Lincoln City Council
March 10, 2026

2026 REGULAR MEETING - CITY COUNCIL / LINCOLN REDEVELOPMENT

SUCCESSOR AGENCY / LINCOLN PUBLIC FINANCING AUTHORITY
March 10, 2026

CITY OF LINCOLN
2026 REGULAR MEETING - CITY COUNCIL /

LINCOLN REDEVELOPMENT SUCCESSOR AGENCY
/ LINCOLN PUBLIC FINANCING AUTHORITY
March 10, 2026

AS A COURTESY, PLEASE TURN OFF ALL CELL PHONES & ELECTRONIC DEVICES DURING THE MEETING -COUNCIL MEETING AGENDA6:00 PM
Mayor Richard Pearl
Mayor Pro Tem Whitney Eklund Councilmember Holly Andreatta Councilmember Ben Brown Councilmember John Reedy
City Hall (Extremely Limited Seating Capacity)
3rd Floor Council Chambers
600 Sixth Street
Lincoln, CA 95648
or attend via
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600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 1 1. CALL TO ORDER

2. ROLL CALL

3. REPORT FROM CLOSED SESSION (if any)

4. PLEDGE OF ALLEGIANCE

5. AGENDA MODIFICATIONS

6. PRESENTATIONS

EXECUTIVE TEAM
Sean Scully, City Manager
Nita Wracker, Asst. City Manager / Finance Director Matt Alves, Police Chief Jennifer Brown, Chief Innovation & Tech. Officer Vin Cay, City Engineer Erin Frye, Econ. Dev. & Communication Specialist Kathryn Hunt, Library Services Director Hope Ithurburn, City Clerk Matthew Medill, Public Works Director Veronica Rodriguez, Human Resources Director Anthony Mejia, Fire Chief MISSION STATEMENT: To provide the highest level of service responsive to our community’s expectations and to enhance the quality of life and economic vitality.

THE FOLLOWING INFORMATION IS PROVIDED TO ASSIST WITH PUBLIC PARTICIPATION:

Americans with Disabilities Act (ADA): In compliance with the ADA, if you need special assistance to participate in this meeting or other services in conjunction with this meeting, please contact the City Clerk’s Office at (916) 434-2490. The meeting room is wheelchair accessible and disabled parking is available. Notification at least 48 hours prior to the meeting or time when services are needed will assist City staff in assuring reasonable arrangements can be made to provide accessibility to the meeting or service.

Agenda Availability: The main posting location of the City Council Agenda pursuant to the Brown Act, Government Code § 54954.2(a) is on the public kiosk outside the entrance of City Hall, 600 6th Street, Lincoln, California. City Council Agenda Packets are available for review at the City Clerk’s Office, 600 6th Street, Lincoln, California, and “Live and Archived” meetings, minutes and videos are available on the City’s website at www.Lincolnca.gov. City Council Meetings are televised live 6:00PM on Cable channel 18.

Public Input: Persons wishing to address the City Council are asked to voluntarily complete and submit a speaker card to City staff. Speaker cards are available near the entrance of the meeting location. Persons wishing to address the City Council on an item appearing on this agenda will be called upon at the appropriate time during the item’s consideration. Persons wishing to address the City Council on an item not appearing on the agenda will be called upon during “Public Comment on Non-Agenda Items.” In either case, please stand to be recognized by the Mayor when your name is called. Please note:
comments from the audience without coming to the podium may be disregarded or ruled out of order. All speakers' time will be limited to three (3) minutes, unless extended by the Mayor. All comments or questions should be addressed to the Mayor and in most cases, the City Council is prohibited from discussing or taking action on any item not appearing on the posted agenda, but may engage in brief discussion, provide direction to City staff, or schedule items for future meetings.

Special Meeting Public Input: Only issues listed on a special meeting agenda may be addressed pursuant to the Brown Act’s regulation of Special Meetings.

Consent Agenda: All matters on the Consent Agenda are considered routine business and will be enacted by one motion.

There will be no separate discussion of these items unless a member of the City Council requests a specific item be removed from the Consent Agenda for separate action. Any items removed will be considered after the remainder of the Consent Agenda.

Judicial Review: Pursuant to applicable laws and regulations, including without limitation, California Government Code § 65009 and/or California Public Resources Code § 21177, if you wish to challenge in court any of the decisions made by the City Council, including any action regarding planning, zoning or environmental decisions, you may be limited to raising only those issues you or someone else raised at the public hearing(s) described in this notice/agenda, or in written correspondence delivered to the City at, or prior to, the public hearing.

