,000 Air Compressors EA 2 $40,000 $80,000
* Annualized cost for Gravity Belt Thickeners and Belt Filter Press (Dewatering) does not include polymer feed pump #2 EA 1 $50,000 $50,000 Piping, Valves and Actuators (GBT, polymer, TWAS) LS 1 $150,000 $150,000 Mount (2) TWAS pumps CY 10 $2,500 $25,000
EI&C $0
No EI&C noted LS 0 $0 $0
$ 2,224,375
General Requirements (10%) $ 223,000
Contingency (30%) $ 668,000
Construction Total: $ 3,116,000
Soft Costs:
$ 312,000
$ 312,000
Engineering Services During Construction (2%) $ 63,000
$ 63,000
$ 63,000
$3,929,000
WWTP-6: Gravity Belt Thickeners
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Major Capital Cost Element Unit Qty Unit Cost Net Cost
Demo Year $170,000
Belt press #1 LS 1 $10,000 $10,000
Concrete pads under belt presses SF 2 $5,000 $10,000
Internal Supports, structures and steel frames LS 1 $150,000 $150,000 Sitework/Civil $100,000
Bypassing LS 1 $50,000 $50,000
Dewatering LS 1 $50,000 $50,000
Structural $492,000
Concrete pads under belt presses CY 20 $2,500 $50,000
Replace belt press access ladders EA 2 $15,000 $30,000
New shade structure - Totes and BFPs SF 2000 $125 $250,000 Sludge drying bed 209'x209'x 0.5' CY 810 $200 $162,000
Mechanical $1,100,000
Belt press #1 EA 1 $1,100,000 $1,100,000
* Annualized cost for Gravity Belt Thickeners and Belt Filter Press (Dewatering) does not include $0 No EI&C noted LS 0 $0 $0
$ 1,862,000
General Requirements (10%) $ 187,000
Contingency (30%) $ 559,000
Construction Total: $ 2,608,000
Soft Costs:
$ 261,000
$ 261,000
Engineering Services During Construction (2%) $ 53,000
$ 53,000
$ 53,000
$3,289,000
WWTP-7: Dewatering
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Major Capital Cost Element Unit Qty Unit Cost Net Cost
Demo Year $ 200,000
Existing Building LS 1 $200,000 $ 200,000
New Building (4,000 SF) $ 3,968,333
Structural and Arch SF 4000 $833 $ 3,333,333
Mechanical (Plumbing & HVAC) SF 4000 $40 $ 160,000
Electrical SF 4000 $20 $ 80,000
Furnishing SF 4000 $20 $ 80,000
Laboratory Facilities SF 4000 $40 $ 160,000
New Asphalt Parking lot SF 3000 $10 $ 30,000
New Shade Structure - Backhoe Dump Truck SF 1000 $125 $ 125,000 $ 4,168,333
General Requirements (10%) $ 417,000
Contingency (30%) $ 1,251,000
Construction Total: $ 5,837,000
) does not include Soft Costs:
$ 584,000
$ 584,000
Engineering Services During Construction (2%) $ 117,000 $ 117,000
$ 117,000
$7,356,000
WWTP-8: Operations Building
Project Total
Subtotal
Engineering (10%)
Construction Management (10%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Major Capital Cost Element Unit Qty Unit Cost Net Cost
ADA Compliance
Ramp installation (concrete, handrails) LS 2 $15,000 $ 30,000 Door threshold adjustments EA 6 $2,000 $ 12,000
Exterior signage and striping LS 1 $5,000 $ 5,000
Widening doors (32" clear opening) EA 6 $5,000 $ 30,000 Lever handle replacement EA 6 $2,000 $ 12,000
Lowering switches, thermostats, controls LS 1 $5,000 $ 5,000 Adjusting counter heights LS 1 $10,000 $ 10,000
Accessible parking space with striping EA 1 $5,000 $ 5,000 Van-accessible signage EA 1 $2,000 $ 2,000
Interior signage LS 1 $2,000 $ 2,000
Minor wall modifications for clearances LS 1 $10,000 $ 10,000 Restroom ADA Upgrade
Demo and disposal LS 1 $10,000 $ 10,000
Framing and drywall LS 1 $20,000 $ 20,000
Plumbing relocation and fixtures LS 1 $25,000 $ 25,000
Electrical LS 1 $10,000 $ 10,000
Finishes (tile, flooring, paint) LS 1 $12,000 $ 12,000
ADA accessories (grab bars, dispensers, mirrors) LS 1 $5,000 $ 5,000 $ 205,000
General Requirements (10%) $ 21,000
Contingency (30%) $ 62,000
Construction Total: $ 288,000
) does not include Soft Costs:
$ 90,000
$ 44,000
Engineering Services During Construction (2%) $ 6,000
Permitting and Inspections (5%) $ 15,000
$ 6,000
$ 6,000
Project Total $455,000
WWTP-9: Operations Building ADA Compliance
Subtotal
Architechture and Engineering (31%)
Construction Management (15%)
Environmental (2%)
Administration (2%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS City of El Centro
2025 Sewer Master Plan Update
Total
Project Cost
(2025 $)
AD-1 Brick Sewer Study CCTV of all possible Brick sewers in the City's collection system.

Brick sewer pipeline segments are at risk
of collapse due to material and old age.
$ 172,000
AD-2 Cybersecurity Vulnerability
Assessment
This study should evaluate the
vulnerability of the City’s
wastewater treatment facilities,
SCADA systems, and data
networks to unauthorized access,
ransomware, and other cyber
Given the increasing frequency of
cyberattacks targeting public
infrastructure across the nation, it is
recommended that the City include
a Cybersecurity Study in its Capital
Improvement Program (CIP).
$ 198,000
AD-3 Sewer System Survey and
GIS Update
Perform full sewer collection
system survey over 5-years and
update City sewer GIS.

Build a complete, accurate GIS of the
sewer collection system, including
manhole inverts, ground surface
elevations, and confirmed pipeline
diameters.
$ 984,000
TOTAL: $ 1,354,000
Recommended Additional Improvement Projects Cost Summary Project ID Project Name Description Justification
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity Unit Price Item Total
1 Sewer Study of of all possible Brick sewer
lines (CCTV). EA 1 $ 100,000 $ 100,000
$ 100,000
General Requirements (10%) $ 10,000
Contingency (30%) $ 30,000
Construction Total: $ 140,000
Soft Costs (Medium Project):
$ 30,000
$ 2,000
$172,000
AD-1: Brick Sewer Study
Administration (2%)
Project Total
Subtotal
Engineering (30%)
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity Unit Price Item Total
1 Comprehensive Cybersecurity
Vulnerability Assessmnet
Assessment (multiple facilities, full
SCADA + IT network)
EA 1 $ 150,000 $ 150,000
$ 150,000
Contingency (30%) $ 45,000
Construction Total: $ 195,000
Soft Costs (Small Project):
$ 3,000
$198,000
Administration (2%)
Project Total
AD-2: Cybersecurity Vulnerability Assessment
Subtotal
El Centro 2025 Sewer Master Plan

APPENDIX H: RECOMMENDED CIP PROJECT COST ESTIMATE DETAILS Item No. Item Description Unit
Estimated
Quantity Unit Price Item Total
1 Survey of Complete Sewer System
Manholes over 5 Year Period EA 1,982 $ 325 $ 644,150
2 Field Survey Plans + Update GIS LS 1 $ 100,000 $ 100,000 $ 745,000
Contingency (30%) $ 224,000
Construction Total: $ 969,000
Soft Costs (Small Project):
$ 14,900
Project Total $984,000
AD-3: Sewer System Survey and GIS Update
Subtotal
Administration (2%)
El Centro 2025 Sewer Master Plan

Water Master Plan Update
City of El Centro
JANUARY 2026
Prepared for:

CITY OF EL CENTRO
307 West Brighton Avenue
El Centro, California 92243
Contact: Abraham Campos, P.E.,
City Engineer/Public Works Director
Prepared by:
687 S. Coast Highway 101, Suite 110
Encinitas, California 92024
Contact: Greg Ripperger, Sr. Project Manager

16707 i
JANUARY 2026
Table of Contents
SECTION PAGE NO.

Acknowledgments............................................................................................................................................................ vii Acronyms and Abbreviations............................................................................................................................................ ix Executive Summary .......................................................................................................................................................... xi ES-1 Key Project Objectives........................................................................................................................... xi ES-2 Service Area and System Overview..................................................................................................... xii ES-3 Existing and Future Demand Projections........................................................................................... xiv ES-4 Water System Hydraulic Model Updates............................................................................................ xiv ES-5 Water System Capacity Analysis Summary......................................................................................... xv ES-6 Water System Condition Assessment Summary ................................................................................ xv ES-7 Water Quality Analysis Summary........................................................................................................ xvi ES-8 CIP Recommendations........................................................................................................................ xvi 1 Introduction ..........................................................................................................................................................1

1.1 Background and Master Plan Objectives..............................................................................................1

1.2 Previous Master Plans ...........................................................................................................................2

1.3 Service Area Overview............................................................................................................................2

1.4 Report Organization ...............................................................................................................................3 2 Existing System Description ................................................................................................................................7

2.1 Water System Summary.........................................................................................................................7

2.2 Pipelines..................................................................................................................................................7

2.3 Booster Pump Stations ....................................................................................................................... 11

2.4 Storage Reservoirs .............................................................................................................................. 11

2.5 Supply Sources and Interconnections ............................................................................................... 14

2.6 Water Treatment Plant........................................................................................................................ 14

2.7 Land Use .............................................................................................................................................. 15 3 Existing and Future Demand Projections ........................................................................................................ 17

3.1 Population Growth Projections ........................................................................................................... 17

3.1.1 Existing Population ................................................................................................................ 17

3.1.2 Projected Population ............................................................................................................. 17

3.2 Existing and Historical Demands........................................................................................................ 18

3.2.1 Peaking Factors ..................................................................................................................... 19

3.3 Projected Demand Projections ........................................................................................................... 22

3.3.1 Near-Term Demand ............................................................................................................... 22

3.3.2 Ultimate Demand................................................................................................................... 23

3.4 System Demand Summary ................................................................................................................. 24

CITY OF EL CENTRO / WATER MASTER PLAN UPDATE
16707 ii
JANUARY 2026
4 Hydraulic Model Updates.................................................................................................................................. 27

4.1 Facilities Update.................................................................................................................................. 27

4.2 Demand Update .................................................................................................................................. 28

4.3 Model Calibration ................................................................................................................................ 28 5 Design and Evaluation Criteria......................................................................................................................... 31

5.1 Pipelines and Pump Criteria ............................................................................................................... 31

5.2 Fire Flow Criteria.................................................................................................................................. 32

5.3 Pump Station Criteria.......................................................................................................................... 32

5.4 Storage/Supply Criteria....................................................................................................................... 33 6 Water System Capacity Analysis ...................................................................................................................... 35

6.1 Pressure/Pipeline Analysis ................................................................................................................. 35

6.2 Fire Flow Analysis ................................................................................................................................ 37

6.3 Pump Station Analysis......................................................................................................................... 45

6.3.1 Existing ................................................................................................................................... 45

6.3.2 Near-Term............................................................................................................................... 47

6.3.3 Ultimate .................................................................................................................................. 47

6.4 Storage/Supply Analysis ..................................................................................................................... 47

6.5 Redundancy and Reliability ................................................................................................................ 49

6.6 Capacity Analysis Summary ................................................................................................................ 49 7 Condition Assessment ...................................................................................................................................... 51

7.1 New Water Treatment Plant................................................................................................................ 51

7.2 Old Water Treatment Plant ................................................................................................................. 62

7.3 La Brucherie Pump Station................................................................................................................. 71

7.4 Reservoirs ............................................................................................................................................ 79

7.5 Malfunctioning Valves for Replacement ............................................................................................ 81

7.6 Aging Pipelines .................................................................................................................................... 82

7.7 Findings and Recommendations........................................................................................................ 84 8 Water Quality Analysis ...................................................................................................................................... 89

8.1 Water Quality Testing .......................................................................................................................... 89

8.1.1 Aluminum ............................................................................................................................... 89

8.1.2 Iron.......................................................................................................................................... 89

8.1.3 Total Chromium...................................................................................................................... 91

8.1.4 Conclusions............................................................................................................................ 91

8.2 PFAS ..................................................................................................................................................... 91

8.2.1 Federal Regulations............................................................................................................... 91

8.2.2 State Regulations .................................................................................................................. 92

8.2.3 Testing and Recommendations ............................................................................................ 92

8.3 Other Regulations................................................................................................................................ 93

8.3.1 Disinfection Byproducts......................................................................................................... 93

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8.3.2 State Regulations Effective in 2021..................................................................................... 93

8.3.3 State Regulations Effective in 2024..................................................................................... 94

8.3.4 Future State Regulatory Requirements................................................................................ 94

8.4 Review of Chapter 28 of City’s Municipal Code................................................................................. 94

8.4.1 Review of City Water Quality Protections.............................................................................. 94

8.4.2 Review of City Water Conservation Enforcement ................................................................ 94 9 Capital Improvements Program ....................................................................................................................... 97

9.1 Pipeline Redundancy Improvement Projects..................................................................................... 97

9.2 Pipeline Capacity Improvement Projects ........................................................................................... 97

9.3 Pipeline Condition Improvement Projects.......................................................................................... 99

9.4 WTP Improvement Projects...............................................................................................................101

9.5 Pump Station Improvement Projects ...............................................................................................102

9.6 Reservoir Improvement Projects ......................................................................................................102

9.7 Valve Replacement Projects .............................................................................................................103

9.8 Project Cost Summary.......................................................................................................................104

9.9 Project Prioritization ..........................................................................................................................105

9.10 Staffing Plan ......................................................................................................................................109

9.11 Potential Funding Sources................................................................................................................109 TABLES
ES.1 Project Cost Summary Table ............................................................................................................................xvii 2-1 Pipeline Summary by Age, Material, and Length1..............................................................................................7 2-2 Pipeline Summary by Diameter...........................................................................................................................8 2-3 Booster Station Data......................................................................................................................................... 11 2-4 Potable Water Storage Reservoirs ................................................................................................................... 12 2-5 Land Use Summary........................................................................................................................................... 15 3-1 Existing and Projected Population Estimates1 ................................................................................................ 17 3-2 Annual Production/Billing Data Review........................................................................................................... 19 3-3 Recommended Design Peaking Factors.......................................................................................................... 19 3-4 Unit Demand Factors ........................................................................................................................................ 22 3-5 Additional Demands from Development Projects ........................................................................................... 23 3-6 Water Demand Summary (MGD)...................................................................................................................... 24 4-1 Pressure Gauges Calibration............................................................................................................................ 29 4-2 Fire Flow Calibration ......................................................................................................................................... 29 5-1 Design and Evaluation Criteria Summary........................................................................................................ 31 5-2 Fire Flow Criteria ............................................................................................................................................... 32 6-1 Fire Flow Projects.............................................................................................................................................. 37 6-2 Pump Station Analysis – Existing (2024) Scenario, MDD+FF Criteria........................................................... 45

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6-3 Pump Station Analysis – Existing (2024) Scenario, PHD Criteria .................................................................. 45 6-4 Pump Station Analysis Results – Near-Term Scenario................................................................................... 47 6-5 Pump Station Analysis Results – Ultimate (2045) Scenario.......................................................................... 47 6-6 Storage Analysis Results – Supply without Largest Source Criteria .............................................................. 48 6-7 Storage Analysis Results – Earthquake Supply Criteria ................................................................................. 48 7-1 New Water Treatment Plant Site Visit.............................................................................................................. 51 7-2 Old Water Treatment Plant Site Visit ............................................................................................................... 62 7-3 La Brucherie Pump Station and Reservoir Site Visit....................................................................................... 72 7-4 Reservoirs Site Visit .......................................................................................................................................... 79 7-5 Malfunctioning Valves....................................................................................................................................... 81 7-6 Water Facilities Condition Assessment Summary........................................................................................... 84 8-1 MCLs for Six PFAS Compounds........................................................................................................................ 91 8-2 EPA Method 533 for PFAS Sampling ............................................................................................................... 93 9-1 Recommended Pipeline Redundancy Improvements..................................................................................... 97 9-2 Recommended Pipeline Capacity Improvements ........................................................................................... 98 9-3 Recommended Pipeline Condition Improvements.......................................................................................... 99 9-4 Recommended New WTP Condition Improvements .....................................................................................101 9-5 Recommended Old WTP Condition Improvements.......................................................................................102 9-6 Recommended Pump Station Condition Improvements ..............................................................................102 9-7 Recommended Reservoir Condition Improvements .....................................................................................102 9-8 Pipeline Improvement Projects ......................................................................................................................107 9-9 New WTP Improvement Projects....................................................................................................................107 9-10 Old WTP Improvement Projects......................................................................................................................108 9-11 Pump Station Improvement Projects.............................................................................................................108 9-12 Reservoir Improvement Projects....................................................................................................................108 9-13 Valve Improvement Projects...........................................................................................................................108 9-14 Summary of Total Recommended Full Time Employee (FTEs).....................................................................109 9-15 Potential Funding Sources .............................................................................................................................110

FIGURES
ES-1 Existing Water System Overview ...................................................................................................................... xiii 1-1 Regional Map .......................................................................................................................................................4 1-2 Water Service Area Boundary..............................................................................................................................5 2-1 Water System Schematic.....................................................................................................................................9 2-2 Existing Water System by Pipeline Diameter................................................................................................... 10 2-3 La Brucherie Pump Station .............................................................................................................................. 11 2-4 La Brucherie Tank............................................................................................................................................. 13 2-5 Untreated Ponds 1, 2, 3, and 4........................................................................................................................ 13

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2-6 Treated Reservoir Tanks 1, 2, and 3 ............................................................................................................... 14 2-7 Existing Land Use Map ..................................................................................................................................... 16 3-1 Potable Water System Seasonal Variation in Demands................................................................................. 20 3-2 System Water Consumption Diurnal Pattern................................................................................................... 21 3-3 Near Term Developments Locations Map....................................................................................................... 25 4-1 New Water Mains Post 2008 Master Plan ...................................................................................................... 27 4-2 Fire Flow Test and Pressure Gauge Locations ................................................................................................ 30 6-1 Existing MDD, Minimum Pressure, and Maximum Velocities......................................................................... 36 6-2 Available Fire Flow to Hydrants under Existing MDD Conditions ................................................................... 38 6-3 Fire Flow Projects – S 3rd Street Dead Ends, S 2nd Street, and New Street ............................................... 39 6-4 Fire Flow Projects – Euclid Avenue, El Centro Avenue, and Adams Avenue ................................................. 40 6-5 Fire Flow Projects – E Main Street and Brighton Avenue............................................................................... 41 6-6 Fire Flow Projects – St 4th Street and Yucca Drive ........................................................................................ 42 6-7 Fire Flow Projects – Main Stt/Imperial Ave, Brighton Ave/8th St, and Holt Ave/Heil Ave............................ 43 6-8 Available Fire Flow to Hydrants under Existing MDD Conditions, with Improvements ................................. 44 6-9 PS Hourly SCADA Flow ...................................................................................................................................... 46 6-10 Storage Analysis Results .................................................................................................................................. 48 7-1 Pipelines Useful Life.......................................................................................................................................... 83 8-1 Annual Frequency of Aluminum MCL Exceedances........................................................................................ 90 8-2 Annual Frequency of Iron MCL Exceedances .................................................................................................. 90 9-1 Pipeline Improvement Projects ......................................................................................................................100 9-2 Unit Cost Curve................................................................................................................................................104

APPENDICES
A Near Term Development Projects
B Detailed Project Costs
C Structural Assessment Technical Memorandum (Kelsey)
D Staffing Plan

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Acknowledgments
We appreciate the combined efforts of the entire project team in the development and preparation of the water master plan. Our project team includes staff from the City of El Centro and Dudek. The efforts of the following individuals are respectfully and gratefully acknowledged for their contributions to the completion of the evaluations presented in this report:

City of El Centro
Abraham Campos, PE, Public Works Director/City Engineer Liz Zarate, Public Works Analyst I
Gabriel Martinez, Project Manager
Felix DeLeon Jr, PE, Principal Engineer
Marco Canchola, Streets & Utilities Supervisor
Rodolfo Nunez, Water Treatment Chief Operator
Hector Munoz, Water Treatment Supervisor
Catherine Gutierrez, Public Works Analyst I
Dudek
Russ Bergholz, P.E., Principal-in-Charge
Elizabeth Caliva, P.E., Project Manager
Greg Ripperger, P.E., Water Master Plan Task Lead
Joe Schneider, P.E., Electrical Engineer
Zoey Wang, P.E., Senior Engineer
Ken Muntz, Senior Engineer
Katerina Jowid, Project Engineer
Julie Arvizu, Project Engineer

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Acronyms and Abbreviations
Acronym/Abbreviation Definition
afy acre-feet per year
ac acre
ACP asbestos cement pipe
ADD average day demand
ADU accessory dwelling unit
CCR Consumer Confidence Report
CI cast iron
CIP Capital Improvement Program
City City of El Centro
CMLC concrete mortar lined and coated
COG Council of Governments
DBP disinfection byproducts
DI ductile iron
du or DU dwelling unit
EPA U.S. Environmental Protection Agency
EPS Extended Period Simulation
fps feet per second
ft feet
FTE full-time employee
GIS Geographic Information System
gpd gallons per day
gpd/acre gallons per day per acre
gpd/DU gallons per day per dwelling unit
HCF hundred cubic feet
IID Imperial Irrigation District
LF linear feet
LVSP Lithium Valley Specific Plan
MCL Maximum Contaminant Level
MDD Maximum Day Demand
MinMD Minimum Month Demand
MG million gallons
MGD million gallons per day
PFAS per- and polyfluoroalkyl substances
PHD Peak Hour Demand
PHG Public Health Goal
PVC polyvinyl chloride
PRV pressure reducing valve
PS pump station
RCP reinforced concrete pipe
RHNA Regional Housing Needs Allocation

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Acronym/Abbreviation Definition
RWPS Raw Water Pump Station
SCADA supervisory control and data acquisition
SCAG Southern California Association of Governments
SWRCB State Water Resources Control Board
UNK unknown
UWMP Urban Water Management Plan
VFD variable frequency drive
WTP Water Treatment Plant

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Executive Summary
This Executive Summary provides highlights from the Water Master Plan report, summarizing the key findings and recommendations of each section. The Executive Summary (ES) consists of the following sections:
▪ ES-1 Key Project Objectives
▪ ES-2 Service Area and System Overview
▪ ES-3 Existing and Future Demand Projections
▪ ES-4 Water System Hydraulic Model Updates
▪ ES-5 Water System Capacity Analysis Summary
▪ ES-6 Water System Condition Assessment Summary
▪ ES-7 Water Quality Analysis Summary
▪ ES-8 Capital Improvement Program (CIP) Recommendations ES-1 Key Project Objectives
A comprehensive study of the City’s water system was last completed in February 2008 and published as the 2008 Water Master Plan. In September 2024, the City of El Centro (City) retained Dudek to prepare the City’s water system master plan. The goal of this project was to develop a clear understanding of the water system needs, both existing and future, and establish a master plan that supports those needs.