6.A Art League of Lincoln Presentation. (Janet Phinick) 600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 2 7. PUBLIC COMMENT ON NON-AGENDA ITEMS WITHIN THE SUBJECT MATTER JURISDICTION OF THE COUNCIL *All speakers' time will be limited to three (3) minutes, unless extended by the Mayor. All comments or questions should be addressed to the Mayor and in most cases, the City Council is prohibited from discussing or taking action on any item not appearing on the posted agenda, but may engage in brief discussion, provide direction to City staf , or schedule items for future meetings.

8. CONSENT

6.B Ensuring Equal Access Online: ADA Title II Digital Accessibility Compliance Update Presentation. (Jennifer Brown)

8.A Approval of Meeting Minutes of February 24, 2026 Regular City Council Meeting. (Hope Ithurburn)

8.B Approval of Meeting Minutes of January 20, 2026 Special Meeting, Work Session. (Hope Ithurburn)

8.C Approval of Meeting Minutes of October 23, 2025 Special Meeting, Work Session. (Hope Ithurburn)

8.D Adopt a Resolution Approving the 2026 Water Master Plan Update. (Araceli Cazarez)

8.E Adopt a Resolution Accepting the Notice of Completion for the McBean Pool Resurfacing Capital Improvement Project (CIP 703). (Jonnelyn Espartero)

8.F Adopt a Resolution Authorizing the City Manager to Execute the Ferrari Ranch Road Public Highway At-Grade Crossing Agreement. (Araceli Cazarez)

8.G Waive Second Reading and Adopt an Ordinance of the City of Lincoln Repealing Lincoln Municipal Code Chapter 6.28, and Amending Lincoln Municipal Code Sections

6.24.010, 6.24.060, 18.22.020, 18.22.030, 18.26.010, 18.26.020, and 18.26.030 regarding Canine and Feline Kennel Uses. (Nita Wracker)

8.H Adopt a Resolution Authorizing the City Manager to Execute Construction Contract for Verdera Tank #3 Ladder Retrofit Capital Improvement Project (CIP) 715. (Jonnelyn Espartero)

8.I Adopt a Resolution Approving the Plans and Specifications and Authorizing Bidding for Crack Seal & Seal Coat Airport Apron Project (CIP 720). (Roland Neufeld)

8.J Adopt a Resolution Authorizing the Acceptance of Funds from Placer County Grant Funding Acceptance for the Community Center Park Project and a budget augmentation to revenues in Fund 2460 in the amount of $274,423. (Araceli Cazarez)

8.K Adopt a Resolution Approving the Establishment of a Limited-Term Dispatch Supervisor Position and a Limited-Term Police Lieutenant Position. (Veronica Rodriguez) 600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 3 9. PUBLIC HEARINGS

10. GENERAL BUSINESS

11. CITY MANAGER REPORTS

12. COUNCIL INITIATED BUSINESS

13. COMMITTEE REPORTS

14. INFORMATION ITEMS

15. ADJOURNMENT

9.A Introduce and Waive First Reading of an Ordinance of the Lincoln Municipal Code Establishing Chapter 3.8 Related to the Regulation of the Operation of Tobacco and Vape Retailers. (Sean Scully)

10.A Adopt a Resolution Amending and Restating Special Assessment and Community Facilities District Goals and Policies. (Nita Wracker)

10.B Adopt a Resolution Authorizing Staff to File Reports with the Governor's Office of Land Use and Climate Innovation (LCI) and California Department of Housing and Community Development (HCD) and Review and Accept the 2025 General Plan and Housing Element Annual Progress Reports. (Efren Sanchez)

10.C Adopt a Resolution Approving the Salary Schedule for the Newly Established Senior Property and Evidence Technician Classification. (Veronica Rodriguez) 600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 4 NOTE: Materials related to an item on this Agenda submitted to the Council/Redevelopment Successor Agency after distribution of the agenda packet are available for public inspection in the City Clerk's office at 600 Sixth Street, Lincoln, CA during normal business hours. Such documents are also available on the City of Lincoln's website at https://www.lincolnca.gov/ subject to staff's availability to post the documents before the meeting.

In compliance with the American with Disabilities Act, the City will provide special assistance for disabled members of the public. The meeting room is wheelchair accessible and disabled parking is available. If you have a disability and need a disability-related modification or accommodation to participate in the meeting, please contact the City Clerk's Office at (916) 434-2490. As a courtesy, please make every effort to inform the Clerk of your needs at least 24 hours prior to the meeting so the City may make reasonable arrangements to ensure accessibility to this meeting.

Pursuant to applicable laws and regulations, including without limitation, California Government Code Section 65009 and/or California Public Resources Code Section 21177, if you wish to challenge in court any of the above decisions (including any action regarding planning, zoning and/or environmental decisions), you may be limited to raising only those issues you or someone else raised at the public hearing(s) described in this notice/agenda, or in written correspondence delivered to the City at, or prior to, the public hearing.