This 2025 Water Master Plan seeks to address the following key objectives:
▪ Evaluate the City’s existing water system to document current infrastructure, assess operational performance, and confirm system reliability under existing and projected demand conditions. ▪ Update and calibrate the City’s hydraulic model to accurately represent current facilities and support evaluation of system capacity, pressure, and fire flow performance. ▪ Project future water demands through 2045 based on population growth, land use trends, and planned development, ensuring that the system can reliably meet future service requirements. ▪ Assess the condition of major facilities including the Water Treatment Plant (WTP), La Brucherie Pump Station, reservoirs, and key transmission mains to identify deficiencies, maintenance priorities, and replacement needs.
▪ Evaluate water quality trends and regulatory compliance to ensure continued delivery of safe and reliable potable water in accordance with state and federal standards. ▪ Develop a comprehensive Capital Improvement Program (CIP) that prioritizes projects to address capacity, redundancy, and condition deficiencies while supporting operational reliability and long-term sustainability. ▪ Identify staffing and funding needs to maintain efficient system operation and support implementation of the recommended capital improvement projects.

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ES-2 Service Area and System Overview
The City of El Centro’s water system serves over 10,000 connections through 174 miles of pipelines, two booster pump stations, and eight storage reservoirs. Water is sourced from the Imperial Irrigation District and treated at the City’s Water Treatment Plant, which has a 21 million gallons per day (MGD) capacity and currently operates at 7 MGD.

The system operates within a single pressure zone due to the city’s flat terrain. Most pipelines are 6–12 inches in diameter, with materials including PVC, asbestos cement, and cast iron. Storage includes four treated water tanks and four raw water ponds, primarily located at the WTP site.

Land use is predominantly residential, commercial, and industrial, supporting current and future water demand.

Data was compiled from GIS, water models, reports, and City staff input. The extent of the City’s water system is shown in Figure ES.1.

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Figure ES-1 Existing Water System Overview

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ES-3 Existing and Future Demand Projections
Section 3 presents an evaluation of the City of El Centro’s existing and projected water demands through the 2045 planning horizon, based on population growth forecasts, historical and recent water use data, and anticipated development trends. Population projections were developed using data from the City’s 2020 Urban Water Management Plan (UWMP) and updated to reflect the City’s estimated 2025 population of 44,230. Based on adjusted growth rates consistent with the UWMP, the City’s population is projected to increase to approximately 53,903 by 2045, representing a total growth of about 22% over the 20-year period.

An analysis of the City’s historical production and billing data shows that average annual water production in 2024 was 7.18 MGD, with an estimated water loss of approximately 17%. This value was adopted as the baseline condition for modeling and planning purposes. Seasonal and diurnal demand patterns were analyzed using SCADA data, resulting in recommended design peaking factors of 1.5 for Maximum Day Demand (MDD) and 2.4 for Peak Hour Demand (PHD). These factors capture the City’s typical variations in daily and hourly usage, which peak during the summer months.

Future demand projections were developed for two planning scenarios: Near-Term (2035) and Ultimate (2045).

The Near-Term scenario incorporates 58 planned developments expected to be completed by approximately 2035, including new residential, commercial, industrial, and public facilities. These projects are anticipated to increase average day demand to 8.19 MGD. The Ultimate (2045) scenario assumes an additional 10% increase in demand, consistent with projected population growth and potential development tied to the Lithium Valley Specific Plan.

Under this scenario, the average day demand is projected to reach 9.08 MGD.

Overall, the City’s water demand is expected to increase moderately over the next two decades, from an existing

7.18 MGD in 2025 to approximately 9.08 MGD by 2045. These projections provide the foundation for subsequent hydraulic modeling and capacity analyses to ensure that the City’s water system can continue to meet future service, reliability, and fire flow requirements under anticipated growth conditions.

ES-4 Water System Hydraulic Model Updates
Section 4 summarizes the updates, demand allocation, and calibration of the City’s water model to ensure accurate representation of current system conditions for hydraulic and capacity analyses.

Model and Facilities Update: The City’s existing hydraulic model was reviewed and updated by Dudek to reflect recent infrastructure improvements. Key updates include incorporation of the 20-inch transmission main along the Alder Canal, extending approximately 5,400 linear feet from East Ross Avenue to Danenberg Drive, and the pipelines constructed near Sperber Road by the County Jail in 2016. These updates align the model with the City’s current GIS network, providing an accurate foundation for system performance evaluation.

Demand Update: Customer billing records from 2024, representing an annual average billed demand of 5.95 MGD, were spatially linked to water meter data and assigned to the nearest model junctions. Approximately 95% of records were successfully matched, and the remaining 5% were evenly distributed across all junctions. The difference between billed demand (5.95 MGD) and total water production (7.18 MGD) reflects an estimated 17% unaccounted-for water, encompassing potential physical losses and non-revenue water. 7.18 MGD was used as Existing Annual Average Demand for model calibration and analysis.

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Model Calibration: Model calibration utilized multiple data sources, including SCADA flow and pressure data, distributed pressure gauges, and fire flow test results. Adjustments to the La Brucherie Pump Station’s operating pressure improved agreement between modeled and observed data, achieving strong alignment in both flow and pressure trends. Comparison with six distributed pressure gauges confirmed modeled pressures were within ±10% of field measurements, demonstrating reliable system-wide representation.

Fire flow calibration initially yielded three of five tests within 12% of measured results. Two locations exhibited higher discrepancies, potentially due to localized field conditions such as closed valves or partial obstructions.

These differences are considered isolated rather than indicative of model-wide issues. Continued field verification and additional flow testing are recommended to refine model accuracy and identify potential localized system constraints.

ES-5 Water System Capacity Analysis Summary
Section 5 establishes the design and evaluation criteria used to assess and plan improvements for the City’s water system. Key criteria include maintaining a minimum pressure of 40 psi during maximum day demand (MDD) and 20 psi during MDD plus fire flow, with pipeline velocities limited to 5 feet per second (fps) at MDD and 10 fps during MDD plus fire flow. Fire flow requirements, based on California Fire Code and Imperial County Fire Department guidelines, range from 1,000 gallons per minute (gpm) for low-density residential areas to 4,000 gpm for industrial zones.

Chapter 6 presented capacity analysis results of the City’s water system, indicating that it is generally well-equipped to meet existing and projected demands across near-term and ultimate planning scenarios. Hydraulic modeling confirms that system pressures remain above 40 psi and pipeline velocities stay below 5 fps under MDD conditions.

Fire flow analyses show some deficiencies to be addressed by the CIP projects in Chapter 9.

Assessments of the City’s pump stations and storage facilities indicate that existing capacity is sufficient, and no immediate CIP projects are required. To enhance system resilience, it is recommended that the City implement comprehensive emergency response planning, maintain critical spare parts, and evaluate potential temporary supplemental supply connections.

Overall, the City’s water system demonstrates adequate hydraulic capacity, pumping capability, and storage to reliably meet both current and projected demands, with targeted operational and planning measures ensuring continued system reliability.

ES-6 Water System Condition Assessment Summary
A comprehensive condition assessment was conducted for the City’s New and Old WTP facilities, the La Brucherie Pump Station, reservoirs, and distribution infrastructure.

Key recommendations for the New WTP focus on mechanical and electrical upgrades, including PLC and VFD replacements, power system studies with arc-flash labeling, flood float alarm installations, and replacement of leaking check valves. Overall, most New WTP structures and chemical facilities are in good condition, with no immediate major interventions required.

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Significant upgrades are required at the Old WTP, including replacement of distribution pumps, electrical switchgear, standby generators, and structural repairs to slabs, pump supports, and wood platforms. Nearly all electrical equipment, except the generator, has exceeded its useful life. It is recommended that the City abandon the existing pump station and equipment in the Old WTP building and construct a new distribution pump station with new electrical service and standby power to feed the existing Raw Water Pump Station.

La Brucherie Pump Station improvements include new pumps, updated electrical equipment, generator replacement, and valve upgrades.

Reservoirs across the system require recoating, structural repairs, and ladder and hatch replacements, with prioritized projects scheduled over the next 5–10 years.

Pipeline condition assessments identify critical transmission mains on 8th St and Imperial Avenue that have passed useful life, requiring near-term replacement to maintain system reliability.

ES-7 Water Quality Analysis Summary
The City’s water quality evaluation from 2018 to 2023 demonstrates consistent compliance with regulatory standards. Historical exceedances of aluminum and iron have trended downward, indicating effective operational adjustments. The State Water Resources Control Board has approved a reduced monitoring frequency for aluminum and iron, now conducted quarterly, confirming that previous water quality concerns have been largely resolved.

PFAS Monitoring and Emerging Contaminants: Emerging contaminants, particularly per- and polyfluoroalkyl substances (PFAS), are a key focus due to evolving federal and state regulations. Recent quarterly PFAS testing in the City’s water supply detected no presence of these compounds. To maintain compliance with regulatory standards, the City should discontinue tracer studies and continue PFAS monitoring using EPA Method 533, which provides specific, approved procedures for sampling and analysis.

Regulatory Compliance and Future Considerations: The City remains in compliance with other federal and state requirements, including disinfection byproducts, total coliform, hexavalent chromium, and perchlorate. California’s Public Health Goals and forthcoming regulations may require adjustments in monitoring protocols, particularly for PFAS and microplastics. The City’s Municipal Code establishes robust protections for public water supply, including cross-connection control and water conservation enforcement, ensuring ongoing compliance with state legislation.

ES-8 CIP Recommendations
Capital Improvement Program (CIP) project recommendations and planning-level cost estimates developed for this study include recommended pipeline, water treatment plant, pump station, and reservoir improvement projects to address capacity, redundancy, and condition deficiencies in the City’s water system. Pipeline projects include both redundancy and fire flow capacity improvements, as well as replacement of aging transmission mains. Water treatment plant projects address mechanical, electrical, and structural upgrades at both the new and old WTP facilities. Pump station and reservoir projects focus on maintaining reliable operation through equipment replacement, structural repairs, and system upgrades.

A detailed staffing plan was also developed to support effective operations, maintenance, and management of the City’s water system, identifying additional personnel needed to ensure safe and efficient water service. Potential

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funding sources for the CIP projects were identified, including State and Federal programs. All recommended projects and associated planning-level cost estimates are summarized in Table ES-1.

Table ES.1. Project Cost Summary Table
Improvement
Type
Total Project
Cost ($)
Project Cost ($)
FY 2026-30 FY 2031-35 FY 2036-40 FY 2041-46
Pipelines $25,392,000 $8,114,000 $2,167,000 $17,018,000 $17,585,000 New WTP $12,464,000 $— $9,767,000 $559,000 $5,234,000
Old WTP $3,780,000 $— $— $6,496,000 $—
Pump Stations $16,172,000 $12,178,000 $4,371,000 $3,746,000 $— Reservoirs $16,500,000 $730,000 $9,732,000 $1,765,000 $14,870,000 Valves $624,000 $442,000 $309,000 $— $—
Totals: $76,932,000 $21,464,000 $26,346,000 $29,584,000 $37,689,000

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1 Introduction
The following section summarizes the objectives of the 2025 Water Master Plan Update (2025 Update) for the City of El Centro (City). The section includes an overview of the City’s previous master planning efforts and existing water service area to provide context for the evaluation and recommendations provided in the 2025 Update. The section also outlines the structure of the report with a brief description of each section as a guide for understanding the development and findings of the 2025 Update.

1.1 Background and Master Plan Objectives
The City of El Centro last completed a comprehensive evaluation of its water system in February 2008, resulting in the publication of the 2008 Water Master Plan. Since that time, the City has experienced changes in land use, development patterns, water demands, and regulatory requirements—necessitating an updated and forwardlooking planning document.

The purpose of this update is to provide a current assessment of the municipal water system’s performance, capacity, and future needs. This planning effort is intended to build on previous studies, integrate newly available data, and serve as a foundational tool to guide future investments in the City’s water infrastructure.

The primary objectives of this Master Plan Update are to:
▪ Evaluate the City’s existing water system to document current infrastructure, assess operational performance, and confirm system reliability under existing and projected demand conditions. ▪ Update and calibrate the City’s hydraulic model to accurately represent current facilities and support evaluation of system capacity, pressure, and fire flow performance. ▪ Project future water demands through 2045 based on population growth, land use trends, and planned development, ensuring that the system can reliably meet future service requirements. ▪ Assess the condition of major facilities including the Water Treatment Plant (WTP), La Brucherie Pump Station, reservoirs, and key transmission mains to identify deficiencies, maintenance priorities, and replacement needs.
▪ Evaluate water quality trends and regulatory compliance to ensure continued delivery of safe and reliable potable water in accordance with state and federal standards. ▪ Develop a comprehensive Capital Improvement Program (CIP) that prioritizes projects to address capacity, redundancy, and condition deficiencies while supporting operational reliability and long-term sustainability. ▪ Identify staffing and funding needs to maintain efficient system operation and support implementation of the recommended capital improvement projects.

This Master Plan Update is intended to provide a data-driven, objective-based roadmap to help the City maintain a resilient, efficient, and reliable water system well into the future.

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1.2 Previous Master Plans
The previous Water System Master Plan was completed in February 2008. It was based on planning assumptions and operational conditions that have since changed, requiring this update. The 2008 plan presented the current and projected future water demands, using the land use designations as of 2008: average day demand (ADD) of

8.7 MGD (2008) and 28 MGD (Build-out). The plan also addressed the 2008 raw water supply capacity (52.5 MG), WTP capacity (15 MGD) and reservoir tank storage capacity (10 MG). This information was then used to evaluate the City’s water system capacity and improvement needs through a hydraulic modeling study.

The City’s 2008 Water Master Plan involved the development of an H2OMAP Water hydraulic model of the City’s water system under steady state conditions. Due to missing data, the model was not calibrated for Extended Period Simulation (EPS) conditions and was instead calibrated using fire flow tests only.

The calibrated 2008 model was utilized to conduct capacity analyses for both the existing and future (2015 and Build-out) systems. Recommended improvement projects were categorized in three phases, as listed in Table 8.6, Detailed Capital Improvement Program, of the 2008 Water Master Plan.

The 2008 Water Master Plan identified and prioritized forty-seven Capital Improvement Program (CIP) projects for implementation over a six-year horizon, with a total estimated cost of $65.06 million (in 2008 dollars). By 2025, the City had completed CIP Projects #27 and #28, as outlined in Table 8.6 of the 2008 Plan. These projects—the construction of a new 21-million-gallons-per-day (MGD) Water Treatment Plant and installation of a backup power generator at the new facility—were completed in 2010 and represent significant investments in the City’s water infrastructure.

Since completion of the 2008 Master Plan, the City has also constructed a 20-inch, 5,400-foot water line along the Alder Canal from East Ross Avenue to Danenberg Drive. This improvement was recommended in transmission main breaks analysis of the 2008 Master Plan to enhance system redundancy and to eliminate areas being supplied by a single dead-end pipeline. Additionally, pipelines near Sperber Road adjacent to the County Jail were constructed to accommodate the increased demand in the area.

1.3 Service Area Overview
The City of El Centro is located in Imperial County, in the southeastern region of Southern California. Geographically, the City lies approximately 11 miles north of the U.S.–Mexico border, 245 miles west of Phoenix, Arizona, and 120 miles east of San Diego, making it a key urban center in the Imperial Valley. El Centro serves as the county seat and is the most populous city in Imperial County. Regional access to the City is provided by Interstate 8, State Route 86, and State Route 111, making it a transportation and commercial hub for the surrounding region.

Figure 1-1 provides a regional map showing the City’s location within Imperial County and Southern California.

The City encompasses a total area of approximately 11 square miles and, as of 2025, has an estimated population of 44,000. It is surrounded by extensive agricultural land that supports year-round crop production across the Imperial Valley. While government services and commercial trade have emerged as the dominant employment sectors over the past four decades, agriculture continues to play a vital economic and cultural role in the region. According to the 2023 Imperial County Agricultural Crop & Livestock Report, agricultural operations in Imperial County generated over $2 billion in gross value in that year alone, underscoring the industry's continued significance.

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The City’s potable water system provides service to the entire incorporated area and is designed to meet both domestic and fire protection needs. As of 2025, the system serves an estimated 44,000 residents through 10,166 active metered connections. The water system infrastructure includes approximately 157 miles of distribution and transmission pipelines, two booster pump stations, and four reservoirs used for the storage of treated water. These facilities work together to deliver reliable service across the City’s service area.

Figure 1-2 presents the existing potable water service area and major facilities, including treatment, storage, and pumping infrastructure, as well as key distribution pipelines.

1.4 Report Organization
This Water Master Plan Update report is organized into the following chapters:
▪ Chapter 1 Introduction describes the Master Plan Update background, objectives, scope of work, and report organization, key characteristics of the distribution system and service area. ▪ Chapter 2 Existing System Description summarizes the existing land use and current water system infrastructure components.
▪ Chapter 3 Existing and Future Demand Projections analyzes existing water demands and summarizes anticipated growth in the system, and additionally presents the demands used in the future capacity analysis scenarios.
▪ Chapter 4 Hydraulic Model Updates includes the facilities and demand update in the hydraulic model and a description of the calibration process.
▪ Chapter 5 Design and Evaluation Criteria presents the design criteria for pipelines, pump stations, and storage facilities that form the basis of the capacity analysis. ▪ Chapter 6 Water System Capacity Analysis provides the results of the existing and future system capacity analyses.
▪ Chapter 7 Condition Assessment details the findings of the condition assessments performed on the City’s Water Treatment Plant, pump stations and four steel water storage reservoirs. ▪ Chapter 8 Water Quality Analysis evaluates the City’s water quality data to identify contaminants of concern and anticipate future sampling and treatment needs.
▪ Chapter 9 Capital Improvements Program provides a summary of the recommended system improvements and presents the cost estimates.

The following documents are included as Appendices to the 2025 Water Master Plan Update report:
▪ Appendix A Near Term Development Projects
▪ Appendix B Detailed Project Costs
▪ Appendix C Structural Assessment Technical Memorandum (Kelsey) ▪ Appendix D Staffing Plan

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Figure 1-1 Regional Map

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Figure 1-2 Water Service Area Boundary

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2 Existing System Description
The following Existing System Summary section summarizes existing features of the City’s water distribution system.

The section describes major components of the distribution system, including pipelines, booster pump stations, storage tanks, and the water treatment plant.

A comprehensive understanding of the City’s existing water system is essential for capacity evaluation, condition assessment, water quality analysis, and CIP development. In characterizing key elements of the distribution system, the Existing System Description provides a basis for subsequent analyses and empowers the City to make wellinformed decisions regarding system improvements or modifications.

2.1 Water System Summary
The City provides water service to 10,166 active connections within the City limits through approximately 174 miles of pipelines, 8 storage reservoirs (4 raw ponds and 4 treated tanks), and 2 booster pump stations. Due to the City’s flat topography, ranging from 20 to 51 feet below mean sea level, there is only one pressure zone. Water is produced at the City-owned Water Treatment Plant (WTP), which is permitted to treat up to 21 MGD water from All American Canal This new WTP, built in 2010, is to replace the old WTP with 15 MGD capacity at the same site. This single pressure zone is supplied by two booster stations: one from the WTP and the other from the La Brucherie site.

Figure 2-1 shows a schematic of the existing water system operating under a single pressure zone. The following sections provide more detail on each element of the system.

2.2 Pipelines
The existing water system consists of approximately 157 miles of active pipelines, including 18.6 miles of transmission mains (18 inches or larger in diameter), and 138 miles of distribution mains. Table 2-1 provides a breakdown of the pipelines by age, material, and length. Pipe diameters range from 4- to 36-inch, as summarized in Table 2-2. The majority of the pipes (62%) are 6 or 8 inches in diameter, with 12-inch pipes accounting for an additional 22% of the water system. Figure 2-2 shows a map of the City’s water pipelines, color coded by diameters.

Table 2-1. Pipeline Summary by Age, Material, and Length1 Age
(years)
Length of Pipe (ft)1
% of
ACP PVC CIP STL Other Total
2 Total
UNK 66,599 32,620 18,965 1,993 587 120,764 14.5%
<10 68 9,388 0 0 165 9,621 1.2%
11-20 0 39,565 1,305 0 0 40,870 4.9%
21-30 4,729 152,618 3,131 2,281 620 163,379 19.7%
31-40 36,378 74,153 1,262 0 529 112,321 13.5%
41-50 100,417 398 960 1,152 1,820 104,747 12.6%
51-60 121,004 996 4,435 7 0 126,443 15.2%
61-70 108,864 0 634 3,262 0 112,759 13.6%
71-80 33,237 0 2,858 0 81 36,175 4.4%
81-90 1,372 0 2,970 0 0 4,342 0.5%

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Table 2-1. Pipeline Summary by Age, Material, and Length1 Age
(years)
Length of Pipe (ft)1
% of
ACP PVC CIP STL Other Total
2 Total
Totals 472,667 309,738 36,520 8,695 3,803 831,422 100.0% % of Total 56.85% 37.25% 4.39% 1.05% 0.46% 100.00% —
Notes:
1 Material type definitions include asbestos cement pipe (ACP), polyvinyl chloride (PVC), cast iron (CI), and steal (STL). 2 Other pipeline materials include ductile iron, concrete, reinforced concrete, galvanized steel, and concrete mortar lined and coated.

Table 2-2. Pipeline Summary by Diameter
Diameter (inches) Length of Pipe (ft) % of Total
Unknown 75 0.01%
less than 6 25,121 3.02%
6 201,292 24.21%
8 311,078 37.42%
10 10,084 1.21%
12 185,833 22.35%
18 67,291 8.09%
20 17,624 2.12%
24 6,014 0.72%
30 5,232 0.63%
36 1,779 0.21%
Total 831,422 100.00%

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Figure 2-1 Water System Schematic

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Figure 2-2 Existing Water System by Pipeline Diameter

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2.3 Booster Pump Stations
The existing water system includes two (2) active booster pump stations, one at the WTP site and the other at the La Brucherie site. Table 2-3 and Figure 2-3 provides general booster station information.

Table 2-3. Booster Station Data
Name Location Supply
No.

Pumps
Total
Capacity
(gpm)
Firm
Capacity
(gpm)
La Brucherie La Brucherie Ave and
Barbara Worth Dr
La Brucherie Tank 2 8,000 4,000
WTP Booster
Station
S Clark and W Horne Roads WTP 4 16,000 12,000
Figure 2-3 La Brucherie Pump Station

2.4 Storage Reservoirs
The City has four (4) potable water storage reservoirs in operation and four (4) raw water storage ponds. Based on discussions with City staff, the ponds were originally constructed as two (2) ponds, one North pond and one South pond, and were subsequently divided into four (4) ponds by means of the construction of a central, North-South embankment with new sloping embankment concrete. The ponds and three of the four reservoirs are located at the WTP. The following Table 2-4 summarizes the City’s storage water reservoirs. The locations of the four tanks are shown graphically in Figure 2-2. Street-view photographs of each tank are shown in Figure 2-4 through Figure 2-6.