Levine Act Provisions -- The Levine Act requires a party (or the party's agent(s)) to a proceeding before the City of Lincoln that involves any action or consideration to their contract, license, permit, or other entitlement for use, to disclose any campaign contribution made to City elected or appointed officer totaling more than $500 within the 12 months before the City decision. This includes contributions to Councilmembers, Planning Commissioners and members of other City boards and commissions.
600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 5 SUBJECT: Art League of Lincoln Presentation. (Janet Phinick) SUBMITTED BY: City Clerk
DEPARTMENT: City Attorney's Office
DATE: March 10, 2026
Item Number 6.A
ATTACHMENTS:

ARPA Fund Grant Report 20260302js(3)(1).docx
Rea_Consulting_Timeline_ALoL-1-3-4.pdf

STAFF REPORT
6 ARPA Grant Fund Report
March 3, 2026
Background
This status report covers the ARPA grant funds in the amount of $200,000 awarded to the Art League of Lincoln (ALL) by the City of Lincoln’s (COL) Arts Funding Plan, Resolution 2025-018, dated January 28, 2025.

The four areas covered by the grant are: Feats of Clay, Public Art, Arts in Schools and Art Education for the Community. $50,000 was awarded for each of these categories:

Our strategy for the use of this funding is rooted in taking the time to strategically plan and develop programs that are long lasting, reliable and provide quality services to the community.

In addition, we have been successful in many of our fundraising efforts to date, so that we have been able to minimize draws on the ARPA grant funds.

To date, the Art League of Lincoln (ALL) has submitted two payment requests to the Lincoln Community Foundation (LCF), the funds administrator. The first request was submitted in February 2025 for $21,000 for Feats of Clay expenses. The second request was submitted in November 2025: $16,500 for the 2026 Feats of Clay and $15,000 to develop the Public Art program.

We also developed a mutually agreed upon process with Kris Knutson of the LCF to work out the details and process for future funding requests that includes submitting a plan for the use of the funds before the funds are allocated.

Major Accomplishments to date:

1. Feats of Clay
a. Feats of Clay 2025
Prizes and Awards totaling $6,500 were distributed to the artists our juror and sponsors chose.

We procured an internationally known Juror and covered her travel expenses and per diem.

The Juror and ALL presented the awards in front of an audience of approximately one hundred artists, art appreciators and the local community. In addition, we estimate that more than 250 people attended the exhibit during this month long exhibit. We also sold over $5,000 in exhibit artwork at the opening reception, setting a record. In addition, we raised over $17,000 in a variety of Sponsorships, Merit Awards and Purchase Award sponsorships.

7 b. Feats of Clay 2026
This year, the Feats of Clay (FOC) event will be held from April 23, 2026 to May 31, 2026, with the opening reception on Friday, April 24, 2026. We are in the active planning and preparation stages, with the various teams in place, roles established and our schedule on target. We anticipate sponsorships to be in the $15,000 to $20,000 range with increased community support and attendance. Once again, we have procured an internationally known Juror recommended by Ray Gonzales.

The funding we have received has allowed us to expand the Feats of Clay to artists nationwide.

Below is a chart to show the entries from 2024, 2025 and 2026 to date:
2024 (pre ARPA) 2025 2026
Entries 187 337 389
Invited 69 48 48-50
#Artist submissions 69 124 147
In addition, we have gone from a regional show in 2024 to a national level with 22 states participating in 2025 and 26 states in 2026.

As part of this month long event, we will again be presenting our annual ClayFest on May 16th.

Currently, we are planning a street festival from Beermann Plaza to the Art League Gallery.

There will be a variety of artist media and more live art demonstrations. In addition, we will have local vendors and food trucks and a volunteer program to be implemented with WPUSD.

We are also seeking grants from the Arts Council of Placer County and the Placer County Revenue Sharing program for this event.

2. Public Art
a. Public Art (AESS Collaboration)
In 2025, we piloted a public art project within the educational support in schools program called Art in Action Day. We also videotaped the event, which can be found on YouTube, https://www.youtube.com/watch?v=Xtz5X5xUedc This video will be used as part of a larger Public Art marketing campaign in 2026.

For this project, Gladding, McBean donated and delivered the pipes, the COL installed foundation pavers, the Kiwanis’s Club of Lincoln provided crossing guards, and Phoenix High provided the artists. There are plaques on the pavers and a large sign nearby describing the event for pedestrians.

8 ALL is planning another art project that engages more schools. We are discussing a large public art project with multiple schools, which will include High Schools and Middle Schools. The current plan is for another single day event, in the spring or fall, and the subject will be a mural at a visible public site that needs beautification. This project will involve the support of several of our largest local sponsors, who will be honored for their contribution to the community. b. Public Art (Community Focused)
In 2026, as part of the funding request made in November 2025, we will be formalizing a public art screening and application process and market it to the community.