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Table 2-4. Potable Water Storage Reservoirs
Reservoir
Name
Reservoir
Type
Volume
(MG)
Base
Elevation
(ft MSL)
HWL
(ft
MSL)
Diameter
(ft) Install Date
Untreated Water Storage
Pond 1 Concrete
Lined Pond

13.125 n/a n/a 315-feet wide
by 520-feet
long
20101
Pond 2 Concrete
Lined Pond

13.125 n/a n/a 315-feet wide
by 520-feet
long
20101
Pond 3 Concrete
Lined Pond

13.125 n/a n/a 315-feet wide
by 520-feet
long
20101
Pond 4 Concrete
Lined Pond

13.125 n/a n/a 315-feet wide
by 520-feet
long
20101
Total Untreated Storage (MG): 52.5
Treated Water Storage
Reservoir
Tank No. 1
Welded Steel
Tank

2.5 - 26 24 133 1955
Reservoir
Tank No. 2
Welded Steel
Tank

2.5 - 26 24 133 1955
Reservoir
Tank No. 3
Welded Steel
Tank

5.0 - 26 24 198 1978
La Brucherie Welded Steel
Tank

5.0 - 37 40 150 1993
Total Treated Storage (MG): 15
Sum of Untreated and Treated Storage (MG): 67.5
Note:
1 Two original ponds were built in 1956 and divided into four ponds in 2010.

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Figure 2-4 La Brucherie Tank
Figure 2-5 Untreated Ponds 1, 2, 3, and 4

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Figure 2-6 Treated Reservoir Tanks 1, 2, and 3

2.5 Supply Sources and Interconnections
The Imperial Irrigation District (IID) supplies untreated Colorado River water through the All American Canal in bulk to the cities of El Centro, Imperial, Calexico, Brawley, Holtville, Calipatria, and Westmorland. Each city, including El Centro, processes and distributes its own treated water via separate municipal systems, with no direct interconnections between cities.

2.6 Water Treatment Plant
The City of El Centro owns and operates a WTP located at 1101 Danenberg Drive. The facility treats surface water supplied by the IID and serves as the sole source of potable water for the City.

The existing WTP was constructed in 2010, replacing the former 15-MGD plant at the same location. The upgraded facility has a permitted treatment capacity of approximately 21 MGD. Recent operational data indicate that the plant currently produces an average of 7 MGD, well within its available capacity. The WTP is sufficient to meet existing and projected demands under normal and peak conditions.

The facility employs conventional treatment processes including coagulation, flocculation, sedimentation, filtration, and disinfection to produce safe and reliable drinking water in compliance with state and federal regulations. The treated water is then distributed through a network of transmission and distribution mains that serve residential, commercial, and industrial customers.

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2.7 Land Use
Figure 2-7 and Table 2-5 summarize the existing distribution of land use types within the City, according to 2020 data obtained from the Southern California Association of Government’s (SCAG) online database.

Table 2-5. Land Use Summary
Land Use Type Area (Acres) % of Total City Area
Rural Residential (RR) 111 1.8%
Low Density Residential (LDR) 2,228 35.1%
Medium Density Residential (MDR) 248 3.9%
High Density Residential (HDR) 433 6.8%
Civic1 60 0.9%
Commercial (includes Downtown, General, and
Tourist Commercial)
1,246 19.6%
Industrial (includes General and Planned Industrial) 1,242 19.6% Public Facility2 782 12.3%
Totals 6,349 100%
Notes:
1 Civic land use is defined as local governmental offices, state and federal facilities, professional offices, financial institutions, and other businesses located within the City’s civic center area along Main St. 2 Public Facility land use is defined as all land owned by the City, Imperial Irrigation District, or El Centro Regional Medical Center.

This land use category also includes public school districts, police and fire stations, parks and recreation facilities, and water and sewer facilities (e.g., treatment plants).

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Figure 2-7 Existing Land Use Map

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3 Existing and Future
Demand Projections
The following section summarizes the current and projected water demands within the City’s service area based on population, land use, and planned future developments. The section presents unit water demand generation factors for individual land use types, which serve as the basis for estimating future demands from planned developments.

The accurate representation of existing and future demands is critical for capacity evaluation of the water distribution system under various planning scenarios. By relating demand projections to forecasted population growth and development, the Existing and Future Demand Projections section will support the City in aligning future system improvements to anticipated service needs throughout the distribution system.

3.1 Population Growth Projections
This section describes the City’s current population as well as projected populations throughout the planning horizon.

3.1.1 Existing Population
As of 2025, the City’s population is estimated at 44,230 (U.S. Census Bureau, QuickFacts), lower than the 48,208 projected in the 2020 Urban Water Management Plan (UWMP).

3.1.2 Projected Population
Using the 2025 population of 44,230 as the baseline, population projections were calculated through 2045 using growth rates from the 2020 UWMP. Table 3-1 summarizes the anticipated population at five-year intervals.

Table 3-1. Existing and Projected Population Estimates1 Year 2025 2030 2035 2040 2045
Population 44,230 46,570 48,642 51,273 53,903
Note:
1 Five-year growth rates calculated using population estimates in Table 3-1 of the City of El Centro 2020 Urban Water Management Plan (UWMP) dated May 2021.

Under California law, local governments are required to plan for adequate development of housing units to accommodate projected population growth across the state. The California Department of Housing and Community Development (HCD) determines the regional housing need for each Council of Governments (COG). SCAG is a COG encompassing six counties and 191 cities in southern California, including the City of El Centro.

SCAG allocates housing planning goals to each city through the Regional Housing Needs Allocation (RHNA) process, as authorized by the California Government Code. According to SCAG’s estimates, the City must identify adequate vacant and non-vacant sites to support the development of 3,442 new dwelling units by 2029.

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If all 3,442 units are constructed and occupied by 2029, with an average household size of 3.4 persons per unit (Source: Section V of SCAG’s Pre-Certified Local Housing Data for El Centro, April 2021), the City’s population is anticipated to increase to approximately 57,360 in 2030 based on a population of 45,657 in 2020. The population increase represents a projected growth rate of approximately 26% between 2020 and 2030, more than double the rate estimated in the 2020 UWMP for the same period.

However, the RHNA process does not require all dwelling units to be constructed and fully occupied by 2029. Rather, each city must complete any necessary zoning changes to allow for residential development should the local housing demand increase. The City has already designated zoning to support development of its allocated units.

3.2 Existing and Historical Demands
The City provided Dudek with water production and billing data for calendar years 2023 and 2024, as summarized in Table 3-2. The difference between total production and total billed consumption represents unaccounted-for water, also referred to as water loss. For both 2023 and 2024, the water loss calculated from these records is approximately 17%. This percentage is higher than the industry average, which is typically below 10%, and higher than the City’s historical losses prior to 2022.

In addition, Dudek reviewed the City’s recent annual water loss audit reports. According to these audits, water loss was estimated at 12% in 2023 and 17% in 2024. While the 2024 audit aligns with the production/billing comparison, the 2023 audit result is noticeably lower. Both values, however, represent a higher loss percentage than in prior years, suggesting a recent upward trend in water loss.

To investigate potential causes, Dudek analyzed statistics from the City’s billing records. The total number of active customer accounts and the number of meter readings remained consistent from 2018 through 2024. This consistency indicates that billing records are complete and that missing customer data are unlikely to be a significant factor.

After substantial investigation, Dudek identified several possible reasons contributing to the recent increase in water loss:
▪ Leakage in the distribution system – Aging infrastructure, unreported main breaks, and smaller undetected leaks were not tracked.
▪ Meter inaccuracies – Water meters, especially older ones, are likely under-registering usage. The large pump station meters are particularly prone to wear, and are expected to be under-registering. ▪ Unauthorized consumption – Illegal connections, bypassing of meters, or unpermitted hydrant use can contribute to apparent water loss.
▪ Data discrepancies – Timing mismatches between production reporting and billing cycles, or data entry errors, may inflate apparent losses.

Given the recent variability in reported water loss percentages, Dudek determined that the most appropriate and conservative approach is to base demand on the annual production data from 2024, which averaged 7.18 MGD.

This year represents the most current and relatively stable set of operating conditions available for planning purposes.

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Table 3-2. Annual Production/Billing Data Review
Year 2023 2024
Average Annual Production (MGD) 6.84 7.18
Average Annual Billing (MGD) 5.70 5.94
Water Loss Percentage (%) 17% 17%

3.2.1 Peaking Factors
The following Figure 3-1 depicts the seasonal variation of the billing data and the production data. The figure demonstrates that water demand tends to peak in July and drops to a minimum in February.

The 2024 daily production data indicate an average annual production of 7.18 MGD, representing an average day demand (ADD). On July 18, 2024, the maximum daily production reached 10.621 MGD. Consequently, the Maximum Day Demand (MDD) peaking factor was calculated to be 1.5.

The MinMD peaking factor was utilized to determine the minimum month demand (MinMD), which is essential for conducting the water age analysis. This factor was calculated by taking the ratio of the four-year (2021-2024) average water billed usage during the minimum demand months (January through April) to the overall four-year average. The resulting ratio is approximately 0.8.

The SCADA dataset provided hourly flow and pressure values, which were used to perform a system-wide water balance and develop demand peaking factors. The Peak Hour Demand / Maximum Day Demand (PHD/MDD) factor derived from the SCADA dataset was calculated at 1.54, rounded up to 1.6 and applied in the model to reflect observed system peaking behavior. The peaking factors are summarized in Table 3-3 and the diurnal pattern of the City’s water usage is presented in Figure 3-2.

Table 3-3. Recommended Design Peaking Factors
Peaking Factor Value x ADD
Minimum Month Demand (MinMD) 0.80
Maximum Day Demand (MDD) 1.50
Peak Hour Demand (PHD) 2.40

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Figure 3-1 Potable Water System Seasonal Variation in Demands

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Figure 3-2 System Water Consumption Diurnal Pattern

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3.3 Projected Demand Projections

3.3.1 Near-Term Demand
According to data from the City’s Planning & Zoning Division, fifty-eight (58) developments are expected to be completed by approximately 2035, with 51 of these anticipated to contribute additional water demand to the City’s distribution system. These near-term developments include:
▪ Residential: Seven (7) low- or medium-density subdivisions (tract developments), totaling 1,707 new singlefamily dwelling units, and high-medium or high-density residential developments (apartments) totaling 923 new dwelling units.
▪ Commercial: Twenty-eight (28) developments, including restaurants, self-storage facilities, medical offices, and four hotels totaling 320 rooms.
▪ Industrial: Eleven (11) developments, including the Dogwood and Villa projects, which are assumed to be split 50% in the near-term scenario and 50% in the ultimate scenario due to partial linkage with the Lithium Valley Project (see Section 3.3.2 for details).
▪ Public/Institutional: Two (2) facilities, including a new police station and highway patrol station. ▪ Public Parks: Three (3) new parks.

Additional near-term water demand for 2045 was estimated based on the land use type of planned developments.

The City identified 58 planned developments, with their locations shown in Figure 3-3 and a complete list provided in Appendix A. The 58 developments were categorized by land use type, and their associated water demands were calculated using the unit demand factors from Table 3-4.

Table 3-4. Unit Demand Factors
Land Use GPD/Acre DU/Acre GPD/DU
High Density Residential 4000 20 200
Medium Density Residential 2100 10 210
Low Density Residential1 1000 4 250
Commercial 1,800 — —
Industrial 500 — —
Public Institutional 1,200 — —
Public Park 700 — —
Note:
1 LDR includes Rural Residential Parcels.

Unit demand factors were established by spatially integrating the City of El Centro’s 2024 water billing records with the 2020 Southern California Association of Governments (SCAG) land use designations. To enhance the accuracy of the analysis, a range of SCAG land use categories were utilized, including general planning, zoning, and allocation classifications. The SCAG dataset from 2020 represents the most recent available data.

Upon evaluation of the three residential land use types - high, medium, and low density - the observed differences in water demand were less pronounced than anticipated based on industry benchmarks. A detailed review

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incorporating aerial imagery and land use overlays revealed that the residential classifications within the City of El Centro did not exhibit significant variation in water usage patterns.

To validate the representativeness of the unit demand factors, a targeted spot-check was conducted using aerial imagery for 212 low-density residential (LDR) meters and 282 high-density residential (HDR) meters. This verification process confirmed the appropriateness of the unit demand factors applied in this report.

The resulting additional demands are summarized in Table 3-5.

Table 3-5. Additional Demands from Development Projects Development Type Count No. DUs Estimated ADD (gpm)
High Density Residential
(HDR; 5+ Units)
6 827 128.2
Medium Density Residential
(MDR; 2-4 Units)
3 807 118.6
Low Density Residential
(LDR; Single Unit)1
4 862 149.7
Commercial 28 — 69.1
Industrial 4 — 226.7
Public Institutional 2 — 1.7
Public Park 3 — 9.8
Total: 703.65
Note:
1 LDR includes Rural Residential Parcels.

3.3.2 Ultimate Demand
The only known developments anticipated to complete construction after 2035 are the Dogwood and Villa development that were assumed to be partially completed in the Ultimate scenario, as noted above. However, by 2045 the City may experience additional growth following implementation of the Lithium Valley Specific Plan (LVSP).

In February 2025, Imperial County prepared a draft LVSP defining future land use and zoning changes that will empower the region to effectively marshal the vast lithium deposits identified within the Salton Sea Known Geothermal Resource Area (KGRA).

The timeline and extent of developments within the LVSP and their subsequent impact on the City of El Centro are not yet clearly defined and there is a chance the project will not move forward. Following discussions with City staff, it was decided to assume a 1% rate of growth per year between 2035 and 2045, for an assumed overall growth rate of 10% between the Near-Term and Ultimate scenarios. The 10% growth rate is consistent with the City’s projected population increase of 5,261 people from 48,642 in 2035 to 53,903 in 2045, or a 10.8% increase, as shown in Table 3-1.

Therefore, the City’s projected population growth between 2035 and 2045 was used to calculate a global multiplier intended to represent the increase in water demands in the Ultimate scenario. The change in water demand generated within the City’s service area from the Near-Term (2035) to the Ultimate (2045) scenario can be represented as an increase of approximately 10.8%. A global multiplier was applied to Near-Term demand to create the Ultimate demand to simulate overall densification throughout the City.

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Should development within the LVSP accelerate, it is recommended that this Water Master Plan be updated to incorporate any significant planned developments within the City’s service area. City staff anticipate that new developments related to the LVSP will likely occur in the northern portion of the service area, with residential development intended to support employment opportunities occurring first.

3.4 System Demand Summary
Table 3-6 summarizes the average day demand (ADD), maximum day demand (MDD), and minimum month demand (MinMD) for each model scenario in MGD.

Table 3-6. Water Demand Summary (MGD)
Demand
(MGD) Existing (2025) Near-Term (2035) Ultimate (2045)
ADD 7.18 8.19 9.08
MDD 10.77 12.29 13.62
MinMD 5.74 6.56 7.26

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Figure 3-3 Near Term Developments Locations Map

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INTENTIONALLY LEFT BLANK

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4 Hydraulic Model Updates
This section outlines the recent updates to the City’s potable water hydraulic model, including enhancements to the network configuration, demand assumptions, and operational parameters. These improvements provide a current, consistent modeling framework that supports accurate system evaluations and informed planning decisions. By incorporating up-to-date system data and operational practices, the updated model enhances reliability and provides a defensible basis for regulatory compliance and future planning. This section establishes the foundation for applying the model to assess system performance under both existing and future conditions in the chapters that follow.

4.1 Facilities Update
The City’s existing potable water model was originally developed using InfoWater™ by Innovyze®. Upon receipt of the most recent version of the model from the City, Dudek incorporated updates, including the addition of a 20-inch water line along the Alder Canal. This new segment extends approximately 5,400 linear feet, from East Ross Avenue to Danenberg Drive. Dudek also incorporated the pipelines constructed in 2016 near Sperber Road by the County Jail, as shown in the City’s GIS. The newly constructed water mains since the 2008 master plan are shown in Figure 4-1.

Figure 4-1 New Water Mains Post 2008 Master Plan

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4.2 Demand Update
The 2024 billing records, with an annual average demand of 5.95 MGD, were linked to the water meter shapefile in GIS and then assigned to the nearest model junctions. Using the shared meter number field, 95% of the billing records were successfully matched; the remaining 5% of demand was evenly distributed among all junctions. The gap between the billed demand (5.95 MGD) and the 2024 production (7.18 MGD) represents unaccounted-for water, which may include both physical losses and revenue losses (e.g., theft or illegal connections). To reconcile this discrepancy and match the 2024 annual average production at the Water Treatment Plant (7.18 MGD), a uniform scaling factor of 1.207 was applied to the spatially allocated demands. The resulting 7.18 MGD is used as Existing ADD demand.

4.3 Model Calibration
Model calibration was conducted using multiple data sources provided by the City, including SCADA data, distributed pressure gauges, and field fire flow tests.

SCADA-Based Calibration: Calibration was initially performed using SCADA flow and pressure data from the City’s Water Treatment Plant (WTP) effluent meter over a five-day period in late July and early August 2025. The La Brucherie Pump Station’s modeled variable frequency drive (VFD) setting was adjusted to 58.5 psi, producing a modeled average flow of 252 gpm compared to the SCADA-measured average of 222 gpm. This adjustment resulted in close alignment of modeled and observed pressures while maintaining reasonable flow agreement.

Pressure Gauge Validation: To further validate the calibration, six pressure gauges distributed across the City were compared against model results under normal operating conditions. The measured and modeled pressures showed good agreement at all locations, with differences generally within just a few percent and no location exceeding ±10 percent (Table 4-1; Figure 4-2). This demonstrated that the model reliably represents system-wide operating pressures.

Fire Flow Testing: The City also provided results from five fire flow tests. Initially, only two of the five fire flow tests showed acceptable agreement with the model. Three locations were retested, which improved the calibration to three of five tests within 10% agreement (Table 4-2), confirming that the model accurately represents system response in most areas. The remaining two tests, however, showed greater differences with the measured pressure drops exceeding model predictions. Dudek reviewed potential causes, including roughness adjustments, supply flow balancing, and additional sensitivity testing, but model results remained relatively consistent. Possible causes of the discrepancy between the model and field measurements include unknown closed valves, partially obstructed pipelines, or unrecorded field conditions, particularly along W. Horne Road and within the Countryside Park neighborhood. Because pipe roughness factors were already set at the lower end of the reasonable range based on pipe material and age, no further adjustments were made during calibration. Field verification is recommended to confirm and address potential localized issues.

Conclusion
Although two of the fire flow tests showed larger variances, the model calibration process demonstrated strong agreement with SCADA flows and pressures and with distributed pressure gauges across the system. The discrepancies appear to be localized and attributable to site-specific conditions rather than systemic modeling deficiencies. Overall, the model reproduces observed system behavior within acceptable engineering tolerances

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and is considered calibrated for use in capacity analysis. The City is encouraged to conduct additional flow tests at a wider range of locations to help identify potential localized blockages or unrecorded system constraints.

Table 4-1. Pressure Gauges Calibration
Pressure
Gauge #
Cross
Streets
Measured
Pressure (psi)
Modeled
Pressure (psi) Difference (psi) Difference (%)
Max Min Avg Max Min Avg Max Min Avg Max Min Avg
1 18th and
Lincoln
63 56 61 64 60 62 1 4 1 2% 7% 2%
2 3rd and
San Diego
65 58 63 65 61 63 0 3 0 0% 4% 0%
3 8th and Vine 68 58 62 62 60 61 -6 2 -1 -9% 3% -1%
4 Barbara
Worth and
Imperial
67 56 60 62 59 61 -5 3 0 -8% 5% 0%
5 Dogwood
and
Hamilton
68 62 65 64 61 63 -4 -1 -2 -6% -1% -3%
6 23rd and
Ocotillo
58 51 56 58 54 56 -1 3 0 -1% 5% 0%
Table 4-2. Fire Flow Calibration
Fire
Flow
Test #
Cross
Streets
Flow
(gpm)
Measured
Static
Pressure
(psi)
Measured
Residual
Pressure
(psi)
Modeled
Static
Pressure
(psi)
Modeled
Residual
Pressure
(psi)
Static
Pressure
% diff
Residual
Pressure
% diff
1 Rose Ave
and N 12th
St
1,163 60 48 62 53 3% 10%
2 W State St
and S 5th St
872 59 52 59 58 0% 12%
3 Blossom Way
and
Countryside
Dr
822 50 40 56 52 12% 30%
4 W Holt Ave
and S Wilson
St
822 60 56 58 57 -3% 1%
5 Lotus Ave
and W
Brighton Ave
919 57 56 56 54 -2% -4%

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Figure 4-2 Fire Flow Test and Pressure Gauge Locations

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5 Design and Evaluation Criteria
This section establishes the design and evaluation criteria that guide the planning and assessment of the City’s water system. It introduces the standards for pipelines, pump stations, fire flow, and storage facilities, which serve as benchmarks for determining system adequacy under existing and future demand conditions. These criteria form the basis for evaluating infrastructure performance and planning improvements to meet operational and emergency requirements.

Defining clear design and evaluation criteria is essential for ensuring consistency and reliability in water system planning. By outlining these standards, this chapter provides a framework for assessing current facilities and guiding future upgrades to maintain service quality, meet regulatory expectations, and support community growth.

Establishing these criteria also promotes system resiliency and preparedness for emergency scenarios.

5.1 Pipelines and Pump Criteria
The design and evaluation criteria provide the standards against which the existing system is evaluated. These criteria are also the basis for planning new facilities to improve existing service or to handle future water demands, including maximum day demand (MDD) and MDD plus fire flow. The design and evaluation criteria recommended for use in this Master Plan Update are based on the City’s previous master plan and Dudek’s understanding of the City’s water system, as summarized Table 5-1.

Table 5-1. Design and Evaluation Criteria Summary
Pressure Criteria Minimum service pressure at MDD 40 psi Minimum service pressure at MDD plus Fire Flow 20 psi
Maximum service pressure 80 psi
Pipeline Criteria Existing Pipelines: —
Maximum allowable velocity at MDD 5 ft per sec
Maximum allowable velocity at MDD + FF 10 ft per sec
Maximum friction loss at MDD 10 feet/1,000 linear feet
New Pipelines: —
Maximum allowable velocity at MDD, <= 12-in
diameter
5 ft per sec
Maximum allowable velocity at MDD, >= 16-in
diameter
4 ft per sec
Maximum friction loss at MDD 5 feet/1,000 linear feet
Pump Station Criteria Minimum Number of Pumps 2
Minimum Pump Capacity Firm capacity (with largest
pump off) capable of
handling MDD+FF or PHD
Emergency Backup Power Required
Storage/Supply Criteria Storage with Supply Unavailable MDD x 5 days Earthquake Storage MinMD x 10 days
Emergency Backup Power Required

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5.2 Fire Flow Criteria
The Imperial County Fire Department & Office of Emergency Services is concerned with the availability of adequate water supply for firefighting purposes and establishes minimum water flows and residual system pressures required during a firefighting event. These criteria are provided to the City of El Centro for use in master planning efforts.

The Imperial County Fire Department & Office of Emergency Services uses the California Fire Code (CFC), which establishes minimum fire flows and durations for individual structures. This Water Master Plan Update evaluates available fire flows to assess distribution system adequacy under existing and future demand conditions, using general land use categories that represent different types of development. Therefore, the fire flow requirements set forth in this Master Plan are intended for general planning purposes only and may not be reflective of the actual fire flow requirements sought for specific development approvals.

Table 5-2 presents the recommended fire flow requirements for new developments for the WMP fire flow evaluation based on general land use designations, discussions with City of El Centro staff, and guidelines from Imperial County Fire Department & Office of Emergency Services.

Table 5-2. Fire Flow Criteria
Structure Flow (gpm)1 Duration (hours)
Low Density Residential (LDR)2 1,000 2
Medium Density Residential (MDR) 2,000 2
High Density Residential (HDR) 3,000 3
Commercial, Mixed Use 3,000 3
Public/Civic3 3,000 3
Industrial/Manufacturing 4,000 4
Notes:
1 Fire Flows to be supplied at a minimum residual pressure of 20 psi during MDD. 2 Includes mobile home parks, single family residential and rural residential area. 3 Included schools, parks, and other open spaces.

5.3 Pump Station Criteria
Due to the flat topography within the City’s service area, the water system operates within a single pressure zone, supplied by two booster stations that pump directly into the distribution system. These booster stations are located at the Water Treatment Plant (WTP) and at the La Brucherie Tank. The La Brucherie Pump Station primarily operates during peak water demands to support pressure and supply needs.

Pump stations are required to meet the following evaluation criteria:
▪ Minimum Number of Pumps: Each pump station shall be equipped with at least two pumps to provide redundancy and ensure continuous operation in the event of a pump outage. ▪ Minimum Pump Capacity: The pump configuration shall provide firm capacity, defined as the capacity of the station with the largest pump out of service, sufficient to meet Maximum Day Demand plus fire flow (MDD+FF) or Peak Hour Demand (PHD) conditions. This ensures the system can meet peak operational and emergency demands without service interruptions.

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▪ Emergency Backup Power: All pump stations shall be equipped with emergency backup power to maintain operation during utility power outages, ensuring uninterrupted water service to the community.

These criteria ensure that the City’s booster stations maintain reliable water service under both routine and emergency conditions.

5.4 Storage/Supply Criteria
The City’s existing storage has a total capacity of 67.0 MG, as listed in Table 2-4. This includes two untreated ponds and four treated water reservoirs. Since the City is single source supplied, these storage assets provide critical supply reliability during emergencies when normal supply source is unavailable. To determine the adequacy of the water supply facilities, the available water supplies are evaluated for various types of extreme conditions, such as the largest source going out of service, a power outage, or a significant earthquake. These criteria are summarized at the bottom of Table 5-1.

Supply with Largest Source Out of Service
To satisfy supply criteria, the City should have sufficient water capacity to meet the MDD with the largest source out of service for 5 days. The largest and only source of supply in El Centro is the City’s Water Treatment Plant. Thus, storage is the only source of treated water that can be used when the WTP is out of service.

Supply with Power Outage
In the event of a power outage, the City must ensure sufficient water supply and pressure to serve its customers at MDD for a duration of six hours. Additionally, the system pressure should not fall below 40 psi at any location within the distribution system.

The City is equipped with full back-up power at the WTP pump station (PS), the La Brucherie PS, and the raw water PS that is used to pump water from the Imperial Irrigation District canal.

Supply with Earthquake
To satisfy supply criteria in the case of an earthquake, the City should have sufficient water to maintain a minimum level of water service for 10 days. Additionally, the system pressure should not fall below 40 psi at any location within the distribution system.

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6 Water System Capacity Analysis
This section introduces the evaluation of the City’s water system capacity under existing and projected demand conditions. It explains the framework for assessing the system’s ability to meet established design and performance standards, including considerations for fire protection, pumping, and storage. The chapter also addresses key aspects of system reliability, such as redundancy and resiliency, which are essential for maintaining service during emergencies or operational disruptions.

Understanding water system capacity and reliability is critical for ensuring consistent service delivery and planning for future growth. By defining the criteria and approach for evaluating performance, this chapter provides the foundation for informed decision-making and long-term infrastructure planning. Establishing this context helps the City prioritize improvements that support operational efficiency and resilience against potential challenges.

6.1 Pressure/Pipeline Analysis
The water distribution system was analyzed under existing, near-term, and ultimate maximum day demand (MDD) conditions to identify potential pressure or velocity deficiencies. Specifically, the evaluation focused on locations where pressures fall below 40 psi or exceed 80 psi, and where pipeline velocities surpass 5 feet per second (fps).

The results indicate that, under normal operating conditions, no pressure or velocity violations occur within the system across any of the three planning scenarios. Maximum pipeline velocities remain below 5 fps throughout the system. Figure 6-1 presents the minimum pressure distribution under existing MDD conditions.

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Figure 6-1 Existing MDD, Minimum Pressure, and Maximum Velocities

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6.2 Fire Flow Analysis
The evaluation of system pressures under Existing MDD plus fire flow conditions was conducted using a steadystate simulation of the calibrated hydraulic model. Fire flow demands were applied at each model node based on the fire flow requirements corresponding to the land use designations of adjacent parcels (refer to Table 5-2). It is assumed that both the PS at the WTP and the La Brucherie PS are operational during a fire event.

Following the initial model run, areas showing fire flow deficiencies were reviewed closely to verify the accuracy of assigned fire flow demands and land use designations. In addition, the GIS data for water laterals and fire hydrants were reviewed to confirm that fire flow demands were properly assigned to the correct model junctions. The resulting deficiencies are illustrated in Figure 6-2. Seventeen (17) CIP projects were identified to address only the hydrants where available fire flow was less than 2,000 gpm, as summarized in Table 6-1. The total length of upsizing pipelines is 22,400 LF.

Table 6-1. Fire Flow Projects
Project ID Project Name Length (ft)
Proposed
Diameter
(in) Justification
FF-1 S 2nd St Upsizing 2,600 12 Improve Existing Capacity Issues FF-2 Euclid Ave Upsizing 1,300 12 Improve Existing Capacity Issues FF-3 El Centro Ave Upsizing 1,300 8 Improve Existing Capacity Issues FF-4 Adams Ave Upsizing 1,400 8 Improve Existing Capacity Issues FF-5 E Main St Upsizing 1,900 8 Improve Existing Capacity Issues FF-6 S 4th St Upsizing 2,000 8 Improve Existing Capacity Issues FF-7 Yucca Dr Connection 100 8 Improve Existing Capacity Issues FF-8 Brighton Ave
Connection
400 8 Improve Existing Capacity Issues
FF-9 Heil Ave Upsizing 600 12 Improve Existing Capacity Issues FF-10 Hamilton Ave Upsizing 700 12 Improve Existing Capacity Issues FF-11 Maple Ave Upsizing 800 12 Improve Existing Capacity Issues FF-12 Cedar Ave Upsizing 700 12 Improve Existing Capacity Issues FF-13 New St Upsizing 600 10 Improve Existing Capacity Issues FF-14 W Brighton Ave Upsizing 2,000 12 Improve Existing Capacity Issues, end of useful life
FF-15 W Holt Ave Upsizing 2,700 12 Improve Existing Capacity Issues, end of useful life
FF-16 W Heil Ave Upsizing 2,000 12 Improve Existing Capacity Issues, end of useful life
FF-17 W Main St Connection 1,300 12 Improve Existing Capacity Issues Total — 22,400 — —

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Figure 6-2 Available Fire Flow to Hydrants under Existing MDD Conditions

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The existing 6-inch water main along South 2nd Street, between West Orange Avenue and Ross Avenue as shown in Figure 6-3, exhibits multiple fire flow deficiencies, with available flow rates falling below 2,000 gpm. To resolve these deficiencies and meet required fire protection standards, it is recommended that this segment be upsized to a 12-inch diameter main. Given the extent of the deficiencies and the critical nature of fire protection, this project is designated as high priority.

Dead-end segments along New Street south of W. Orange Avenue, and four additional dead ends east of S. 3rd Street, as shown in Figure 6-3, exhibit fire flow deficiencies. Because these are dead-end mains, the recommended upsizing improvements are designated as low-priority projects. The existing 6-inch pipelines are proposed to be upsized to 12-inch diameter, which represents a significant increase justified by the industrial land use in this area and its higher fire flow demand.

Figure 6-3 Fire Flow Projects – S 3rd Street Dead Ends, S 2nd Street, and New Street

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Fire flow deficiencies have been identified along Euclid Avenue, east of North 3rd Street, as shown in Figure 6-4.

Upsizing the existing 8-inch water main between North 4th Street and North 3rd Street would address multiple deficiencies within this segment and enhance fire protection capabilities. This improvement would also increase safety for the public facility located east of North 3rd Street. This project is also considered high priority.

Also shown on Figure 6-4, two dead-end segments located on El Centro Avenue and Adams Avenue, north of N. 6th Street, serve a medium- to high-density residential neighborhood. This area exhibits low available fire flow, with values as low as 1,000 gpm. It is recommended to upsize the existing 6-inch pipelines to a minimum of 8-inch diameter to improve fire flow capacity.

Figure 6-4 Fire Flow Projects – Euclid Avenue, El Centro Avenue, and Adams Avenue

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On E. Main Street, just west of S. Dogwood Street, there is an existing 6-inch dead-end main. Fire flow deficiencies were identified in this area, with available fire flow ranging from approximately 800 to 1,200 gpm, as shown in Figure 6-5. It is recommended to upsize the existing 6-inch main to 8-inch and extend it east to S. Dogwood Street to create a looped connection and improve fire flow reliability in the surrounding area.

Also shown in Figure 6-5, the hydrant serving McGee Park is currently connected to a 4-inch/6-inch pipeline that branches from an 8-inch line farther north on Olive St. The available fire flow at this hydrant is approximately 1,500 gpm, which is below the required 3,000 gpm for a public park. It is recommended to reconnect this hydrant to the 18-inch main located approximately 400 feet west along S 1st Street to achieve adequate fire flow capacity.

Figure 6-5 Fire Flow Projects – E Main Street and Brighton Avenue

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As shown in Figure 6-6, along S 4th Street, the existing water main configuration consists of a 4-inch main between Wensley Avenue and Ross Avenue, no main between Ross Avenue and Desert Gardens Drive, and a 6-inch main from Desert Gardens Drive to Aurora Drive. It is recommended to upsize the existing mains and construct new 8-inch mains where missing, extending from Wensley Avenue to Aurora Drive, to address the fire flow deficiencies identified in this area.

In the same vicinity, also shown in Figure 6-6, the City’s GIS data indicate that the 8-inch main on Yucca Drive is not directly connected to the main on S 4th Street (currently 6-inch, to be upsized as noted above). It is recommended to extend the Yucca Drive main approximately 100 linear feet to connect with S. 4th Street, thereby closing the loop and improving fire flow performance in the area.

Figure 6-6 Fire Flow Projects – St 4th Street and Yucca Drive

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The block bounded by Brighton Avenue, Heil Avenue, 8th Street, and the railroad, as shown in Figure 6-7, exhibits concentrated fire flow deficiencies. Considering the age of the existing pipelines, three aging 6-inch segments on Brighton Avenue, Holt Avenue, and Heil Avenue are recommended to be upsized to 12-inch diameter to improve fire flow capacity in this area.

Also shown in Figure 6-7, a missing segment on Main Street between Imperial Avenue and S. 12th Street results in a dead-end condition with reduced fire flow. It is recommended to construct the missing segment to close the loop and enhance fire flow reliability.

Figure 6-7 Fire Flow Projects – Main Stt/Imperial Ave, Brighton Ave/8th St, and Holt Ave/Heil Ave The CIP projects and available fire flow after improvements are presented in Figure 6-8.

In the near-term and ultimate scenarios, the increase in domestic demand is minimal compared to the fire flow demands; therefore, no additional fire flow deficiencies were identified in the future conditions.

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Figure 6-8 Available Fire Flow to Hydrants under Existing MDD Conditions, with Improvements

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6.3 Pump Station Analysis
Design criteria require that the firm capacity of each pump station - defined as the total pumping capacity with the largest pump out of service—be sufficient to meet Maximum Day Demand (MDD) plus fire flow, or Peak Hour Demand (PHD), whichever is greater.

6.3.1 Existing
The WTP Booster Station and La Brucherie Pump Station, which together serve El Centro’s single pressure zone have a combined firm capacity of 16,000 gpm. The City has indicated that all four existing pumps at the WTP, with a total capacity of 16,000 gpm, have recently been operating simultaneously to meet system peak hour demand at 13,500 gpm. To add redundancy supporting peak hour supply, an additional distribution pump with specifications matching the existing units was already installed during the 2024–2025 period.

The simultaneous operation of all four WTP pumps during peak hours suggests that the La Brucherie Pump Station and associated storage tank may not be fully utilized. The La Brucherie Pump Station is configured to maintain a downstream pressure of approximately 60 psi and is intended to supplement system flow during peak periods.

However, a review of five days of hourly SCADA data from summer 2025 (Figure 6-9) shows that the station does not contribute additional flow during the evening peak around 9 p.m. and operates at a flow rate well below its 8,000 gpm capacity. It is recommended that the City optimize the use of La Brucherie facilities to enhance overall system efficiency.

Calculations based on the two design criteria, as presented in Table 6-2 and Table 6-3, indicate that the current system provides adequate overall capacity, even without the recently installed WTP pump.

Table 6-2. Pump Station Analysis – Existing (2024) Scenario, MDD+FF Criteria Existing Total
Firm Capacity1 Existing MDD Maximum FF
Required
(MDD + FF) Surplus
(gpm) (gpm) (gpm) (gpm) (gpm)
16,000 7,500 4,000 11,500 4,500
Note:
1 Firm capacity assumes the largest pump at both the WTP Booster Station and La Brucherie Pump Station is out of service.

Table 6-3. Pump Station Analysis – Existing (2024) Scenario, PHD Criteria Existing Total Firm Capacity 1 Required (PHD) Surplus
(gpm) (gpm) (gpm)
16,000 13,500 2,500
Note:
1 Firm capacity assumes the largest pump at both the WTP Booster Station and La Brucherie Pump Station is out of service.

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Figure 6-9 PS Hourly SCADA Flow

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6.3.2 Near-Term
The near-term Maximum Day Demand (MDD) is projected to increase by 821 gpm—from 7,500 gpm to 8,321 gpm as a result of new planned developments. The City will continue to provide pumping capacity surplus of approximately 1,000 gpm, as summarized in Table 6-4.

Table 6-4. Pump Station Analysis Results – Near-Term Scenario Existing Total Firm
Capacity
Near-Term
MDD
Maximum Fire
Flow (FF)
Near-Term
MDD + FF
Near-Term
PHD
Total
Required Surplus
(gpm) (gpm) (gpm) (gpm) (gpm) (gpm) (gpm)
16,000 8,321 4,000 12,321 14,978 14,978 1,022

6.3.3 Ultimate
The City’s population is projected to increase from 48,642 in 2035 to 53,903 by 2045, representing a 10.8% growth, as shown in Table 3-1. As a result, the ultimate Maximum Day Demand (MDD) is estimated to rise from 8,321 gpm to 9,221 gpm. Based on this projection, the City is anticipated to experience a pumping capacity shortfall of approximately 600 gpm by 2045, as summarized in Table 6-5.

Given the relatively small magnitude of this deficit relative to the available capacity (2.5%) and that it’s based on long term population projections, it is not considered sufficient to justify a standalone CIP project at this time. It is recommended to monitor system performance and adjust pump operations scheduling while planning for future reassessment during the next master plan update with new population projection data.

Table 6-5. Pump Station Analysis Results – Ultimate (2045) Scenario Existing Total Firm
Capacity
Ultimate
MDD
Maximum
Fire Flow (FF)
Ultimate
MDD + FF
Ultimate
PHD
Total
Required Surplus
(gpm) (gpm) (gpm) (gpm) (gpm) (gpm) (gpm)
16,000 9,221 4,000 13,221 16,598 16,598 -598

6.4 Storage/Supply Analysis
As outlined in Section 5.4, the supply criteria require the City to maintain sufficient capacity to meet maximum day demand (MDD) with the largest supply source out of service for five days. The earthquake criteria specify maintaining enough storage to provide a minimum level of service for 10 days following a major seismic event. Tables 6‑6 and 6‑7 summarize the required storage for these two requirements and compare it to the City’s existing storage.

As shown in Figure 6‑10, the City is only projected to experience minor storage deficiencies in the ultimate timeframe with the earthquake supply requirement. As shown in Figure 6-10, the analysis indicates that the City is projected to experience only a minor storage deficiency in the ultimate planning horizon, and only under the earthquake supply scenario. This deficiency is limited in magnitude and does not affect compliance with the MDD supply reliability criteria. Given the long-term nature of the projected shortfall, the uncertainty associated with future demand projections, and the City’s anticipated growth that may be partially offset by the implementation of recycled water supplies, immediate expansion of storage facilities is not warranted at this time.

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Accordingly, a capital improvement project to expand water storage is not recommended as part of this Master Plan. The City is encouraged to periodically reevaluate its storage requirements as development approaches buildout, demand patterns become better defined, and future supply strategies - such as recycled water - are implemented. Storage expansion may be reconsidered in a future planning update if the projected deficiency becomes more pronounced or if system conditions materially change.

Table 6-6. Storage Analysis Results – Supply without Largest Source Criteria Scenario
Existing
Storage MDD
Storage Required:

MDD x 5 days Surplus/Deficit
(MG) (MGD) (MG) (MG)
Existing 67.5 10.8 54.0 13.5
Near-Term 12.0 60.0 7.5
Ultimate 13.3 66.5 1.0
Table 6-7. Storage Analysis Results – Earthquake Supply Criteria Scenario
Existing
Storage MinMD
Storage Required:

MinMD x 10 days Surplus/Deficit
(MG) (MGD) (MG) (MG)
Existing 67.5 5.7 57.0 10.5
Near-Term 6.4 64.0 3.5
Ultimate 7.1 71.0 -3.5
Figure 6-10 Storage Analysis Results
0 10
20 30
40 50
60 70
80 2025 2035 2045
Million Gallons
Existing Storage MDD x 5 MinDD x 10

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6.5 Redundancy and Reliability
Although no capacity deficiencies were identified as presented Section 6.1, two projects are proposed to improve system reliability and eliminate areas served by a single transmission main. The Buena Vista Park neighborhood, located immediately south of the Water Treatment Plant, is currently supplied through a single 18-inch transmission line. To provide redundancy, an additional 18-inch main along Imperial Avenue between Danenberg Avenue and Manuel Ortiz Avenue is proposed and included in the CIP as Project Redun-1.

Similarly, the Countryside Park neighborhood is presently served by a single transmission main. A new 12-inch water line along Farnsworth Lane between Danenberg Drive and Quail Run Drive, currently under design, will complete the looped connection and enhance system reliability. This project is identified as Redun-2 in the CIP.

The locations of the two projects are shown in Figure 9-2.

6.6 Capacity Analysis Summary
The comprehensive evaluation of the City’s water system indicates that, under existing, near-term, and ultimate planning scenarios, the system is generally well-equipped to meet current and projected demands. Hydraulic model simulations confirm that minimum pressures remain above 40 psi and maximum velocities stay below 5 fps under Maximum Day Demand (MDD) conditions. Fire flow analyses indicate that 17 pipeline improvements, totaling 22,400 linear feet, are required to achieve compliance with the fire flow requirements.

Pump station assessments demonstrate that the combined firm capacity of the Water Treatment Plant (WTP) Booster Station and La Brucherie Pump Station is sufficient to meet MDD, MDD plus fire flow, and Peak Hour Demand (PHD) under existing and near-term conditions, with a modest surplus available. While the ultimate scenario projects a shortfall of approximately 600 gpm, this deficit represents 2.5% of the total firm capacity and is based on long term population forecasting. Therefore, no capital project is recommended at this time. Pump capacity needs should be reevaluated at the next water master plan update, assumed within 10-years.

Storage analysis indicates that the City maintains substantial water storage; however, deficits relative to earthquake supply criteria exist due to the system being supplied from a single source. These deficits increase under near-term and ultimate demand scenarios but do not necessitate immediate large-scale improvements. The existing storage is sufficient to meet 6.3 days of MDD and 11.7 days of minimum day demand (MinDD) under current conditions.

Recommended strategies to maintain resilience include emergency response planning, procurement of critical spare parts, and potential temporary supplemental supply connections during emergencies. Implementing tertiary treatment at the City’s wastewater treatment plant to use recycled water for irrigation could reduce overall water demands, effectively bringing existing storage into compliance.

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7 Condition Assessment
This section introduces the condition assessment conducted at the City of El Centro’s major water facilities. It explains the scope of evaluations performed at the City’s New Water Treatment Plant, Old Water Treatment Plant, the La Brucherie pump station, the City’s reservoirs, operator-identified malfunctioning valves, and aging pipelines.

Inspections were performed on mechanical and electrical equipment, treatment structures, storage tanks, and other critical components. These assessments provide a structured approach to understanding the physical state of the City’s water infrastructure.

Evaluating the condition of existing facilities is essential for ensuring reliable water service and planning future improvements. By documenting the current state of key assets, this chapter establishes a foundation for identifying maintenance needs and prioritizing investments that enhance system performance and resiliency. This context supports informed decision-making and long-term sustainability of the City’s water supply infrastructure.

7.1 New Water Treatment Plant
Condition assessment was performed for the City’s New WTP facilities including operations and chemical buildings, Clearwell pumps, clarifiers, filters, ponds, and basins. See Table 7-1 for the assessment that has been developed for each New WTP facility.

Table 7-1. New Water Treatment Plant Site Visit
Operations Building
Electrical:

The Operations Building includes an electrical
room in addition to general administration rooms.

The building was constructed in 2010 as part of
the New WTP expansion.

The major electrical equipment within the
Operations Building electrical room includes:
▪ Main Switchboard “MSB” (with IID
utility meter)
▪ ATS
▪ Standby Diesel Generator (outside ops bldg.)
▪ Main Distribution Board MDB
▪ Panelboard P1 and Transformer T-1 (ops bldg.)
▪ Panel HA (ops bldg.)
▪ MCC-1 (powers backwash and waste pumps)
The electrical equipment in the electrical room
appeared to be in good condition, with an
estimated 15 years of useful life remaining based
on its age. Staff did not report any issues with the
electrical equipment in the operations building or
the standby generator located outside. Staff
reported that the generator capacity is sufficient
for the plant, and that an annual maintenance

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Table 7-1. New Water Treatment Plant Site Visit
service and load bank test was just performed on
the generator. The generator appeared to be in
good condition.