To help us fulfill our goals, we have engaged Stacy Rae Consulting to develop the process and necessary application documents. A copy of the Gantt chart and timeline she has submitted is attached to this report as Exhibit A. In addition we are in the process of choosing a pilot project to test case the processes. We expect this phase to be completed by the end of May.

3. Arts Education Support in Schools (AESS)
In 2024, ALL was awarded two grants totaling $26,200 from the State of California and Placer Community Foundation for the purpose of developing a more robust arts education support program in schools and in the community. With these funds we selected two schools, Creekside Oaks Elementary and Phoenix High School. We taught several classes in paint and clay. Once again, Phoenix High School students earned valuable credit towards graduation, which would otherwise pose a challenge for this school as they don’t receive enough funding to cover a salary for an art teacher. Our ongoing support fills the gap for underserved students.

Early in 2025, we were able to fund a class coordinator to manage this program, making the administration of arts education more functional. We plan to continue this model as we develop more programs with the ARPA funding.

Currently, ALL conducts two types of arts education programs for students:
a. For the program on school campuses or other venues, we provide teaching artists under the supervision of school instructors.
b. For community arts education, we offer instruction to youth through the Lincoln Recreation Guide and direct registration through our website.

We also currently have four charter school contracts and several teaching artists ready to provide instruction for 2026.

9 During the past year, our President, Janet Phinick, has been an active participant in developing partnerships and relationships with other educational initiatives in the area, including:

CreateCA Advocacy; PCOE Strategic Arts Plan workshop; WPUSD collaboration and Video; and Regional Arts Organization collaboration with Friends of Sacramento Arts.

4. Arts Education for the Community
One of the obstacles to offering more classes for the community has been the lack of space at the Art League of Lincoln. With the help of the City, we have recently identified several new venues, which will allow us to expand our program in the community significantly and provide programs for all ages. We are in the process of piloting these new venues with a variety of classes in 2026.

In addition to the classes, Feats of Clay and ClayFest events, we presented the following programs/events in 2025:
 Seven 6th St Gallery Shows
 Eight Spotlight Shows
 Six Rotunda Exhibits
 Over 12 exhibit and show Receptions
In January 2026, we had a very successful Youth ART show and reception which was attended by over 200 people. This is the fourth year for this juried show. In June 2026, we are planning a youth and young adult show for Placer County.

Summary
We are proud of what we have accomplished over the past year and extremely grateful that the City of Lincoln has placed ART high in the ladder of community needs. Our objective is to continue to build our programs so we can grow our capacity and provide more services for the City in the coming years.
10

11 PHASE I PROJECT PLAN GANTT & TABLE
Governance, Screening and Recommendation Frameworks
Start: February 8 | End: Second Week of April | Final Phase Closure: First Week of April pg. 1

PHASE I PROJECT GANTT CHART
12 PHASE I PROJECT PLAN GANTT & TABLE
Governance, Screening and Recommendation Frameworks
Start: February 8 | End: Second Week of April | Final Phase Closure: First Week of April pg. 2

PHASE I PROJECT PLAN TABLE
Task / Deliverable Owner Due Date Status Client Meeting Review existing documents and context Art League of Lincoln (ALoL) + Rea Coaching
& Consulting (RCC)
Feb 12 Planned
Draft governance structure (roles,
authority, relationships)
RCC Feb 19 Planned
Draft guiding principles statement RCC + ALoL Committee Input
Feb 19 Planned
Finalize Task 1 Governance
Deliverables Package
RCC Feb 26 Planned Meeting #1 –
Feb 26
Design standardized project intake form RCC Mar 5 Planned Develop screening criteria, checklist and
rubric
RCC Mar 12 Planned
Draft staff and committee screening
guidance
RCC Mar 12 Planned
Proof-of-Concept Exercise #1
(Governance + Screening Walkthrough)
RCC + ALoL Mar 19 Planned
13 PHASE I PROJECT PLAN GANTT & TABLE
Governance, Screening and Recommendation Frameworks
Start: February 8 | End: Second Week of April | Final Phase Closure: First Week of April pg. 3
Finalize Task 2 Deliverables RCC Mar 19 Planned Meeting #2 – Mar 19
Define artist selection pathways RCC Mar 26 Planned
Develop weighted evaluation and
scoring rubric
RCC Mar 26 Planned
Draft conflict-of-interest and artist
compensation guidance
RCC Apr 2 Planned
Draft community input and engagement
guidance
RCC Apr 2 Planned Meeting #3 –
Apr 2
Proof-of-Concept Exercise #2
(Recommendation Framework
Walkthrough)
RCC + ALoL Apr 2 Planned
Finalize Task 3 Deliverables RCC Apr 2 Planned Meeting #4 – Apr 2
Phase I Final Deliverable Package
Submission
RCC Apr 9 Planned
Final Phase Closure and Phase II
Readiness Discussion
RCC + ALoL Apr 16 Planned Meeting #5 –
Apr 16
Optional Buffer Week: Follow-up
support and minor revisions
RCC (as needed) Apr 16 Planned Optional
Meeting #6 –
Apr 23
14 SUBJECT: Ensuring Equal Access Online: ADA Title II Digital Accessibility Compliance Update Presentation. (Jennifer Brown)
SUBMITTED BY: City Clerk
DEPARTMENT: Information Technology
DATE: March 10, 2026
Item Number 6.B