No arc flash stickers were observed on the
electrical equipment in the electrical room, nor on
the standby generator. A power system study is
recommended to be performed and arc flash
stickers installed, and a study update and new
stickers performed every 5 years after, or electrical
systems are done if earlier, per NFPA 70E (Rec 1).

No third-party maintenance/testing stickers were
observed on the electrical equipment, nor on the
standby generator, other than a ground fault test
done on MSB’s main breaker in 2009. Testing and
maintenance is recommended every 3 years per
the NETA ATS standard by a NETA-certified
company. Testing ensures equipment works
properly, protects properly, and identifies
equipment issues. The third-party testing is not
included as a CIP recommendation, as it is
considered an operations and preventative
maintenance activity.

Staff reported that the underground hand holes
have flooded in the past. Staff asked for
recommendations to address this issue, including
possibly replacing the hand holes with new hand
holes with sumps and pea gravel under for
drainage. According to the record drawings, there
are 10 such hand holes around the site. Replacing
the hand holes in their entirely is not
recommended because it would be costly, affect
plant operation and take equipment out of service.

Modifications are recommended to address this
concern (Rec 2).

The Operations Building interior lighting appears to
be in good condition, with no issues noted by staff.

Staff noted that all the new water treatment
plant’s exterior lighting is the old High Pressure
Sodium type. City plans to upgrade the lighting
internally; therefore, this improvement is not
included in CIP.

The major control panels within the Operations
Building electrical room includes:
▪ LCP-100

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Table 7-1. New Water Treatment Plant Site Visit
A server/network rack with:
▪ A Dell PowerEdge R410 server appears to be
at or past the end of its lifecycle per Dell’s
website, which means Dell no longer provides
direct support for it.
▪ The Dell PowerEdge R430 server appears to
be at or past the end of its lifecycle per Dell’s
website, which means Dell no longer provides
direct support for it.
▪ The Dell PowerEdge R230 server appears to
be at or past the end of its lifecycle per Dell’s
website, which means Dell no longer provides
direct support for it.
▪ Networking equipment, which appears to be in
good condition.
▪ A cloud managed video surveillance provider
device.

Dudek assumes that the City has a program in
place with its IT department to update its
computer systems, so such updates and
replacements won’t be recommended in this
report.

Staff reported that they have no issues with the
plant control system, PLCs, and LCPs. The PLCs
have been in service since 2009, and the control
panels appear to be in good condition. According
to the manufacturer’s website, the model number
for the ControlLogix 5561 CPU used in LCP-300
appears to have been discontinued in 2017, which
means that no new product can be purchased—
only repair or exchange services may be available.

Should PLC modules fail, it may be difficult to find
used or refurbished modules when needed. We
recommend replacing all PLCs throughout the New
WTP (Rec 3).

New WTP Operations Building Mechanical and Electrical Recommendations 1 – Perform a Power System Study and Install Arc-Flash Stickers for the entire WTP, assuming a study has not been done before.
2 – Electrical hand hole cover water intrusion recommendation options: a. Remove the concrete top and hatch of each hand hole and replace with a taller cover with a new sealable H20 rated hand hole cover. Re-grade around the 10 hand holes on site with a 2% slope away and install asphalt on re-graded area. b. Remove each existing hand hole hatch and replace with a sealed roof hatch and install bollards around hand holes so they are not driven on (roof hatches are not traffic rated). Re-grade around the 10 hand holes on site with a 2% slope away and install asphalt on re-graded area.
3 – Replace PLCs throughout the plant. Could spread the cost out by doing PLCs in one control panel at a time and keeping old PLCs for spare parts.

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Table 7-1. New Water Treatment Plant Site Visit
Chemical Building – Ferric Chloride Receiving, Storage, and Feed Room Mechanical:

The Chemical Building includes various rooms
housing chemical storage tanks, dosing pumps,
analyzers, and associated equipment. This
particular room was initially designated for Ferric
Chloride operations; however, record drawings
indicate its current use for Aluminum and Polymer.

Constructed in 2010, this room contains the
following:
▪ Two 7,000 gallon Aluminum
Chlorohydrate tanks
▪ One 2,000 gallon polymer tank
▪ Five temporary polymer totes at the time of the
site visit.

All tanks, mechanical components, and feed
pumps within the room appear to be in good
condition and are functioning as intended.

Electrical:

The major electrical equipment within the
chemical building includes:
▪ Panelboard P2 (in chem bldg., fed from
Panelboard P1)
▪ Panel HB (on chemical building exterior—not
in use)
This electrical equipment appeared to be in good
condition, with an estimated 15 years of useful life
remaining for the panelboards based on age. Staff
did not report any issues with the electrical
equipment in the chemical building.

No arc flash stickers were observed on the
electrical equipment.

No third-party maintenance/testing stickers were
observed on the electrical equipment. Testing and
maintenance is recommended every 3 years per
the NETA ATS standard by a NETA-certified
company. Testing ensures equipment works
properly, protects properly, and identifies
equipment issues. The third-party testing is not
included as a CIP recommendation, as it is
considered an operations and preventative
maintenance activity.

The interior lighting appears to be in good
condition, with no issues noted by staff.

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Chemical Building - Chlorine Receiving, Storage and Feed Rooms Mechanical:

The Chlorine Receiving and Storage Room
contains two 6,500-gallon 12.5% Sodium
Hypochlorite tanks along with associated piping
and electrical infrastructure, as identified in the
New WTP record drawings. The Chlorine Feed
Room includes two Clearwell chlorinators and five
Sodium Hypochlorite dosing pumps—two of which
supply the Clearwell Pump Station and three that
dose the below-grade vaults upstream of
the clarifiers.

These storage and mechanical facilities were
constructed in 2024 as part of the Chlorine
Conversion Project. All tanks, mechanical
equipment, and dosing systems within both
Chlorine rooms were observed to be in good
working order.

Electrical:

The interior lighting appears to be in good
condition, with no issues noted by staff.

The major control panel within the chemical
building is LCP-101. This LCP was installed when
the sodium hypochlorite system was installed
recently.
‘
New WTP Chemical Building Mechanical and Electrical Recommendations No recommendations necessary

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Clearwell Pumps
Mechanical:

Constructed in 2010, the Clearwell Pump Station
consists of four vertical turbine pumps located
outdoors at-grade. These replaced the Old WTP's
Clearwell pumps. All pumps, associated valves,
and piping are in good condition. Minor rust was
noted around flange bolts, but coatings were
intact, pipe supports were stable, and the concrete
pad was structurally sound.

A pool of water was observed on the east side of
the pad, likely due to leakage at a fitting or
coupling between the above-grade header and
below-grade piping. Fittings or couplings near the
pooling should be replaced to mitigate the
maintenance issue.

Based on operational discussions, the New WTP is
currently operating at an average production rate
of approximately 7 MGD. The facility is equipped
with clearwell pumps rated for 14 MGD and is
permitted for flows up to 21 MGD (Rec 1).

Electrical:

The major electrical equipment within the
Clearwell Electrical Building includes:
▪ Distribution Board DB-I
▪ Panelboard P4 and Transformer TP-4
▪ Four ABB ACS550 VFDs with line reactors for
the 75 HP Clearwell pumps. Per the
manufacturer’s web site, these VFDs are
obsolete and the manufacturer recommends
replacement with new VFDs (Rec 2).

The electrical building is climate controlled and
has two air conditioning units. Staff advised that
the roof air conditioning unit was recently
replaced. Staff did not advise of any HVAC
concerns.

The electrical switchboard, panelboard, and
transformer appeared to be in good condition, with
an estimated 15 years of useful life remaining
based on age. Staff did not report any issues with
the electrical equipment in the Clearwell Electrical
Building.

No arc flash stickers were observed on the
electrical equipment in the electrical room.

No third-party maintenance/testing stickers were
observed on the electrical equipment. Testing and

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maintenance is recommended every 3 years per
the NETA ATS standard by a NETA-certified
company. Testing ensures equipment works
properly, protects properly, and identifies
equipment issues. The third-party testing is not
included as a CIP recommendation, as it is
considered an operations and preventative
maintenance activity.

The Clearwell Electrical Building interior lighting
appears to be in good condition, with no issues
noted by staff.

The following items were observed at the Clearwell
pumps:
▪ All outdoor flex conduits appeared brittle,
cracked, discolored, and damaged by the sun
and elements. They did not appear to have
broken fully through. These should be replaced
as a maintenance item.
▪ Strut used to anchor the exposed conduit to
the concrete deck is severely corroded in this
area and should be replaced as a
maintenance item.

New WTP Clearwell Pumps Mechanical and Electrical Recommendations 1 – Install 4 new pumps at the Clearwell Pump Station to increase pumping capacity. 2 – Replace 4 VFDs at Clearwell Pump Station with active front end VFDs. Alternately, the City could replace two at a time and keep the old VFDs as spares in the interim to spread out the cost.

Clarifiers and Vaults
Mechanical:

Two clarifiers, constructed in 2010, treat raw
water diverted through two magnetic flow meter
and dosing vaults. Each clarifier includes primary
and secondary treatment zones. Valves, piping,
and structural elements are in overall good
condition.

Clarifier No. 1 (north) shows signs of rust and
corrosion, while Clarifier No. 2, which was recently
resurfaced, remains in excellent condition. The City
plans to take Clarifier No. 1 offline this year for
sandblasting and resurfacing.

It is recommended that the City implement a
routine maintenance schedule—including
sandblasting and resurfacing—to maintain longterm structural integrity and prolong the service life of the clarifiers. This routine maintenance
schedule is not included as a CIP

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recommendation, as it is considered an operations
and preventive maintenance activity.

Electrical:

The following items were observed at the clarifiers:
▪ All outdoor flex conduits appeared brittle,
cracked, discolored, and damaged by the sun
and elements. They did not appear to have
broken fully through. These should be replaced
as a maintenance item.
▪ Two ultrasonic level transmitters were
observed mounted to the side of Clarifier #1
without a sunshade over them. Adding a
sunshade would reduce the internal
temperature in each transmitter installed
outdoors on site during the day and protect
the display from sunlight and heat damage.

Sunshades should be added as part of
maintenance activities.
▪ City staff advised that the flow meter and valve
vault downstream of the clarifiers flooded
once in the past. Staff would like to have a
float switch or some other type of flood alarm
installed in the vault that reports back to the
Plant PLC and SCADA system (Rec 1).

New WTP Clarifiers and Vaults Mechanical and Electrical Recommendations 1 – Add a flood float switch alarm to each flow meter and valve vault downstream of the clarifiers per Staff request. Alarm to report to Plant PLC and SCADA. Cost estimate assumes we can run signals back to filter building PLC through existing conduits but need to re-pull all cables in conduit.

Filters
Mechanical:

The filter structure includes three gravity sand
filter bays, with the middle bay approximately twice
the width of the others. Overhead walkways span
all three bays. The filter piping room beneath
contains large-diameter process piping, HVAC
piping, and chlorine analyzer equipment.

All components, including filters, piping, and
ancillary systems, are in good condition. No
deficiencies were noted.

Operational feedback suggests adding two more
filters for redundancy and emergency situations. A
bypass to facilitate drainage of filters for O&M is
also recommended (Rec 1).

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It was also discussed that the staff is experiencing
valve actuators leak grease and not reach torque.

Dudek recommends replacing these actuators with
new ones (Rec 2).

Electrical:

The filters area includes an electrical building that
houses electrical equipment and control panels,
and an underground filter gallery.

The major electrical equipment within the filter
electrical room includes:
▪ MCC-2
▪ Panel HC
▪ Panel P3 and its 15 kVA transformer in MCC-2
▪ The major electrical equipment within the filter
gallery includes:
▪ Panel HF5
▪ Panel HF6
The electrical equipment appeared to be in good
condition, with an estimated 15 years of useful life
remaining based on its age. Staff did not report
any issues with the electrical equipment in the
filters area.

No arc flash stickers were observed on the
electrical equipment in the electrical room, nor on
the standby generator.

No third-party maintenance/testing stickers were
observed on the electrical equipment. Testing and
maintenance is recommended every 3 years per
the NETA ATS standard by a NETA-certified
company. Testing ensures equipment works
properly, protects properly, and identifies
equipment issues. The third-party testing is not
included as a CIP recommendation, as it is
considered an operations and preventative
maintenance activity.

The filter electrical building and filter gallery
interior lighting appears to be in good condition,
with no issues noted by staff.

The major control panels within the filters
electrical room includes:
▪ LCP-200
▪ LCP-300
Staff reported that they have no issues with the
plant control system, PLCs, and LCPs. The PLCs
have been in service since 2009, and the control
panels appear to be in good condition. According

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to the manufacturer’s website, the model number
for the ControlLogix 5561 CPU used appears to
have been discontinued in 2017, which means
that no new product can be purchased—only repair
or exchange services may be available. Should
PLC modules fail, it may be difficult to find used or
refurbished modules when needed. We
recommend replacing all PLCs throughout the New
WTP (Rec 3).

New WTP Filters Mechanical and Electrical Recommendations 1 – Construct two new filter bays and filter bypass for drainage. 2 – Replace deficient actuators.
3 – Replace PLCs throughout plant. Could spread the cost out by doing PLCs in one control panel at a time and keeping old PLCs for spare parts.

Waste Washwater Recovery Basin
Mechanical:

This 70-foot by 85-foot by 16-foot-deep basin is
located adjacent to the filter bays and includes two
submersible pumps, two duck-bill style check
valves, and associated piping. The pumps appear
to be functioning properly. However, the 36-inch
duck-bill check valve exhibits leakage when not
submerged.

It is recommended to replace this 36-inch valve
(Rec 1). Dudek further recommends either
replacing both check valves or removing and
reshaping them to restore performance. Bypass
valve is needed between the duck-bill style check
valves to drain filter bays to perform maintenance.

Electrical:

The electrical equipment at the basin appear to be
in good condition. No concerns were observed,
and staff did not advise of any concerns.

New WTP Waste Washwater Recovery Basin Mechanical and Electrical Recommendations 1 – Replace Waste Washwater Basin check valve to eliminate ongoing leakage and potentially replace both check valves to mitigate this issue in the future.

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Sludge Basins and Sludge Drying Beds
Mechanical:

Constructed in 2010 at the southern end of the
WTP site, the facility includes two adjacent
concrete sludge basins with a shared skimming
structure. To the south, two earthen sludge drying
beds, originally planned as a concrete unit, are
hydraulically connected by a PVC pipe to increase
capacity. During the site visit a temporary pump
setup was placed at the south end of the sludge
basins to transfer the water to the sludge drying
beds.

The basins and drying beds are in good condition.

No mechanical improvements are recommended
at this time.

An additional, larger sludge drying pond is
recommended, as the insufficient capacity and the
flat slope of the existing two ponds make it difficult
for staff to fully clean and maintain
The City noted concerns about the proximity of the
accumulated sludge mound to planned residential
developments west of the WTP. It is recommended
that alternative disposal options be explored.

New WTP Sludge Basins and Sludge Drying Beds Mechanical and Electrical Recommendations 1 – Construct new 150-foot by 170-foot concrete drying bed.

Backwash Pond and Pumps
Mechanical:

Located at the northwest section of the New WTP
and constructed in 2010, the backwash pond
receives waste washwater from the basin adjacent
to the filters. Once processed, vertical turbine
pumps return clean water to the Old WTP’s raw
water reservoirs and transport residual sludge to
the sludge drying beds.

City staff suggests that the pond can only
accommodate one filter backwash at a time.

Staff discussed the location of the backwash
return outlet being close to the raw water intake
causing turbidity issues downstream at the
clarifiers. Also, the valve between the northwest
and southwest ponds is not sealing properly and is
recommended to be replaced (Rec 1).

Electrical:

The electrical equipment at the backwash pump
station, including motors, disconnect switches,

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conduits, and ultrasonic level transmitter all
appear to be in good condition. No electrical
recommendations are necessary.

New WTP Backwash Pond and Pumps Mechanical and Electrical Recommendations 1 – Construct new 18-inch diameter pipeline to the raw water ponds.

7.2 Old Water Treatment Plant
Condition assessment was performed for the City’s Outdated WTP facilities including pump rooms, electrical rooms, and the raw water pump station. See Table 7-2 for the assessment that has been developed for each Old WTP facility site visit.

Table 7-2. Old Water Treatment Plant Site Visit
Distribution Pump Room
Mechanical:

The Distribution Pump Room currently contains
four split-case pumps that convey treated water
from the New WTP into the City’s pump station.

Pump trains 1, 2, and 4 were upgraded in 1994
with 200-horsepower pumps and new piping. In
2022, pump train 3 was added, replacing a former
pressure relief valve at the north end of the room.

This addition included the installation of a new
above-grade 20-inch ductile iron pipe (DIP), which
allows Pumps 1 and 3 to deliver flow to a separate
section of the pump station. Pumps 2 and 4
continue to operate using the original 30-inch
below-grade discharge piping, which was originally
shared by all four pump trains.

Each pump train is composed of the following:
▪ 4,000 GPM Aurora pump
▪ 12-inch lever-and-weight check valve
▪ 12-inch gate valve and 12-inch butterfly valve
on trains 1 and 3
▪ Two 12-inch butterfly valves on trains 2 and 4
▪ Associated components including couplings,
reducers, air release valves, and pressure
gauges
Two new butterfly valves, installed in 2024, were
observed on Pump Train 2.

It is recommended to replace all four pumps and
related mechanical equipment due to reduced
equipment size at pump train 3, potentially leaking
equipment, and surpassing the industry standard

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Table 7-2. Old Water Treatment Plant Site Visit
useful life of 30 years for pumping equipment. It
has been determined the best option is to
construct an entirely new pump station related
components and new building at the Old WTP site
(Rec 1).

Electrical:

No major electrical equipment or control panels
were observed in the Distribution Pump Room.

Electrical, instrumentation, and controls within the
room include:
▪ Lighting
▪ Pump pushbutton stations
▪ Pump-related instrumentation
▪ Junction boxes
▪ Conduit and wire
▪ Pump motors
The existing distribution pump room is open to the
outdoor environment, in that louvers with a slat
missing were observed in the open position.

The following items were observed in the
Distribution Pump Room:
▪ Could not determine the age of the existing
motors, however the motor manufacturer does
not appear to be in business.
▪ We could not determine the age of the existing
power conductors to each distribution pump.

Assuming they are the same age as the
existing SWBD-B, then the conductors are
beyond their useful life.
▪ The existing room lighting appears to be a mix
of original light fixtures and modified original
fixtures utilizing LED screw-in bulbs and the
original building conduit and wire. Due to the
amount of daylight entering the room, the
lighting levels could not be fully observed. The
lighting appears to be well beyond its useful
life and likely provides insufficient light levels
for staff to work on the equipment. No
emergency lighting was observed in this room.
▪ Water was present on the floor in the room
near Pump 3. It appears that water was
present on the floor in the past in the room due
to white deposits that remain on the floor.

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▪ Most conduits appear to be exposed and
routed overhead within the room. There are a
few conduits routed along the floor, other
conduits near the floor, and conduits under the
pumps that appear to be corroded. One
conduit was observed to be supported/hung
from coat-hanger type metal from a valve
handwheel.
▪ The pressure gauge on one pump was dark
and hard to read.
▪ A flexible conduit for controls at Pump 3 that
may have been the check valve open status
signal appears to not be in use.
▪ The conduit for Pump 3 limit switch is being
supported by a coat-hanger type metal from a
valve handwheel. The limit switch is still there
but not in use, as it appears to not be near the
pump’s check valve.

It is recommended to replace the entire distribution
pump system, electrical distribution, and controls
in a new location because the existing motors and
electrical distribution equipment far exceeds the
industry standard useful life of 30 years. This
would include construction of an entirely new
distribution pump station on a new Utility electrical
service with a new standby generator, ATS,
switchboard, and VFDs in a new electrical building.
(Rec 1).

Clearwell Pump Room
Mechanical:

The Clearwell Pump Room houses two split-case
Peerless pumps and three vertical turbine pumps,
all of which are currently inactive. During the site
visit, one of the split-case pumps was undergoing
testing and is expected to be re-piped as a fifth
pump in the Distribution Pump Room to increase
system capacity.

As part of replacing the entire pump station at the
Old WTP in a new pump station building,
mechanical equipment in the Clearwell Pump
Room would no longer be part of the new system.

Electrical:

The following items were observed in the Clearwell
Pump Room:
▪ Could not determine the age of the two existing
motors for the pumps the City plans on repurposing, however they appear to be beyond their useful life.

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▪ We could not determine the age of the existing
power conductors to each horizontal split case
pump observed in this room. Assuming they
are at least the same age as the existing
SWBD-B, then the conductors are beyond their
useful life.
▪ The existing room lighting appears to be a mix
of original light fixtures and modified original
fixtures utilizing LED screw-in bulbs and the
original building conduit and wire. Due to the
amount of daylight entering the room, the
lighting levels could not be fully observed. The
lighting appears to be well beyond its useful
life and likely provides insufficient light levels
for staff to work on the equipment. Minimal
emergency lighting was observed in this room,
and based on its physical condition observed,
may not be operable.
▪ Existing exposed conduits near and along the
floor appear to be for pump instrumentation
and controls. These conduits should be
removed and relocated.
▪ Three existing abandoned Clearwell pumps
and associated electrical and instrumentation
equipment, conduit and wire were observed to
be in place and should be removed.

Staff reports they are re-piping an existing pump in
this room to be Distribution Pump 5. Staff advised
they are installing conduit and wire, replacing the
spare VFD with a new VFD, and modifying the
electrical distribution to provide power to this pump

5. In the future, staff plans to re-pipe another
existing pump in this room to be Distribution
Pump 6.

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Table 7-2. Old Water Treatment Plant Site Visit
Electrical Room, Original MCC, Main Switchboard, ATS, and Standby Generator 1st Floor Electrical Room:

This electrical room was observed to include the
following existing electrical equipment:
▪ SWBD-B.
▪ Part of a yellow-colored Square D MCC that is
not labeled with a name.
▪ Five (5) VFDs for the Distribution Pumps, listed
in order what we observed is newest to oldest:
- VFD #1
- VFD #2
- VFD #4
- VFD #3
- Spare VFD
▪ This electrical room appears to be airconditioned by a mini split system and by a roof-top HVAC unit.
▪ Staff advised that VFD #1 is the newest VFD.
▪ Staff advised that VFD #2 was replaced inside
the old VFD’s enclosure, but did not confirm
when it was replaced.
▪ Based on the model number on the nameplate
on the front of VFDs 3 and 4, and the
manufacturer’s web site, the manufacturer no
longer sells this model, but they plan to
support it until the end of 2029.
▪ Staff is replacing the obsolete Spare VFD with
a new VFD for use on the new future
Distribution Pump #5.

It appears that staff has been keeping up with
replacing VFDs for the distribution pumps as
needed.

SWBD-B appears to be beyond its useful life. Staff
advised they are working on adding a fifth
distribution pump in the future and will have
bypass this switchboard and run conductors
directly from the 5 VFDs to the 5
distribution pumps.

A yellow-colored Square D MCC was observed-part
of it is in the electrical room, and part of it is in the hallway. It is not labeled with a name but appears
to have originally had the utility meter in it and it
fed the entire old plant site. The MCC appears
original to the plant and still powers some
equipment and the building panelboards. This MCC
is extremely beyond its useful life and should be
removed or replaced (Rec 2).

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Staff advised that some of the conductors related
to the yellow MCC, including the conductors
feeding it from the switchboard in the warehouse
are aluminum conductors that they would like
replaced.

In the lobby, SO cord was observed routed across
the hallway floor from the yellow MCC to the
transformer under the stairs for panelboard LP1.

Staff advised that the permanent underground
conductors had failed and could not be removed
from the conduit to put new conductors in. Staff
would like new conduit and wire installed to feed
the panelboard and transformer.

Staff also advised that they would like the lighting
controller equipment located within the wall
directly above Panel LP-1 replaced.
2nd Floor Electrical Mezzanine:

The mezzanine, located directly above the 1st floor
electrical room, was observed to include the
following existing electrical equipment:
▪ Switchboard 2A (not labeled in the field)
▪ VFD Isolation Transformer T100
▪ VFD Isolation Transformer T101
▪ VFD Isolation Transformer T102
▪ VFD Isolation Transformer T104
▪ VFD Isolation Transformer T103 (assumed
based on record drawings, not labeled in field)
▪ Transformer TA
▪ Panelboard PA (fed from Switchboard 2A via
Transformer TA)
Switchboard 2A’s nameplate indicates it was built
in 2015, so it has approximately 20 years of
remaining useful life. Switchboard 2A was
observed to have a 1200A main breaker. The
existing loads on this switchboard appear to utilize
all of the switchboard’s capacity, should all 4
distribution pumps be running.

Four of the five VFD isolation transformers appear
to be 35 years old and are nearing the end of their
useful life.

Transformer TA and Panelboard PA appear to be
operating beyond the end of their useful lives.

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Warehouse Electrical Equipment
(Main Switchboard):

This electrical room was observed to include the
following existing electrical equipment:
▪ Old WTP Main Breaker Section
▪ Old WTP ATS Section
▪ Old WTP Main Switchboard
▪ MCC-1
The main breaker section is provided power from
the utility company. The existing utility electrical
service is via overhead conductors from Danenberg
Drive and three utility transformers on site. Plant
staff advised that the Old WTP electrical service
and electrical system experiences surges from the
utility regularly (Rec 4). Staff reports that the New
WTP does not experience surges from the utility
like the Old WTP does. Soot on the nearby wall and
ceiling above the main breaker in the warehouse
indicate the possibility of a previous electrical
system incident. The main breaker section appears
to be beyond the end of its useful life (Rec 3).

The ATS Section appears to be beyond the end of
its useful life. Six holes in the door of the ATS
section were observed, which is a safety hazard
and should be rectified. Staff advised that they
replaced the ATS with a new ATS installed within
this existing section, but did not indicate how
recent the replacement was. The ATS did not
appear to be the bypass isolation type that allows
connection to a source safely while the transfer
switch is racked out and removed for maintenance,
repairs, or testing (Rec 3).

The main switchboard appears to be beyond the
end of its useful life and should be replaced. Many
breakers appear to be original to the switchboard,
which means they are beyond the end of their
useful lives and provide an increased risk of
operational failure and/or not protecting
equipment and staff properly (Rec 3).

MCC-1 appears to be in fair condition but appears
to be at the end of its useful life (Rec 3).

Standby Generator:

The Old WTP 1000 kW standby generator appears
to have been installed in 2009 and its control
panel has a label stating that the control panel was
replaced after 296 hours of operation, based on
observations. Generator is observed to be in good
condition, with no engine leaks or other issues

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Table 7-2. Old Water Treatment Plant Site Visit
observed. Staff advised they have no issues with
the standby generator performance nor its capacity
to power the current plant electrical load. The
ability to power more than four distribution pumps
and the Old WTP loads should be evaluated.

General Old WTP Building Observations:

Most, if not all of the existing Old WTP building
panelboards, transformers, conduit and
conductors, and lighting throughout the old WTP
appear to be far beyond the end of useful life.

No arc flash stickers were observed on any
electrical equipment.

Only one third-party maintenance/testing sticker
was observed on the electrical equipment at the
Old WTP—on the new breaker installed in the
existing yellow MCC to power the Raw Water Pump
Station MCC. Testing and maintenance is
recommended every 3 years per the NETA ATS
standard by a NETA-certified company. Testing
ensures equipment works properly, protects
properly, and identifies equipment issues. The
third-party testing is not included as a CIP
recommendation, as it is considered an operations
and preventative maintenance activity.

The PLC in MCP-10 appears to be in good condition
and is still supported by the manufacturer,
including available replacements.

Old WTP Building Mechanical and Electrical Recommendations 1 – Replace existing Old WTP distribution pumps and associated electrical equipment with a new distribution pump station on-site in a new location with an electrical utility service, ATS, standby generator, electrical distribution, VFDs, and controls in a new electrical building. Assume 8-200hp pumps. Also power the existing Raw Water Pump Station from this electrical system. Estimated construction cost: $5.8 million. 2 – Old WTP Lobby and 1st Floor Electrical Room—Remove yellow MCC in its entirety and all associated conductors. Install one switchboard at 480-volts to power all remaining existing Old WTP building electrical loads still in use that are currently powered by the MCC. Also replace Transformer TA and Panelboard PA on mezzanine. This project is only required if new pump station is not constructed. 3 – Replace existing electrical equipment in the warehouse, including all main switchboard sections, main breaker section, ATS section, and MCC-1. The new main switchboard would have breakers to power Switchboard 2A (if needed), the new recommended switchboard, and new MCC-1. Also, replace all remaining panelboards, transformers, conduit and conductors to those transformers and panelboards. Assuming 5 panelboards for building loads. This project is only required if new pump station is not constructed. 4 – Perform a Power System Study and install arc flash stickers for the entire old WTP. Assuming a study has not been done before. This project is only required if new pump station is not constructed.

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Raw Water Pump Station
Mechanical:

The Raw Water Pump Station (RWPS) facility
contains four 50 horsepower vertical turbine
pumps with exposed motors that sit at grade at the
top of the structure. The date of original
construction has not been determined and no
record drawings for the facility are available.

All mechanical components and pumps within the
pump station appear to be in good condition and
are functioning as intended. It was discussed that
Staff would like the raw water pump station pumps
to be replaced with more up to date equipment
(Rec 1).

Electrical:

The RWPS includes four pumps to pump raw water
from the canal to the raw water ponds. All motors
appear to be older WP-1 type motors. Pump 1
appears to be 50 hp, and the other three pumps
appear to be 30 hp. Only one of the four motors’
nameplates indicated the motor is inverter-duty
rated, suitable for use with a VFD. We could not
determine the age of the existing motors to advise
if they are at the end of their useful lives. Staff did not indicate any concerns with the raw water pump
motors. The conduits to the pumps appear to be in
excellent condition.

The RWPS Electrical Building was observed to
include the following existing electrical equipment:
▪ MCC-1—staff advised that this is a brand new
MCC that was just installed and is in excellent
condition.
▪ Four stand-alone ABB VFDs—staff advised that
these are newly installed and appear to be in
excellent condition.
▪ Two ultrasonic level transmitters, which appear
to be in excellent condition.
▪ LCP-80—staff advised that this control panel is
new and was recently installed. It includes and
Allen-Bradley PLC and OIT, as well as radio
communication to MCP-10 at the Old WTP
control room.
▪ The existing building lighting appears to be
fluorescent fixtures, however the lighting level
appears adequate.

The only electrical recommendation is to revise
how the raw water pump station is powered. Dudek
recommends powering the raw water pump station

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Table 7-2. Old Water Treatment Plant Site Visit
directly from the recommended new distribution
pump station electrical switchboard (Rec 2).

Structural:

The RWPS consists of a multi-level concrete
structure measuring approximately 36-feet wide by
40-feet long with elevated pumps and a small,
wood-framed control building located on the top
slab and a wood-framed deck overhang located at
the southwest. The structure is partially buried,
with sloping backfill varying approximately 6-feet
from the northwest corner to the southeast corner
of the structure.

The overall condition of the Raw Water Ponds is
considered "fair" with varying levels of minor to
severe deterioration observed and a condition
rating of 5.4. Refer to Appendix C for detailed
findings of the facility (Rec 3).

Old WTP Raw Water Pump Station Mechanical, Electrical and Structural Recommendations 1 – Replace existing Old WTP distribution pumps and associated electrical equipment with a new distribution pump station on-site with a new utility electrical service and standby generator. 2 – Power the existing Raw Water Pump Station from the new Distribution Pump Station electrical system. 3 – Repair top slab cracking and localized spalling. Repair pump support beams and strengthen with fiberreinforced polymer as soon as possible. Replace pump anchor bolts and pump base plates. Replace wood platform planking.

7.3 La Brucherie Pump Station
Condition assessment was performed for the City’s Outdated WTP facilities including pump rooms, ponds, and clarifiers. See Table 7-3 for the assessment that has been developed for each La Brucherie facility site visit.

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit Distribution Pump Room
Mechanical:

The Distribution Pump Room contains two splitcase pumps, installed in 1994, that convey potable water from the on-site La Brucherie Reservoir into
the City’s distribution system. The two pump trains
discharge into a grated below-grade header located
within the pump room.

Each pump train consists of the following:
▪ 4,000 GPM Aurora pump
▪ 14-inch lever-and-weight check valve
▪ 14-inch and 16-inch butterfly valves
▪ Associated components including couplings,
reducers, air release valves, and pressure
gauges
It is recommended to remove and replace the two
pumps and related mechanical equipment due to
surpassing the industry standard useful life of 30
years for pumping equipment. The City requested
that the project include installation of a third pump
in the space reserved for future equipment under
the original design. (Rec 1).

Electrical:

No major electrical equipment was observed in the
Distribution Pump Room. Electrical,
instrumentation, and controls within the room
include:
▪ PAX Mixer Control Panel
▪ Exhaust Fan EF-1 Combination Motor Starter
▪ Exhaust Fan EF-2 Combination Motor Starter
▪ Lighting
▪ Pump pushbutton stations
▪ Instrumentation
▪ Junction boxes
▪ Conduit and wire
▪ Pump motors
▪ Sump Pump Control Panel
The following items were observed in the
Distribution Pump Room:
▪ Could not determine the age of the existing
motors, however the motor manufacturer does
not appear to be in business.

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit ▪ We could not determine the age of the existing
power conductors to each distribution pump.

Assuming they are the same age as the
existing Distribution Switchboard A and the
motors, then the conductors are beyond their
useful life and should be replaced.
▪ The existing room lighting appears to be
original fluorescent light fixtures with LED
tubes.
▪ No emergency lighting nor exit signs were
observed in this room or in any room on site.

Addition of emergency lighting and exit signs
are not recommended as a CIP item, but are
considered part of operation and maintenance
activities.
▪ Exhaust fans EF-1 and EF-2 combination motor
starters have had their control transformers
replaced and are running.
▪ The pressure gauges on both pumps were dark
and hard to read.
▪ All conduits inside the pump distribution room
appears to be in good condition.
▪ The sump pump control panel and floats
appear to be in good condition.
▪ The crane and crane motor appear to be in
good condition. Although they may be at the
end of their useful life based on age, there is
no recommendation to replace the crane if
staff has no concerns about it.
▪ The PAX Mixer Control Panel appears to be in
good condition.

Electrical Room
The Electrical Room was observed to include the
following existing electrical equipment:
▪ Main Switchboard (with Utility meter)
▪ Bypass Isolation Type ATS
▪ Distribution Switchboard A
▪ Harmonic Filter Assembly Switchboard B
▪ Transformer T-1
▪ Panelboard P
▪ VFD Isolation Transformer T111
▪ VFD Isolation Transformer T112
▪ VFD for P-111
▪ VFD for P-112
▪ Control Panel UCP 21
▪ Control Panel MCP-11A
The Main Switchboard, ATS, Distribution
Switchboard A, Transformer T-1, Panelboard P, and
Control Panel UCP 21 all appear to be in fair to

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit good condition but also appear to be at the end of
their useful life, based on age and should be
replaced (Rec 3).

Both VFD isolation transformers appear to be 33
years old and are nearing the end of their useful
life. Dudek recommends replacing each
transformer in the next 5 years, or when its
corresponding VFD is replaced, whichever is sooner
(Rec 3).

Staff advised that the VFD for P-111 is the newest
VFD. Based on the model number on the
nameplate on the front of the VFD for P-112, and
the manufacturer’s web site, the manufacturer no
longer sells this model, but they plan to support it
until the end of 2029. It appears that staff has
been keeping up with replacing VFDs for the
distribution pumps as needed.

Staff advised that the Harmonic Filter Assembly
Switchboard B is no longer in use and has been
abandoned in place. Staff also advised that they
don’t experience electrical surges at this site, like
they do at the old WTP site. Dudek recommends
removing equipment that is no longer in use.

No arc flash stickers were observed on any
electrical equipment (Rec 2).

No third-party maintenance/testing stickers were
observed on any electrical equipment. Testing and
maintenance is recommended every 3 years per
the NETA ATS standard by a NETA-certified
company. Testing ensures equipment works
properly, protects properly, and identifies
equipment issues. The third-party testing is not
included as a CIP recommendation, as it is
considered an operations and preventative
maintenance activity.

Control Panel MCP 11A appears to be in good
condition. Based on the shop drawings found
inside the control panel, it was re-built in 2015.

The PLC in MCP-11A appears to be in good
condition and is still supported by the
manufacturer, including available replacements. A
UPS was not observed within the MCP-11A
enclosure. Dudek recommends installing a UPS as
part of operations and maintenance activities so
that the PLC remains powered during the transition
from utility power to standby generator power.

The electrical room was observed to be clean, but
very hot. Staff advised that the electrical room has

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit a working, dedicated HVAC unit. In addition, there
were many ceiling tiles observed around the
electrical room with water stains on them,
indicating either a roof leak or a condensation leak
from the HVAC unit on the roof (Rec 6).

The lighting in the electrical room appeared to be
sufficient for working conditions. The light fixtures
appear to be a mixture of T8 and T5 fluorescent
type, suspended from the ceiling. The T8 fixtures
appear to have LED-type light tubes installed. The
T8 light fixtures appear to have water stains from
the roof or HVAC water leaks. Addition of
emergency lighting and exit signs are not
recommended as a CIP item, but are considered
part of operation and maintenance activities.

Overall, Staff advised that they do not have issues
with the electrical and controls equipment at this
site.

Chlorine Room
Mechanical:

The Chlorine Room is equipped for a gas chlorine
system that is no longer in use. There is a chemical
tank and metering pump in the distribution pump
room that Staff uses to treat the distribution water.

There are no recommendations in this room.

Electrical:

An analyzer is in use in this room to measure free
chlorine in the system on site. There are no
electrical recommendations for this room.

Standby Generator Room
The existing standby generator is located indoors in
the generator room, with a 350-gallon fuel tank
adjacent to it. The generator and fuel tank appear
to be original to the pump station. Staff indicated
that they have no issues with the standby
generator and tank.

The fuel tank control panel was observed to have
an opening in it as if there is a missing component.

No fuel leaks were observed around the fuel tank.

The output breaker on the generator appears to be
original. Based on a useful life of 30 years, this
breaker is at the end of its useful life and should
be replaced. Note that no third-party testing sticker
was found on the generator’s main breaker, so the

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit City does not have a good idea of this breaker’s
ability to continue to perform its function properly.

Dudek reached out to Quinn Power Systems, a
Caterpillar Generator representative and distributor
regarding the existing diesel generator. The
representative responded that the model 3408
generator set is no longer in production, so parts
availability may become an issue. The
representative said he foresees parts availability
from Caterpillar for the diesel engine for another
10 years on this generator set model (Rec 5). QPS
also advised that many of the electrical controls
have been superseded by newer components,
which can be replaced with current production. For
example, the generator control panel is obsolete
and no longer supported. QPS can retrofit the
generator with a new Caterpillar generator control
panel (Rec 4).

There are small concrete stains under the
generator that could indicate a past leak, however,
they do not appear to be fresh.

Dudek recommends performing annual
maintenance recommended by Caterpillar on
generator, including a load bank test, if not
performed within the past year.

The lighting in the standby generator room
appeared to be sufficient for working conditions.

The light fixtures appear to be T8 fluorescent type,
suspended from the ceiling. The fixtures appear to
have LED-type light tubes installed.

Many ceiling tiles were observed around the
standby generator room with water stains on them,
potentially indicating a roof leak or some other type
of water leak above the drop ceiling.

La Brucherie Pump Station Building Mechanical and Electrical Recommendations 1 – Remove and replace the existing La Brucherie distribution pumps and associated mechanical equipment with new units to be installed at the same location within the existing building structure. Additionally, install a 3rd pump to increase capacity.
2 – Perform a Power System Study and install arc flash stickers for the electrical equipment on site. Assuming a study has not been done before.
3 - Replace the following electrical equipment and all conductors associated with them: Main Switchboard (with Utility meter), Bypass Isolation Type ATS, Distribution Switchboard A, Transformer T-1, Panelboard P, VFD Isolation Transformer T111, and VFD Isolation Transformer T112. 4 - Replace generator control panel and replace generator output breaker immediately in the short-term future.

Replacing them proactively avoids an unplanned outage when they fail and replacements may have long lead times. Have the fuel tank control panel opening repaired.

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit 5 - Replace standby generator and diesel fuel tank within the next 10 years. 6 – Repair cause of leaks from above the drop ceiling and replace tiles in the electrical room and standby generator room.

Reservoir Inlet Piping
Mechanical:

The on-site reservoir features an above-grade inlet
piping system located along the east side of the
tank.
▪ The inlet system includes the following:
▪ 18-inch steel tank penetration
▪ 18-inch butterfly valve at the point of tank
entry
▪ 16-inch altitude valve
▪ 16-inch steel bypass line
▪ Two 18-inch couplings with restrained
harnesses
▪ Three butterfly valves for bypass control.

The altitude valve is currently non-functional,
requiring manual operation for filling the tank.

Overflow is managed through a 16-inch steel
overflow line on the northeast tank wall, which
connects to an 18-inch vertical steel downpipe that
transitions into underground reinforced concrete
pipe (RCP). This pipe discharges into a detention
basin in the northeast corner of the property. A
secondary detention basin is located in the
southwest corner and is hydraulically connected to
the first via an 18-inch underground RCP. The
overflow system is also tied into the City’s storm
drain infrastructure through a 12-inch RCP and a
concrete vault located in La Brucherie Road.

It is recommended that the existing, non-functional
altitude valve be replaced with a new unit to allow
automated control of tank filling operations (Rec
1). This improvement would significantly reduce the
potential for operational error and labor-intensive
manual operation.

Electrical:

Instrumentation and controls related to the altitude
valve should be replaced when the valve is
replaced.

The flexible conduits in this area appeared to be
very weathered and should be replaced within the
next 5 years as part of operations and
maintenance activities.

There is a conduit that comes up out of the ground
to a junction box that is weathered, and appears to

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit be PVC. Dudek recommends that all conduits as
from the ninety degree bend below grade all the
way up to its end point should be PVC-Coated rigid
conduit. Instead of digging up the conduit to install
PVC-Coated rigid, Dudek recommends painting the
PVC conduit at a minimum to protect it from
degradation from the sun’s UV rays.

Staff did not advise of any electrical or
instrumentation issues on the reservoir, and no
concerns were observed.

La Brucherie Reservoir Inlet Piping Mechanical and Electrical Recommendations 1 – Remove and replace altitude valve.

Flow Meter Vault
Mechanical:

Located just east of the pump station building, the
flow meter vault measures approximately 6-feet
wide by 8-feet long and houses the site’s primary
flow metering equipment. The outlet piping from
the pump station reduces from an 18-inch to a 12-
inch line as it passes through the vault, then
expands back to 18 inches before leaving the site.

A 12-inch magnetic flow meter is currently installed
within this narrowed section. Operations staff
reported that this bottleneck has contributed to
operational inefficiencies including overheating.

It is recommended to replace the reduced 12-inch
piping section with a larger-diameter pipe, either
16-inch or maintaining 18-inch diameter
throughout, to improve flow capacity, reduce
velocity, and enhance flow measurement accuracy
(Rec 1).

Electrical:

Dudek could not enter the flow meter vault. When
the reduced 12-inch piping section is replaced with
a larger diameter pipe, we recommend installing a
new flow tube element and new flow indicating
transmitter, as well as the power and controls
cables and conductors back to the panelboard and
to the PLC. We also recommend grounding the new
flow meter with grounding rings in accordance with
manufacturer’s recommendations. If ground rods
are not present in the vault, they should be
installed at that time.

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Table 7-3. La Brucherie Pump Station and Reservoir Site Visit La Brucherie Flow Meter Vault Mechanical and Electrical Recommendations 1 – Remove and replace flow meter an upsize pump station effluent piping.

7.4 Reservoirs
Condition assessment was performed for the City’s Structural facilities including Old WTP reservoirs, La Brucherie reservoir, and WTP raw water ponds. See Table 7-4 for a brief summary of the assessment that has been developed for each reservoir site visit. See Appendix C for a detailed technical memorandum of the structural water facilities El Centro owns and operates.

Table 7-4. Reservoirs Site Visit
Old WTP Reservoir No. 1
Structural:

The WTP Reservoir No. 1 is a 2.5 million-gallon
(MG) AWWA D100 welded steel reservoir originally
constructed in 1955 and is the northernmost
reservoir at the WTP site. The reservoir measures
133’-6” in diameter with an overflow height of
approximately 24’-0”
The overall condition of the reservoir is considered
"fair" with varying levels of minor to moderate
deterioration observed and a condition rating of

5.9. Refer to Appendix C for detailed findings of the
facility (Rec 1).

Old WTP Reservoir No. 2
Structural:

The WTP Reservoir No. 2 is a 2.5 million-gallon
(MG) AWWA D100 welded steel reservoir originally
constructed in 1955 and is located between
Reservoir No. 1 and Reservoir No. 3 at the WTP
site. The reservoir measures 133’-6” in diameter
with an overflow height of approximately 24’-0”.

The overall condition of the reservoir is considered
"fair" with varying levels of minor to moderate
deterioration observed and a condition rating of

4.8. Refer to Appendix C for detailed findings of the
facility (Rec 2).

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Table 7-4. Reservoirs Site Visit
Old WTP Reservoir No. 3
Structural:

The WTP Reservoir No. 3 is a 5.0 million-gallon
(MG) AWWA D100 welded steel reservoir originally
constructed in 1978 and is the southernmost
reservoir at the WTP site. The reservoir measures
197’-6” in diameter with an overflow height of
approximately 24’-6”.