STAFF REPORT
15 SUBJECT: Approval of Meeting Minutes of February 24, 2026 Regular City Council Meeting. (Hope Ithurburn)
SUBMITTED BY: City Clerk
DEPARTMENT: City Clerk's Office
DATE: March 10, 2026
Item Number 8.A
ATTACHMENTS:

FINAL DRAFT - MEETING MINUTES, 2.24.26.docx

STAFF REPORT
16 MINUTES

CITY OF LINCOLN CITY COUNCIL,

PUBLIC FINANCE AUTHORITY
and REDEVELOPMENT SUCCESSOR AGENCY
Regular Meeting
February 24, 2026
CLOSED SESSION MEETING – 4:00pm
The meeting was conducted in person at City Hall, 600 6th Street, Lincoln, CA in the City Manager’s Conference Room.

1. CLOSED SESSION AGENDA ITEMS

1.A Public Employee Performance Evaluation and Compensation, Title: City Attorney

1.B Public Employee Performance Evaluation and Compensation, Title: City Manager

1.C Conference with Legal Counsel - Existing Litigation. City of Lincoln v. The Gathering Inn, et al., Placer County Superior Court case no. S-CV-0053711

1.D Conference with Labor Negotiator - Pursuant to Government Code Section §54957.6, City Designated Representative: Veronica Rodriguez, Organization: Local 39 Professional and Administrative Employee Group.

2. CALL TO ORDER -The meeting was called to order by Mayor Pearl at 4:00pm.

3. ROLL CALL Councilmembers present: Mayor Richard Pearl Holly Andreatta
Ben Brown
Whitney Eklund
John Reedy

4. PUBLIC COMMENT ON CLOSED SESSION * In person only.

There was no public comment.

GENERAL SESSION – 6:00pm
The meeting was conducted in person at City Hall, 600 6th Street, Lincoln, CA, and virtually on Zoom with a Live Stream on the City of Lincoln YouTube Channel and WAVE Channel 18.

5. CALL TO ORDER by Mayor Pearl at 6:05 PM

6. ROLL CALL: Councilmembers present: Mayor Richard Pearl Holly Andreatta
Ben Brown
Whitney Eklund
John Reedy

7. REPORT FROM CLOSED SESSION (if any) – none.

8. PLEDGE OF ALLEGIANCE – led by Scott Boynton.

9. AGENDA MODIFICATIONS – correction to Item 12.A, agenda title should reflect February 10th, 2026.

10. PRESENTATIONS – None.
17

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
February 24, 2026

11. PUBLIC COMMENT ON NON-AGENDA ITEMS WITHIN THE SUBJECT MATTER

JURISDICTION OF THE COUNCIL
The following provided public comment:

Ross Snyder, Lincoln resident, Lincoln resident
Sela Greenhouse, Lincoln resident
Fran Neves, Lincoln resident (via Zoom)

12. CONSENT
Mayor Pearl asked if any members of the City Council or staff would like to pull any items from the consent agenda – no items were pulled from consent.

12.A Approval of Meeting Minutes of February 10, 2026 Regular City Council meeting.

12.B Adopt Resolution 2026-015 Authorizing the City Manager to Accept $11,500 in Additional Funds From the California Office of Traffic Safety for the 2025 Police Traffic Services Grant Program, Selective Traffic Enforcement Program (STEP).

12.C Adopt Resolution 2026-016 Accepting the Joiner Ranch East-Phase 1 Subdivision and Frontage/Public Improvements and Authorize the City Clerk to File the Notices of Completion with the Placer County Recorder.

12.D Adopt Resolution 2026-17 Accepting the Joiner Ranch East-Phase 2 Subdivision Improvements, with the Exception of the Frontage Landscaping along Nicolaus Road and Within the Lot E drainage basin, as Complete and Authorize the City Clerk to File the Notice of Completion with the Placer County Recorder.

12.E Adopt Resolution 2026-018 Authorization the City Manager to Execute an Accommodation Recording Agreement for Acceptance of Landscaped Parcels (APNs 009-160- 069-0000 and 009-160- 068-0000).

12.F *pulled by Council.

Mayor Pearl called for a motion of approval for the items, excluding Item 12.F. Councilmember Andreatta motioned to approve, motion was seconded by Councilmember Brown. Passed by the following voice vote:

Ayes: Andreatta, Brown, Eklund, Pearl, Reedy
Noes: None

Absent: None
Abstain: None

12.F Waive Second Reading and Adopt ORDINANCE 1103B of the City of Lincoln Amending Lincoln Municipal Code Section 10.40.140 Regarding Parking on Unpaved Surfaces.

City Attorney Kristine Mollenkopf presented to Council with a brief discussion following.

Mayor Pearl called for a motion of approval for the item. Councilmember Reedy motioned to 18

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
February 24, 2026
approve, motion was seconded by Mayor Pro Tem Eklund. Passed by the following voice vote:

Ayes: Andreatta, Brown, Eklund, Pearl, Reedy
Noes: None

Absent: None
Abstain: None

13. PUBLIC HEARINGS

13.A Introduce and Waive First Reading of an Ordinance of the City of Lincoln Repealing Lincoln Municipal Code Chapter 6.28, and Amending Lincoln Municipal Code Sections

6.24.010, 6.24.060, 18.22.020, 18.22.030, 18.26.010, 18.26.020, and 18.26.030 - Canine and Feline Kennel Uses.

City Attorney Kristine Mollenkopf presented to Council with a brief discussion following. Mayor Pearl opened the public hearing.

Seeing no public comment, Mayor Pearl called for a motion of approval for the item.

Councilmember Andreatta motioned to approve, motion was seconded by Councilmember Reedy. Passed by the following voice vote:

Ayes: Andreatta, Brown, Eklund, Pearl, Reedy
Noes: None

Absent: None
Abstain: None

14. GENERAL BUSINESS

14.A Adopt Resolution 2026-019 Authorizing an Amendment to the 2025- 2027 Biennium Budget for Fiscal Year 2025-2026.

Assistant City Manager Nita Wracker presented to Council with a brief discussion following.

Mayor Pearl opened public comment.

Seeing no public comment, Mayor Pearl called for a motion of approval for the item.

Councilmember Brown motioned to approve, motion was seconded by Councilmember Andreatta. Passed by the following voice vote:

Ayes: Andreatta, Brown, Eklund, Pearl, Reedy
Noes: None

Absent: None
Abstain: None

14.B Authorize Augmentation of the Fiscal Year 2025-2026 Budget by $125,000 (Fund 2850) and Adopt Resolution 2026-020 Authorizing the City Manager to Execute a Contract with Integrazers for Citywide Grazing Services.

Public Works Director Matt Medill presented to Council with Scott Boynton, Maintenance Services Manager provided comments with a brief discussion following. Mayor Pearl opened public comment.
19

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
February 24, 2026
Seeing no public comment, Mayor Pearl called for a motion of approval for the item. Mayor Pro Tem Eklund motioned to approve, motion was seconded by Councilmember Brown. Passed by the following voice vote:

Ayes: Andreatta, Brown, Eklund, Pearl, Reedy
Noes: None

Absent: None
Abstain: None

14.C Adopt Resolution 2026-021 Establishing Five (5) Reserve Fire Inspector Positions Within the Fire Department and Authorize a Stipend of $150 Per Month to be Funded Within the Fire Department Operating Budget.

Senior Human Resources Analyst Claire True presented to Council with a brief discussion following. Mayor Pearl opened public comment.

Seeing no public comment, Mayor Pearl called for a motion of approval for the item.

Councilmember Andreatta motioned to approve, motion was seconded by Councilmember Brown. Passed by the following voice vote:

Ayes: Andreatta, Brown, Eklund, Pearl, Reedy
Noes: None

Absent: None
Abstain: None

15. CITY MANAGER REPORTS
City Manager Scully provided comments regarding his recent attendance at the Lincoln Public Safety Foundation’s 1st Annual Gala event, Building Industry Association meeting, an upcoming workshop discussing the City’s open space, provided an update on the City’s fee studies, and the skate park opening event tentative scheduled for April 1st.

16. COUNCIL INITIATED BUSINESS – none.

17. COMMITTEE REPORTS
Councilmember Andreatta reported on a recently attended Sacramento Area Council of Government (SACOG) board meeting and commented on the Lincoln Public Safety Foundation’s event. Mayor Pearl reported on a recently attended Pioneer Community Energy board meeting and an upcoming Placer County Air Pollution Control District board meeting.