The overall condition of the reservoir is considered
"good" with varying levels of minor to moderate
deterioration observed and a condition rating of

7.3. Refer to Appendix C for detailed findings of the
facility (Rec 3).

La Brucherie Reservoir
Structural:

The La Brucherie Reservoir is a 5.0 million-gallon
(MG) AWWA D100 welded steel reservoir originally
constructed in 1994 and is located at the
La Brucherie Pump Station site. The reservoir
measures 150’-0” in diameter with an overflow
height of 40’-0”. The reservoir is known to have
been repaired due to seismic damage occurring
approximately in the early to mid-2010s
The overall condition of the reservoir is considered
"good” with varying levels of minor to moderate
deterioration observed and a condition rating of

7.2. Refer to Appendix C for detailed findings of the
facility (Rec 4).

WTP Raw Water Ponds
Structural:

The WTP Raw Water Ponds consist of four (4)
concrete-slope and lined ponds, each measuring
approximately 315-feet wide by 520-feet long from
the outer edges of the sloping concrete
embankments. The ponds are divided by earthen
berms with asphalt pavement along the top of the
berm. the ponds were originally constructed as two
(2) ponds, one North pond and one South pond,
and were subsequently divided into four (4) ponds
by means of the construction of a central, NorthSouth embankment with new sloping embankment concrete.

Based on input from City operations staff, raw
water currently flows from the raw water ponds to
the clarifiers by gravity; however, gravity flow can
utilize only approximately three days of storage

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Table 7-4. Reservoirs Site Visit
rather than the full pond capacity. To enable full
use of the raw water pond storage, it is
recommended that a pump station be installed
between the raw water ponds and the clarifiers.

The overall structural condition of the Raw Water
Ponds is considered "fair” with varying levels of
minor to severe deterioration observed and a
condition rating of 5.8. Refer to Appendix C for
detailed findings of the facility (Rec 5).

Reservoirs Recommendations
1 – Old WTP Reservoir No. 1: Recoat interior and exterior of reservoir within 5 years. Replace appx. 10% of roof framing and hardware. Perform minor metallic surface repairs and patching. Replace interior ladder, roof hatches, and center vent. Replace roof handrailing system. 2 – Old WTP Reservoir No. 2: Recoat exterior of reservoir within 5 years. Recoat interior of reservoir as soon as possible. Replace all roof framing including columns, rafters, girders, connections, and hardware. Perform minor metallic surface repairs and patching. Replace interior ladder, roof hatches, and center vent. Replace roof handrailing system.
3 – Old WTP Reservoir No. 3: Recoat interior and exterior of reservoir within 10 years. Repair base plate bearing pad. Replace interior ladder. Repair roof hatch lifting mechanisms as soon as possible. Replace roof handrailing system. Continue to monitor structure.
4 – La Brucherie Reservoir: Recoat exterior of reservoir within 5-10 years. Recoat interior of reservoir as soon as possible. Perform minor metallic surface repairs and patching. Repair base plate bearing pad. Replace interior ladder.
5 – WTP Raw Water Ponds: Add pump between raw water ponds and clarifiers. Repair cracking by means of epoxy injection Replace original sloping embankment concrete at Pond No. 3 and Pond. No 4. Continue to monitor Pond No. 1 and Pond No. 2.

7.5 Malfunctioning Valves for Replacement
As part of the CIP recommendations in this report, El Centro Operations and Maintenance personnel identified malfunctioning valves to be replaced. Table 7-5 provides a list of the malfunctioning valves to be replaced.

Table 7-5. Malfunctioning Valves
Cross Streets Valve Number
1 Ocotillo / La Brucherie 3 Watervalves not shown in GIS 2 Imperial Ave / Pepper 19-12GV083
3 Ross / Imperial Ave 19-12GV127
4 Ross / Imperial Ave 19-12GV018
5 3rd St / Aurora 19-15GV061
6 Broadway / 12th St 21-13GV057
7 4th St / Hamilton 20-14GV021
8 3rd St / Hamilton 20-14GV027
9 Orange Ave / 1st St 20-15GV058

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Table 7-5. Malfunctioning Valves
Cross Streets Valve Number
10 E. Brighton / 1st St 21-15GV030
11 E. Orange / Dogwood 20-16GV036
12 S. Hope / Heil Ave 20-15GV014
13 12th St / Vine 20-13GV020
14 7th St / Brighton 21-13GV104
15 Woodward / Imperial Ave 22-12GV031
16 Pico / 8th St 24-13GV034 /24-13GV035
17 7th St / Buena Vista 24-13GV008 / 24-13GV009
18 6th St / Buena Vista 24-14GV010
19 12th St / Pico 24-13GV012 /24-13GV011
20 Sandy / 7th St 23-14GV060
21 Imperial Ave / Lenrey Ave 19-12GV006
22 Ross / Imperial Ave 19-12GV103
23 Park / 12th St 22-13GV088
24 Ocotillo / Imperial Ave 18-12GV005 /18-12GV008
23 Park / 12th St 22-13GV088
24 Ocotillo / Imperial Ave 18-12GV005 / 18-12GV008

7.6 Aging Pipelines
Figure 7-1 presents the age and condition assessment of the City’s water distribution system pipelines, based on the City’s GIS data. The water mains were color-coded by installation year and material type, since the useful life expectancy varies by material (e.g., asbestos cement pipe typically lasts longer than steel pipe). Segments shown in red represent pipelines that have exceeded their useful life, while orange and yellow indicate mains that are approaching the end of their useful life within 20 years and 10 years, respectively.

Based on this evaluation, two transmission mains, 24-in on 8th St between Driftwood Dr and Wensley Ave, and 18-in on Imperial Ave between Smoketree Dr and Ross Ave, are recommended for near-term replacement due to their large diameter and critical importance to system reliability (Projects Age-1 and Age-2 in CIP list).

The other red lines shown in Figure 7-1 are 12-inches in diameter or smaller are located within areas of the distribution system that feature a looped network, providing directional redundancy through parallel pipelines. As a result, these segments were not identified as candidates for CIP projects

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Figure 7-1 Pipelines Useful Life

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7.7 Findings and Recommendations
Recommended improvements, priorities and types of issues/risks for all the above-mentioned facilities that were assessed during the site visits are summarized in Table 7-6.

Table 7-6. Water Facilities Condition Assessment Summary Facility
Component
Asset
Discipline
Recommended Improvement
Description Priority
Type of Issue/
Risk
New WTP
Waste Wash
water Basin
Mechanical Replace check valve(s) to eliminate leaking. Medium Potential Operational Failure
Operations
Building
E&IC Perform a Power System Study and Install
Arc-Flash Stickers for the entire WTP.

Assuming a study has not been done
before.

Medium Safety
Operations
Building
E&IC/Civil Electrical hand hole cover water intrusion
recommendations:

1. Remove the concrete top and hatch of
each hand hole and replace with a taller
cover with a new sealable H20 rated
hand hole cover. Re-grade around the
10 hand holes on site with a 2% slope
away and install asphalt on re-graded
area.

2. Remove each existing hand hole hatch
and replace with a sealed roof hatch
and install bollards around hand holes
so they are not driven on (roof hatches
are not traffic rated). Re-grade around
the 10 hand holes on site with a 2%
slope away and install asphalt on regraded area.

Low Potential
Operational Failure
Clearwell
Pumps
Mechanical Install 4 new pumps on a concrete pad. Low Insufficient Capacity
Clearwell
Pumps
E&IC Replace 4 VFDs at Clearwell Pump Station
with active front end VFDs.

Alternately, the City could replace two at a
time and keep the old VFDs as spares in the
interim to spread out the cost.

Medium End of useful life,
new parts not
available
Clarifiers and
Vaults
E&IC Add a flood float switch alarm to each flow
meter and valve vault downstream of the
clarifiers per Staff request. Alarm to report
to Plant PLC and SCADA. Cost estimate
assumes we can run signals back to filter
building PLC through existing conduits but
need to re-pull all cables in conduit.

Low Staff request.

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Table 7-6. Water Facilities Condition Assessment Summary Facility
Component
Asset
Discipline
Recommended Improvement
Description Priority
Type of Issue/
Risk
Operations
Building and
Filters
E&IC Replace PLCs throughout plant.

Could spread the cost out by doing PLCs in
one control panel at a time and keeping old
PLCs for spare parts.

Medium End of useful life,
new parts not
available
Filters Mechanical /
Structural /
E&IC
Construct and install new filter building with
two bays. Install a bypass line for filter
drainage and replace faulty actuators in the
existing filter building.

Low Operational
Concern
Drying Beds Structural /
Mechanical
Construct new 150-foot by 170-foot
concrete drying bed.

Low Insufficient
Capacity
Backwash
Pond
Mechanical Construct new 18-inch diameter pipeline to
the raw water ponds.

Low Operational
Concern
Old WTP
Old WTP
Building -
Distribution
Pump Room
Mechanical/
E&IC
Construct an entirely new building to house
the new distribution pumping system and
electrical and controls system, including
pumps, piping, electrical distribution, and
controls as a new distribution pump station
in a new location with its own new electrical
utility service, ATS, standby generator,
electrical distribution, 8 VFDs, and controls
in a new electrical building. Electrical
assumptions for 8-200HP pumps. (Includes
1500kW generator for 7-200HP distribution
pumps).

Demolition of Old WTP Building.

High End of useful life
Old WTP
Building
E&IC Old WTP Lobby and 1st Floor Electrical
Room—Remove yellow MCC in its entirety
and all associated conductors. Install one
switchboard at 480-volts to power all
remaining existing Old WTP building
electrical loads still in use that are currently
powered by the MCC, such as sump pumps,
lighting, office, and warehouse loads. The
new switchboard could be located in the 1st
floor electrical room where the MCC is
currently located. Also replace Transformer
TA and Panelboard PA on mezzanine.

This project is only required if new pump
station is not constructed.

Low Beyond end of
useful life.

Old WTP
Building
E&IC Warehouse Electrical Equipment—Replace
existing electrical equipment in the
warehouse, including all main switchboard
sections, main breaker section, ATS section,
and MCC-1. The new main switchboard
would have breakers to power Switchboard
Low Beyond end of
useful life.

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Table 7-6. Water Facilities Condition Assessment Summary Facility
Component
Asset
Discipline
Recommended Improvement
Description Priority
Type of Issue/
Risk
2A (if needed), the new recommended
switchboard, and new MCC-1. The new ATS
should be a bypass isolation ATS type. Also,
replace all remaining panelboards,
transformers, conduit and conductors to
those transformers and panelboards.

Assuming 5 panelboards for building loads.

This project is only required if new pump
station is not constructed.

Old WTP
Building
E&IC General Old WTP Building— Perform a Power
System Study and install arc flash stickers
for the entire old WTP.

Assuming a study has not been done
before.

This project is only required if new pump
station is not constructed.

Medium Safety
Raw Water
Pump Station
Structural Repair top slab cracking and localized
spalling. Repair pump support beams and
strengthen with fiber-reinforced polymer as
soon as possible. Replace pump anchor
bolts and pump base plates. Replace wood
platform planking.

Medium Material
degradation
Raw Water
Pump Station
Mechanical /
E&IC
Replace distribution pumps and associated
electrical equipment with a new utility
electrical service and standby generator.

Low Equipment upgrade
Raw Water
Pump Station
E&IC Power the existing Raw Water Pump Station
from the new Distribution Pump Station
electrical system.

Low Equipment upgrade
La Brucherie Pump Station and Reservoir Site
Distribution
Pump Room
Mechanical Remove and replace two distribution pumps
and related equipment in existing building.

Install 3rd pump to increase capacity.

High End of useful life
Reservoir
Inlet Piping
Mechanical Replace altitude valve and related
components.

High Non-functional
Flow Meter
Vault and
Piping
Mechanical Upsize and upgrade pump station effluent
piping, flow tube and flow indicating
transmitter.

Medium Inefficiency
Entire site E&IC Perform a Power System Study and install arc flash stickers for the electrical
equipment on site.

High Safety
Electrical
Room
E&IC Replace the following electrical equipment
and all conductors associated with them:
▪ Main Switchboard (with Utility meter)
▪ Bypass Isolation Type ATS
▪ Distribution Switchboard A
Medium End of useful life

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Table 7-6. Water Facilities Condition Assessment Summary Facility
Component
Asset
Discipline
Recommended Improvement
Description Priority
Type of Issue/
Risk
▪ Transformer T-1
▪ Panelboard P
▪ VFD Isolation Transformer T111
▪ VFD Isolation Transformer T112
Pump Station
Building
Structural Repair cause of leaks from above the drop
ceiling and replace tiles in the electrical
room and standby generator room.

High Safety issue,
operational issue
Standby
Generator
Room
E&IC Replace generator control panel and
replace generator output breaker
immediately in the short-term future.

Replacing them proactively avoids an
unplanned outage when they fail and
replacements may have long lead times.

Have the fuel tank control panel opening
repaired.

High Avoids operational
failure and
unplanned site
outage
Standby
Generator
Room
E&IC Replace standby generator and diesel fuel
tank within the next 10 years.

Medium Approaching the
end of useful life
Structural Facilities
Old WTP
Reservoir
No. 1
Structural Recoat interior and exterior of reservoir
within 5 years. Replace appx. 10% of roof
framing and hardware. Perform minor
metallic surface repairs and patching.

Replace interior ladder, roof hatches, and
center vent. Replace roof handrailing
system.

High Material
degradation
Old WTP
Reservoir
No. 2
Structural Recoat exterior of reservoir within 5 years.

Recoat interior of reservoir as soon as
possible. Replace all roof framing including
columns, rafters, girders, connections, and
hardware. Perform minor metallic surface
repairs and patching. Replace interior
ladder, roof hatches, and center vent.

Replace roof handrailing system.

High Material
degradation
Old WTP
Reservoir
No. 3
Structural Recoat interior and exterior of reservoir
within 10 years. Repair base plate bearing
pad. Replace interior ladder. Repair roof
hatch lifting mechanisms as soon as
possible. Replace roof handrailing system.

Continue to monitor structure.

Low Material
degradation
La Brucherie
Reservoir
Structural Recoat exterior of reservoir within 5-10
years. Recoat interior of reservoir as soon
as possible. Perform minor metallic surface
repairs and patching. Repair base plate
bearing pad. Replace interior ladder.

Low Material
degradation

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Table 7-6. Water Facilities Condition Assessment Summary Facility
Component
Asset
Discipline
Recommended Improvement
Description Priority
Type of Issue/
Risk
WTP Raw
Water Ponds
Structural Repair cracking by means of epoxy injection
Replace original sloping embankment
concrete at Pond No. 3 and Pond. No 4.

Continue to monitor Pond No. 1 and Pond
No. 2.

Medium Material
degradation

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8 Water Quality Analysis
This section introduces the evaluation of water quality data for the City as part of the 2025 Water Master Plan Update. It focuses on identifying contaminants of concern and understanding regulatory trends that influence monitoring and treatment requirements. A key area of emphasis is emerging contaminants such as PFAS, which are subject to evolving federal and state standards. The chapter also outlines the framework for reviewing water quality performance against established criteria.

Assessing water quality is essential for protecting public health and ensuring compliance with current and future regulations. By defining the approach for evaluating contaminants and anticipating treatment needs, this chapter provides the foundation for proactive planning and resource allocation. Establishing this context helps the City maintain safe drinking water and prepare for regulatory changes that could impact system operations.

8.1 Water Quality Testing
Between 2018 and 2023, the City’s water quality testing revealed consistent exceedances of MCLs for aluminum and iron, which are set by the U.S. Environmental Protection Agency (EPA) under the Safe Drinking Water Act (EPA, National Primary Drinking Water Regulations). Additionally, a single test in 2023 detected elevated levels of chromium. The contaminants were likely associated with chemicals used in the treatment process, which the City addressed at that time. The following sections present the test results for contaminants that exceeded MCLs over the past six years, demonstrate that subsequent sampling has shown no further exceedances, and summarize results from PFAS testing.

8.1.1 Aluminum
Per EPA regulations, the maximum contaminant level (MCL) for aluminum in drinking water is 200 µg/L, which was exceeded at multiple sampling locations between 2018 and 2023. Figure 8-1 presents the total annual number of aluminum MCL exceedances in El Centro’s drinking water during this period. Exceedances were relatively low in 2018 and 2019, increased sharply to a peak of 10 in 2020, and declined to 1 in 2021. No exceedances were observed in 2022, and a single exceedance was recorded in 2023. Overall, the data show a downward trend in aluminum concentrations following the 2020 peak, indicating that the City’s measures to control aluminum levels have been largely effective.

8.1.2 Iron
Per EPA regulations, the maximum contaminant level (MCL) for iron in drinking water is 300 µg/L. Several sampling locations exceeded this threshold between 2018 and 2020, as shown in Figure 8-2, which presents the annual frequency of iron MCL exceedances in El Centro’s drinking water. Exceedances were relatively low in 2018 and 2019, peaked in 2020 with seven occurrences, and have been minimal or nonexistent from 2021 through 2024.

This overall decline indicates that the City’s measures to control iron concentrations in the water system have been largely effective.

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Figure 8-1 Annual Frequency of Aluminum MCL Exceedances Figure 8-2 Annual Frequency of Iron MCL Exceedances

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8.1.3 Total Chromium
In California, the State Water Resources Control Board has set the MCL for total chromium in drinking water at 50 µg/L, which is more stringent than the federal EPA standard of 100 µg/L. From 2018 to 2024, this limit was exceeded only once in 2023, with a recorded level of 140 µg/L. All other monitoring results during this period remained below the MCL. Given the isolated nature of this exceedance and the absence of a recurring trend, no additional treatment measures or increased sampling frequency are currently recommended for chromium in the City’s water system.

8.1.4 Conclusions
Since the aluminum, iron, and total chromium found in the water quality sampling are trending down since 2020, recommendations for containing these contaminants are not necessary.

The City of El Centro requested and received approval from the State Water Resources Control Board (SWRCB), to reduce the frequency of aluminum and iron effluent testing. As documented in the SWRCB’s letter dated February 5, 2025, titled Reduced Secondary Standards Effluent Monitoring for Iron and Aluminum – El Centro, City of System No. 1310004, testing is now required on a quarterly basis. It is anticipated that this issue has been resolved and testing requirements will continue to be reduced.

8.2 PFAS
Per- and polyfluoroalkyl substances (PFAS) are a class of synthetic chemicals that have been produced by the fluorochemical industry for over 85 years. These compounds are of growing concern due to their persistence in the environment and potential to contaminate drinking water sources. According to the State Water Resources Control Board (SWRCB), the primary sources of PFAS contamination in drinking water include fire training sites, industrial facilities, landfills, and wastewater treatment plants. PFAS have the potential to migrate into groundwater, surface waters, and reservoirs, resulting in widespread environmental exposure. Consequently, it is critical for the City to monitor and regularly test PFAS concentrations in its water supply.

8.2.1 Federal Regulations
In April 2024, the EPA finalized the National Primary Drinking Water Regulations (NPDWR), establishing enforceable MCLs for six PFAS compounds in drinking water, as summarized in Table 8-1.

Table 8-1. MCLs for Six PFAS Compounds
Compound Final MCL (Enforceable levels)
PFOA 4.0 ppt
PFOS 4.0 ppt
PFHxS 10 ppt
PFNA 10 ppt
HFPO-DA (aka GenX chemicals) 10 ppt
Mixtures containing two or more of PFHxS, PFNA, HFPO-DA, and PFBS
1 (unitless)
Hazard Index

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In May 2025, the EPA rescinded the adopted MCLs for PFHxS, PFNA, HFPO‑DA, and the Hazard Index for mixtures; the MCLs for PFOA and PFOS remain enforceable.

For public water systems serving more than 10,000 people, four consecutive samples per entry point must be collected within a 12-month period, with sampling intervals of two to four months. All analyses must be performed using EPA-approved laboratory methods. A trigger level of 2.0 ppt applies for both PFOA and PFOS.

Public water systems are required to complete initial monitoring by 2027 and continue ongoing monitoring thereafter. Although the original EPA deadline for systems to reduce PFAS levels exceeding MCLs was 2029, this compliance deadline has recently been extended to 2031.

8.2.2 State Regulations
In March 2024, the State Water Resources Control Board (SWRCB) issued Order DW 2024‑0002‑DDW, requiring all public water systems to monitor PFAS compounds at their water sources. Under this Order, if monitoring results confirm the presence of PFAS, the community water system must report the detection in its annual Consumer Confidence Report (CCR). Section 116378, subdivision (c)(1) further specifies that, unless the affected water source is taken out of service or new data indicate that the applicable response level is no longer exceeded, the system must continue to provide notice of the exceedance in its CCR.

In April 2024, the Office of Environmental Health Hazard Assessment (OEHHA) adopted Public Health Goals (PHGs) for two PFAS compounds in California:
▪ PFOA: 0.007 ppt
▪ PFOS: 1 ppt
These PHGs are more stringent than the federally established Maximum Contaminant Levels (MCLs) for the same compounds. California is expected to implement additional PFAS regulations in the near future, with updates posted on the California Water Boards website1.

8.2.3 Testing and Recommendations
The City of El Centro conducts quarterly PFAS testing through tracer studies. According to the test results provided by the City, PFAS was not detected in any of the samples collected on the following dates: October 16, 2023; January 9, 2024; April 16, 2024; and August 28, 2024.

These results suggest that PFAS is not currently a concern for the City’s water supply. However, the City should continue regular testing to stay in compliance with expected state and federal regulations. If future tests show higher levels of PFAS, the City will review the results and take appropriate action.

When PFAS is detected in a water source, regulatory requirements distinguish between notification levels and action levels. If concentrations exceed the notification level, the City is required to inform the public of the detection.

Exceedances above the action level trigger more stringent measures, including taking the affected well or source out of service. Additionally, wastewater treatment plants with an influent flow greater than 1 MGD are required to monitor PFAS in both biosolids and effluent.
1 https://www.waterboards.ca.gov/drinking_water/certlic/drinkingwater/swrcb-ddw-24-001.html

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It is recommended for El Centro to discontinue the practice of employing tracer studies to measure for PFAS. Tracer studies are not acceptable for measuring PFAS under the State Water Board regulations. The approved methodology is EPA Method 533, which quantifies specific PFAS compounds via mass spectrometry. To maintain sample integrity, glass and polytetrafluoroethylene containers should be avoided. Acceptable sampling containers are listed in Table 8-2. This table also outlines the sampling procedures required by EPA Method 533 to ensure compliance with current PFAS sampling standards.

Table 8-2. EPA Method 533 for PFAS Sampling
Analysis Method Sampling Requirements for U.S. EPA 533 Method Sample Type Grab Sample
Sample Volume 100-250 mL, samples do not need to be headspace free Sample Container Polypropylene or polyethylene bottle with polypropylene or polyethylene screw caps
Preservation Ammonium acetate (1 g/L concentration)
Shipping Ship at <10ºC
Laboratory Storage and Holding Time Must be received by lab within 48 hours of sampling and stored at or below 6ºC. Samples must not be frozen.