Councilmember Reedy reported on a recently attended Economic Development Committee (EDC) meeting, Lincoln-Sewer Maintenance District 1 Wastewater Authority (LiSWA) board meeting, Western Placer Waste Management Authority (WPWMA) board meeting, Placer County Economic Development Committee board meeting, and Placer Conservation Authority (PCA) board meeting. Councilmember Brown reported on an upcoming Placer County Transportation Planning Agency (PCTPA) board meeting.

18. INFORMATION ITEMS
Mayor Pro Tem Eklund announced that City Manager Sean Scully was recently recognized as a Public Sector Champion from the International Economic Development Council and read aloud the nomination letter submitted. Economic Development Specialist Erin Frye provided 20

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
February 24, 2026
information regarding the nomination process and announced that Scully will be recognized at the 2026 Leadership Summit in Washington, D.C.; Scully thanked all involved.

19. ADJOURNMENT
Mayor Pearl adjourned the meeting at 7:11 pm.

Respectfully submitted by Hope Ithurburn, City Clerk
________________________________________
Hope Ithurburn, City Clerk
21 SUBJECT: Approval of Meeting Minutes of January 20, 2026 Special Meeting, Work Session. (Hope Ithurburn)
SUBMITTED BY: City Clerk
DEPARTMENT: City Clerk's Office
DATE: March 10, 2026
Item Number 8.B
ATTACHMENTS:

DRAFT - SPECIAL MEETING MINUTES, 1.20.26.docx

STAFF REPORT
22 MINUTES

CITY OF LINCOLN CITY COUNCIL,

PUBLIC FINANCE AUTHORITY
and REDEVELOPMENT SUCCESSOR AGENCY
Special Meeting – Work Session
January 20, 2026

OPEN SESSION MEETING
The meeting was conducted in person at City Hall, 600 6th Street, Lincoln, CA, and virtually on Zoom with a Live Stream on the City of Lincoln YouTube Channel and WAVE Channel 18.

CALL TO ORDER by Mayor Pearl at 4:34 PM.

1. ROLL CALL: Councilmembers present: Mayor Richard Pearl Holly Andreatta
Whitney Eklund
John Reedy

Absent: Ben Brown

2. PLEDGE OF ALLEGIANCE – led by Joann Hilton

3. PUBLIC COMMENT ON NON-AGENDA ITEMS WITHIN THE SUBJECT MATTER

JURISDICTION OF THE COUNCIL
None.

4. BOARD/COMMISSION/COMMITTEE RECONFIGURATION DISCUSSION City Clerk Hope Ithurburn began the presentation to the Committee. City Manager Sean Scully and City Attorney Kristine Mollenkopf provided comments and answered questions throughout the presentation.

Mayor Pearl opened the discussion on the agenda item. The following public comment was received:

Joann Hilton addressed the Committee and made a suggestion.

Council provided direction to staff.

5. COUNCIL INITIATED BUSINESS
Councilmember Andreatta had questions regarding a cell phone tower near Twelve Bridges and about an entertainment zone downtown.

6. ADJOURNMENT
Mayor Pearl adjourned the meeting at 5:58 PM
Respectfully submitted by Hope Ithurburn, City Clerk
________________________________________
Hope Ithurburn, City Clerk
23 SUBJECT: Approval of Meeting Minutes of October 23, 2025 Special Meeting, Work Session. (Hope Ithurburn)
SUBMITTED BY: City Clerk
DEPARTMENT: City Clerk's Office
DATE: March 10, 2026
Item Number 8.C
ATTACHMENTS:

DRAFT - Meeting Minutes, Special Meeting - Work Session, 10.23.2025.docx

STAFF REPORT
24 MINUTES

CITY OF LINCOLN CITY COUNCIL,

PUBLIC FINANCE AUTHORITY
and REDEVELOPMENT SUCCESSOR AGENCY
Special Meeting – Work Session
October 23, 2025

OPEN SESSION MEETING
The meeting was conducted in person at City Hall, 600 6th Street, Lincoln, CA, and virtually on Zoom.

CALL TO ORDER by Mayor Andreatta at 4:01 PM.

1. ROLL CALL: Councilmembers present: Mayor Holly Andreatta Ben Brown
Richard Pearl
John Reedy
Councilmembers absent: Whitney Eklund

2. PLEDGE OF ALLEGIANCE – led by Mayor Andreatta.

3. PUBLIC COMMENT ON NON-AGENDA ITEMS WITHIN THE SUBJECT MATTER

JURISDICTION OF THE COUNCIL
None.

4. DISCUSSION ITEM

4.A Receive a Report on the Amending Special Assessment and Community Facilities District Goals and Policies
Nita Wracker, Assistant City Manager introduced Brian Forbath, Stradling Law who presented to Council. A lengthy City Council discussion followed with Chris Norem, North State Building Industry Association and Phil Rodriguez, Lewis Group providing comments.