Duplicate Samples and Matrix Spike
Requirements
Within each extraction batch, analyze a minimum of one field duplicate or laboratory fortified sample matrix duplicate.

8.3 Other Regulations

8.3.1 Disinfection Byproducts
The EPA is currently in the process of reviewing the Microbial and Disinfection Byproducts (DBP) Rules and anticipates changes to these rules in 2025. These rules aim to reduce drinking water exposure to DBPs, which are used to kill pathogens found in source water locations (such as lakes, rivers, reservoirs, and groundwater aquifers).

Disinfectants can react with natural materials in the water to form byproducts and these byproducts are harmful to public health.

The EPA requires public water systems to conduct quarterly monitoring of DBPs and to take samples at locations representing the maximum residence time in the distribution system.

8.3.2 State Regulations Effective in 2021
Revision of Monitoring of Total Coliform
The monitoring frequency for total coliform has been revised under updated regulatory requirements. For water systems serving a population between 41,001 and 50,000—which includes the City of El Centro—the minimum number of required samples has increased from 12 to 50 samples per month. The City is currently in compliance with this new sampling frequency, as 2023 monitoring data confirm that at least 50 samples were collected each month.

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The agency must submit a monthly summary of bacteriological monitoring results to the State Board. These requirements are outlined in § 64423.1 of SBDDW-20-0022

8.3.3 State Regulations Effective in 2024
Adoption of Hexavalent Chromium MCL
Agencies that have a water system with 10,000 service connections or greater must comply with the hexavalent chromium MCL of 10 ppb by October 1, 2026. The Detection Limit for purposes of reporting (DLR) is 0.1 ppb. Water systems are required to take the initial sample for hexavalent chromium by April 1, 2025.

Revision of Detection Limit for Perchlorate
The new detection limit for perchlorate is 0.002 mg/L (previously 0.004 mg/L).

8.3.4 Future State Regulatory Requirements
In 2018, California Senate Bill (SB) 1422 directed the State Water Resources Control Board (SWRCB) to develop a standardized methodology for testing microplastics in drinking water, establish requirements for a four-year monitoring and reporting program, and publicly disclose the results. Under this mandate, the SWRCB designated certain large public water systems to participate in the statewide monitoring plan. Although the City of El Centro was not selected as a participant, the City should anticipate more stringent monitoring and reporting requirements in the future as results from the four-year study become available and regulatory agencies advance the development of microplastics standards.

8.4 Review of Chapter 28 of City’s Municipal Code

8.4.1 Review of City Water Quality Protections
Article II of Chapter 28 of the City’s Municipal Code protects the public water supply against potential crossconnections that may cause contamination. This article outlines requirements for backflow prevention devices and grants the City authority to terminate water service if a threat to the public water supply is encountered.

8.4.2 Review of City Water Conservation Enforcement
The following state bills are relevant to the City’s enforcement of conservation measures:
▪ AB 1572 (effective 2024): Prohibits the use of potable water for irrigation of nonfunctional turf at commercial, industrial, municipal, and institutional properties. ▪ SB 606 and AB 1668 (effective in 2018 and expanded in 2025): Require urban water suppliers to implement best management practices for the largest water consumers. 2 https://www.waterboards.ca.gov/drinking_water/certlic/drinkingwater/docs/rtcr/t2/proposed_regulations_woal.pdf

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Article III, Chapter 28 of the City’s Municipal Code grants the City the legal authority to enforce water conservation through the following ordinances to comply with the state bills mentioned above:
▪ Section 28-50: Prohibits wasteful use of water and defines “waste” in relation to potable water use, including the use of potable water to irrigate turf, as required by AB 1572. ▪ Sections 28-51 and 28-52: Allow the City to implement a water conservation plan and evaluate the projected supply and demand for water by its customers. Section 28-52 outlines the 5-stage conservation plan that includes best management practices, as required by SB 606 and AB 1668. ▪ Sections 28-54 and 28-55: Allow for administrative enforcement (citations and penalties) of conservation measures mentioned in all other sections to ensure compliance by water users.

The City’s Municipal Code currently meets state conservation requirements.

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9 Capital Improvements Program
The following section summarizes the recommended capacity and condition improvement projects developed to address water distribution system deficiencies identified in the previous Sections. Additional recommendations include a staffing plan to enhance the operational efficiency and resiliency of the City’s water system. Lastly, the section presents planning-level engineer’s cost opinions for each recommended project as well as potential funding sources for City staff to pursue.

The recommended projects and associated cost opinions are compiled into a multi-year water CIP for implementation by the City. The water CIP is a culmination of the results and recommendations developed in the 2025 Update. Completion of the projects defined in the CIP will improve the existing level of service, ensure regulatory compliance, and address future growth throughout the City’s water system.

9.1 Pipeline Redundancy Improvement Projects
Table 9-1 lists the recommended project to improve the redundancy of the City’s water system by building pipelines that eliminate areas currently served by a single transmission main. The justification for these projects is provided in Section 6.1 of this report. Both projects are of high priority and should be completed within the next five years.

The locations of these projects are shown in Table 9-2.

Table 9-1. Recommended Pipeline Redundancy Improvements Project
ID Project Name Description Justification
Redun-1 S Imperial Ave
Connection
Build 1,350 LF of new 18-in pipeline to
close the loop between Danenberg Dr
and Manuel A Ortiz Ave.

Improve Redundancy and Water
Quality in Existing System
Redun-2 Farnsworth Ln
Connection
Build 2,000 LF of new 20-in pipeline to
close the loop between Dannenberg Dr
and Quail Run Dr.

Improve Redundancy and Water
Quality in Existing System

9.2 Pipeline Capacity Improvement Projects
Based on the results of the capacity analysis, seventeen (17) pipeline improvement projects are recommended to address anticipated fire flow capacity deficiencies under Existing (2025) conditions, as listed in Table 9-2. The justification for these projects is provided in Section 6.2 of this report. Projects FF-1 and FF-2 are considered high priority, as they involve relatively short pipe segments that can resolve multiple fire flow deficiencies. These projects are recommended for completion within the next five years. Projects FF-3 and FF-4 are classified as medium priority and could be implemented within Year 6 through 10. The remaining projects are of lower priority and may be scheduled beyond Year 10.

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Table 9-2. Recommended Pipeline Capacity Improvements
Project
ID Project Name Description Justification
FF-1 S 2nd St Upsizing Upsize approximately 2,600 LF of existing 6-inch to 12-inch pipeline on
S 2nd St from W Orange Ave to Ross
Ave.

Improve Existing Capacity Issues
FF-2 Euclid Ave Upsizing Upsize approximately 1,300 LF of existing 8-inch to 12-inch pipeline on
Euclid Ave from 4yh St to 3rd St.

Improve Existing Capacity Issues
FF-3 El Centro Ave
Upsizing
Upsize approximately 1,300 LF of
existing 6-inch to 8-inch pipeline on
El Centro Ave from 6th St to Railroad.

Improve Existing Capacity Issues
FF-4 Adams Ave
Upsizing
Upsize approximately 1,400 LF of
existing 6-inch to 8-inch pipeline on
Adams Ave from N 6th St / the alley
between El Centro Ave and Adams Ave
to Railroad.

Improve Existing Capacity Issues
FF-5 E Main St Upsizing Upsize and add approximately 1,900 LF of existing 6-inch to 8-inch pipeline
on Main St from Dogwood Rd to
Fairfield Dr.

Improve Existing Capacity Issues
FF-6 S 4th St Upsizing Upsize existing 4" from Wensley to Ross Ave to 8"; build new 8" between
Ross and Desert Gardens Dr; upsize
existing 6" from Desert Gardens to
Aurora Dr to 8".

Improve Existing Capacity Issues
FF-7 Yucca Dr
Connection
Build 100 LF of new 8-in pipeline to
close the loop across 4th St.

Improve Existing Capacity Issues
FF-8 Brighton Ave
Connection
Build 400 LF of new 8-in pipeline to
connect the McGee Park hydrant to
nearby 18" line.

Improve Existing Capacity Issues
FF-9 Heil Ave Upsizing Upsize approximately 600 LF of
existing 6" to 12" pipeline from 3rd St
to the Railroad.

Improve Existing Capacity Issues
FF-10 Hamilton Ave
Upsizing
Upsize approximately 700 LF existing
6" to 12" pipeline from 3rd St to the
Railroad.

Improve Existing Capacity Issues
FF-11 Maple Ave
Upsizing
Upsize approximately 800 LF existing
6" to 12" pipeline from 3rd St to the
Railroad.

Improve Existing Capacity Issues
FF-12 Cedar Ave Upsizing Upsize approximately 700 LF existing 6" to 12" pipeline from 3rd St to the
Railroad.

Improve Existing Capacity Issues
FF-13 New St Upsizing Upsize approximately 600 LF of
existing 6" to 10" pipeline from Orange
Ave to New St.

Improve Existing Capacity Issues
FF-14 W Brighton Ave
Upsizing
Upsize approximately 2,000 LF of
existing 6" to 12" pipeline from 8th St
to 5th St.

Improve Existing Capacity Issues

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Table 9-2. Recommended Pipeline Capacity Improvements
Project
ID Project Name Description Justification
FF-15 W Holt Ave
Upsizing
Upsize approximately 2,700 LF of
existing 6" to 12" pipeline from 10th
St to 5th St.

Improve Existing Capacity Issues
FF-16 W Heil Ave
Upsizing
Upsize approximately 2,000 LF of
existing 6" to 12" pipeline from 7th St
to 4th St.

Improve Existing Capacity Issues
FF-17 W Main St
Connection
Build 1,300 LF of new 12-in pipeline
to close the loop on Main St.

Improve Existing Capacity Issues

9.3 Pipeline Condition Improvement Projects
This section summarizes the recommended projects to improve conditions in pipelines, as listed in Table 9-3. The phasing of these projects are presented in the project cost summary Table 9-10. The justification for these projects is provided in Section 7.6 of this report. The locations of these projects are shown in Figure 9-2.

Table 9-3. Recommended Pipeline Condition Improvements
Project
ID Project Name Description Justification
Age-1 8th St Replacement Replace 24" Steel transmission main built in the 1970s to PVC pipes of the
same size.

Improve Existing Condition Issues
Age-2 Imperial Ave
Replacement
Replace 18" Steel transmission main
built in the 1950s to PVC pipes of the
same size.

Improve Existing Condition Issues
The locations of all recommended pipeline projects, including redundancy, condition, and capacity, are shown in Figure 9-1

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Figure 9-1 Pipeline Improvement Projects

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9.4 WTP Improvement Projects
This section summarizes the recommended projects to improve conditions in the old and the new water treatment plant, as listed Table 9-4 and Table 9-5, respectively. The justification for these projects is provided in Section 7.1 and Section 7.2, respectively, of this report. The phasing of these projects are presented in the project cost summary Table 9-10.

Table 9-4. Recommended New WTP Condition Improvements
Project
ID Project Name Description Justification
NWTP-1 Operations
Building
Replace PLCs throughout plant. Electrical
hand hole cover water intrusion
recommendations. Power System Study.

Includes Electrical Equipment Removal costs.

Safety
NWTP-2 Clearwell Pumps Replace 4 VFDs at Clearwell Pump Station with active front end VFDs.

Install an additional 4 new Pumps and
concrete pad north of the existing pumps.

End of useful life, new parts
not available.

Insufficient Capacity
NWTP-3 Primary Clarifiers
and Vaults
Add a flood float switch alarm to each flow
meter and valve vault downstream of the
clarifiers per Staff request. Alarm to report to
Plant PLC and SCADA. Cost estimate assumes
we can run signals back to filter building PLC
through existing conduits but need to re-pull
all cables in conduit.

Staff request.

NWTP-4 Waste Washwater
Basin
Replace check valve(s) to eliminate leaking.

Add bypass valves between check valves and
drain filter bays.

Potential Operational Failure
NWTP-5 Filters Add two more filters for redundancy and
emergency situations
Operational Concern
NWTP-6 Drying Ponds Install new concreate drying ponds. Insufficient Capacity NWTP-7 Pond Discharge
Piping
Install new discharge pipeline to raw water
ponds.

Operational Concern
NWTP-8 Clarifier Pump
Station
Install a pump between raw water storage
and clarifiers
Allows for transfer of
additional water in case
reduced canal supply
NWTP-9 Raw Water Pump
Station Expansion
Replace 4 existing pumps and add one
standby pump at raw water pump station to
pump raw water from canal to raw water
ponds. Repair top slab cracking and localized
spalling. Repair pump support beams and
strengthen with fiber-reinforced polymer as
soon as possible. Replace pump anchor bolts
and pump base plates. Replace wood
platform planking. Replace old pumps. Power
via new pump station service.

Provides backup pump in
case pump failure in high
demand periods

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Table 9-5. Recommended Old WTP Condition Improvements
Project
ID Project Name Description Justification
OWTP-1 Old WTP Building Demolition of Old WTP Building
Replacing electrical equipment in Old WTP
building. Power System Study
End of useful life. Not
required with new Pump
Station build.

9.5 Pump Station Improvement Projects
This section summarizes the recommended projects to improve conditions in the pump stations, as listed in Table 9-6. The justification for these projects is provided in Section 7.3 of this report. Project PS-1 is the highest priority project identified due to the age of the existing pump station and the critical function it performs in maintaining water pressure in the distribution system. The phasing of these projects are presented in the project cost summary Table 9-10.

Table 9-6. Recommended Pump Station Condition Improvements Project
ID Project Name Description Justification
PS-1 New Pump Station New PS Building. New pumps, piping, and valves.

HVAC and Electrical.

Avoid operational failure
and unplanned site
outage.

PS-2 La Brucherie
Pump Station
Demo existing pumps and electrical equipment.

Roof leak repair. New pumps, piping, valving.

Power system study. Replace electrical
equipment. Replace generator control panel and
output breaker. Replace standby generator and
diesel fuel tank.

End of useful life
PS-3 La Brucherie
Reservoir -
Mechanical and
Electrical
Replace altitude valve and related components.

Replace flow meter and upsize piping.

Non-functional

9.6 Reservoir Improvement Projects
This section summarizes the recommended projects to improve conditions in the reservoirs, as listed in Table 9-7.

The justification for these projects is provided in Section 7.4 of this report and in Appendix C. The phasing of these projects are presented in the project cost summary Table 9-10.

Table 9-7. Recommended Reservoir Condition Improvements Project
ID Project Name Description Justification
RES-1 Old WTP Reservoir
No. 1
Recoat interior and exterior of reservoir within 5
years. Replace appx. 10% of roof framing and
hardware. Perform minor metallic surface repairs
Material degradation

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Table 9-7. Recommended Reservoir Condition Improvements Project
ID Project Name Description Justification
and patching. Replace interior ladder, roof
hatches, and center vent. Replace roof
handrailing system.

RES-2 Old WTP Reservoir
No. 2
Recoat exterior of reservoir within 5 years. Recoat
interior of reservoir as soon as possible. Replace
all roof framing including columns, rafters, girders,
connections, and hardware. Perform minor
metallic surface repairs and patching. Replace
interior ladder, roof hatches, and center vent.

Replace roof handrailing system.

Material degradation
RES-3 WTP Raw Water
Ponds
Repair cracking by means of epoxy injection
Replace original sloping embankment concrete at
Pond No. 3 and Pond. No 4. Continue to monitor
Pond No. 1 and Pond No. 2.

Material degradation
RES-4 Old WTP Reservoir
No. 3
Recoat interior and exterior of reservoir within 10
years. Repair base plate bearing pad. Replace
interior ladder. Repair roof hatch lifting
mechanisms as soon as possible. Replace roof
handrailing system. Continue to monitor structure.

Material degradation
RES-5 La Brucherie
Reservoir
Recoat exterior of reservoir within 5-10 years.

Recoat interior of reservoir as soon as possible.

Perform minor metallic surface repairs and
patching. Repair base plate bearing pad. Replace
interior ladder.

Material degradation

9.7 Valve Replacement Projects
A total of 24 malfunctioning valves in the water distribution system, identified by City’s operator and listed in Table 7-5, have been included as a CIP item. The justification for this project is to address existing condition issue.

The phasing of this project is presented in the project cost summary Table 9-13.

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9.8 Project Cost Summary
Pipeline Capital Improvement Project (CIP) costs were estimated using a unit cost curve derived from pipe diameter and total project length, as illustrated in Figure 9-2. These base costs were then adjusted to include allowances for General Requirements and Contingency, resulting in the total estimated Construction Cost for each project. Further adjustments were applied to account for Engineering Design, Construction Management, Environmental Compliance, and Administrative Services, culminating in the Total Project Cost.

Figure 9-2 Unit Cost Curve
Capital Improvement Project (CIP) costs for facilities, including treatment plants, pump stations, and reservoirs, were developed based on recent bid results and engineer’s estimates for comparable projects. The cost estimates incorporate Dudek’s and Kelsey Structural’s experience in the design of similar facilities, as well as their extensive database of equipment costs and contractor pricing. Recommended improvements were strategically grouped into projects based on their location and the required shutdowns to minimize operational disruptions. Adjustments were applied to each grouped project to account for engineering design, contractor profit, and other relevant allowances.

The estimated costs for all CIP are summarized in Tables 9-8 through 9-13. All cost estimates are based on an Engineering News Record (ENR) Construction Cost Index (CCI) of 15,993.96 for September 2025, with a 4% annual escalation factor applied to reflect fiscal year cost projections.

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9.9 Project Prioritization
Project prioritization was conducted based on condition assessment results, hydraulic modeling outputs, consultations with City staff, and a review of historical planning documents. The highest-priority improvement identified is the construction of a new distribution pump station, which is essential for maintaining adequate system pressure and has surpassed its anticipated service life. Subsequent priorities include several pipeline replacement and capacity enhancement projects, selected due to their age, operational criticality, and hydraulic limitations.

Additional improvements were identified at the recently commissioned water treatment facility, notably upgrades to clearwell pumping systems and filter basin infrastructure to ensure reliability and compliance with performance standards. Reservoir rehabilitation projects were also recognized as necessary within the next decade; however, these were assigned a lower priority relative to other system needs, and fiscal constraints deferred them beyond the recommended implementation horizon. It is advised that the City maintain a reservoir inspection program and adjust prioritization should structural or operational conditions deteriorate at an accelerated rate.

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INTENTIONALLY LEFT BLANK

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Table 9-8. Pipeline Improvement Projects
Table 9-9. New WTP Improvement Projects

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Table 9-10. Old WTP Improvement Projects
Table 9-11. Pump Station Improvement Projects
Table 9-12. Reservoir Improvement Projects
Table 9-13. Valve Improvement Projects

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9.10 Staffing Plan
To support the effective operation, maintenance, and management of the City of El Centro’s water system, a detailed staffing study was conducted (see Technical Memorandum – Staffing Study, September 30, 2025, Dudek) as included in Appendix D. The study evaluated current staffing levels across the Water Treatment Plant, water distribution system, meter shop, backflow prevention program, Engineering, and Administration, and compared them to similar-sized agencies to identify gaps and future needs. The analysis considered routine operations, inspections, valve maintenance, regulatory compliance, and anticipated operational requirements, including potential increases in treatment plant shift hours.

For the purposes of this study, two different staffing options were reviewed for the WTP staffing: an 8-hour and a 16-to-24-hour shift schedule. The WTP is currently operating with one 8-hour shift, though the City anticipates the State of California to require staffing 16 hours per day in the next five years. Most WTPs in California operate with 24-hour staffing. To accommodate the anticipated regulatory-required shift from a single 8-hour schedule to 16- to 24-hour operations, recommendations for both shifts were included as part of the study.

Table 9-14 summarizes the total number of full-time employees (FTE) needed to maintain the WTP, the water distribution, the meter shop and the backflow prevention program, as detailed in Appendix D. Based on the findings, it is recommended that the City staff an additional 3 to 14 employees for the WTP, three permanent FTEs positions for the meter shop (eliminating the two temporary positions), two backflow prevention staff, and one dedicated WWTP Instrumentation Electrical Technician. Alongside that, it is recommended that the City hire 1 to 5 additional engineering staff, as well as 1 to 2 additional administrative staff to be shared between the Sewer and Water maintenance efforts.

Table 9-14. Summary of Total Recommended Full Time Employee (FTEs) Department
Current Number
of FTEs
Recommended
Additional FTEs
Recommended
Total FTEs
WTP Staff1
▪ WTP Only (8-hr/16+hr shifts)
▪ Meter Shop
▪ Backflow Prevention Program

11.5 8
32 0.5
8 / 19
3 / 141
3 2

19.5 to 30.5
11 / 221
6 2.5
Underground Utilities Staff
(including Water Operators)
8 2 10
Dedicated Instrumentation Control Electrician 0.5 0.5 1 Engineering3 5 1 to 5 6 to 10
Administration3 (excluding Fleet staff) 6 1 to 2 7 to 8 Notes:
1 WTP staffing recommendations offered for both 8-hour and 16+hr staffing options. 2 Currently the City has 5 total meter staff, including 3 permanent staff and 2 temporary staff. The City would like all meter staff to be permanent.
3 Recommendations for Engineering and Administration staff are shared between the Sewer and Water Systems.

9.11 Potential Funding Sources
Table 9-15 presents descriptions of potential State and Federal funding sources the City may want to consider for the water CIP.

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Table 9-15. Potential Funding Sources
Funding
Source Program Description Type
Typical Range
of Funding
Estimated
Time to
Acquire
Funds
U.S.

Environmental
Protection
Agency (EPA)/
California State
Water Board
Drinking Water
State Revolving
Fund (DWSRF)
Funds water
treatment plant
upgrades, storage
tank rehab, and
distribution system
improvements.

State/
Federal
Varies by
project; up to
100% for
eligible
communities
6–12 months
California
Infrastructure
and Economic
Development
Bank (IBank)
Infrastructure
State Revolving
Fund (ISRF)
Program
Offers low-cost
financing to public
agencies for various
infrastructure
projects, including
water treatment and
distribution.

State $1 million to
$65 million
6-12 months
Department of
Housing and
Urban
Development
(HUD)
Community
Development
Block Grant
(CDBG)
Grants for public
facilities including
water systems in lowand moderate-income
communities.

Federal $500,000 to
$5 million+
6–18 months
U.S. EPA Water
Infrastructure
Finance and
Innovation Act
(WIFIA)
Long-term, low-cost
loans for large-scale
water infrastructure
projects including
drinking water
systems.

Federal $20 million+
(or $5 million
for small
communities)
12–24 months
Federal
Emergency
Management
Agency (FEMA)
Building
Resilient
Infrastructure
and
Communities
(BRIC)
Funds infrastructure
resilience projects,
including
water/wastewater
systems.

Federal $500,000 to
$50 million
12–24 months
California
Department of
Water
Resources
(DWR)
Integrated
Regional Water
Management
(IRWM) Grants
Funds regional water
management
projects, including
wastewater and
stormwater.

State $1 million to
$10 million
6–18 months