5. COUNCIL INITIATED BUSINESS
None.

6. ADJOURNMENT
Mayor Andreatta adjourned the meeting at 5:11pm.

Respectfully submitted by Hope Ithurburn, City Clerk
________________________
Hope Ithurburn, City Clerk
25 SUBJECT: Adopt a Resolution Approving the 2026 Water Master Plan Update. (Araceli Cazarez)
SUBMITTED BY: Araceli Cazarez
DEPARTMENT: Engineering
DATE: March 10, 2026
Item Number 8.D
STAFF RECOMMENDATION:

Staff recommends the City Council adopt a resolution approving the 2026 Water Master Plan Update.

BACKGROUND/INTRODUCTION:

The City’s last Water Master Plan (WMP) Update was completed in 2017, based on development plans described in the City’s General Plan 2050 (GP). Since that time, the City has experienced growth, constructed a new storage tank (Verdera Tank No. 3), and identified proposed changes in land uses from the General Plan 2050. The City has also updated its water system model since the 2017 WMP to reflect existing system conditions.

The goal and purpose of this Water Master Plan (WMP) Update is to develop a useful planning implementation document, along with defining and prioritizing needed improvements to the City’s water system. Primary objectives of this WMP update include:
• Describing the City’s existing water system and facilities (Chapter 2). • Evaluating historical and existing water demands to understand recent water use patterns and water use by customer type (Chapter 3).
• Developing new unit use factors based on land use categories and recent water demand trends (Chapter 3).
• Developing future water demand projections for near-term and built out conditions based on future planned development in the City, and updated unit water use factors (Chapter 3). • Reviewing the City’s existing water supplies, and the availability and reliability of each supply source (Chapter 4).
• Reviewing City and industry water system standards, and refining performance and operational criteria under which the City water system will be evaluated, and recommendations for future facilities will be formulated (Chapter 5). • Updating and calibrating the City’s water system hydraulic model to provide an updated, accurate tool for evaluating various water system demand and operational scenarios (Chapter 6).
• Evaluating the need for new water system facilities (including pipelines, supply facilities, storage facilities and pumping facilities) to meet existing, near-term, and built out water demands within the City (Chapters 7 and 8).

STAFF REPORT
26 • Assessing the remaining useful life of the City’s water system assets, and developing a recommended rehabilitation and replacement program (Chapter 9). • Developing a CIP for implementation of recommended water system improvements, and recommended rehabilitation and replacement program (Chapter 10).

FINDINGS/ANALYSIS:

Overall, the Water Master Plan document and associated background analysis provide a comprehensive, interactive planning tool for use by City staff in implementing policy, analyzing proposed development infrastructure, commissioning design of replacement and improvement projects and managing the City’s water system. It is important to note that the WMP Update is a living document, and the details presented including assumptions, evaluations and recommendations are based on the data available at the time of preparation. Per industry standards, this document will be updated every 5 to 8 years and will incorporate new information and updates.

FISCAL IMPACT:

Budgeted
Water Master Plan Update
Fund 7100 $300,000
Actual project
Fund 7100
West Yost $295,740
Budgeted Remaining
Fund 710 $4,260
ATTACHMENTS:

R - 206 - City of Lincoln Water Master Plan Update - Appendices A-G.pdf R - 206 - City of Lincoln Water Master Plan Update - January 21, 2026.pdf WaterMasterPlanUpdate.DOC2.Reso.2026Feb24.acazarez__1_ (1).docx 27 Water Supply Agreements
Appendix A
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•
CONTRACT BETWEEN PlACER COUNTY WATER AGENCY

AND CITY OF LINCOLN FOR A TREATED WATER SUPPLY
atkpfed hj PCWA :Board on 1)/Joj,J_
This contract made this ~~~ay of Jov&nb- 2012, by and between the Placer County Water Agency, hereinafter referred to as the "Agency", a publ1c agency created by the California legislature by the Placer County Water Agency Act, and the City of Lincoln, a municipal corporation, located within the Agency, heremafter referred to as "Lmcoln."

RECITALS
The Agency and Lmcoln entered mto a water supply contract on February 24, 1998, which was supplemented on July 13, 1999, November 7, 2002 and again on December 11, 2006 and expires on December 31, 2012.

The Agency recognizes and acknowledges an exist1ng contribution by Lincoln of $4 m1llion towards facilities constructiOn, as set forth in the Supplement to the Contract between the Agency and Lmcoln, dated December 11, 2006, which contribution entitles Lincoln to 351.7 future EDU's (404,455 gpd) through the unregulated delivery facilities.

The Agency and Lmcoln now wish to enter into a new water supply contract that consolidates and supersedes the February 24, 1998, as amended and sets forth their mutual understandings and agreement regarding water supplies from the Agency in the future. 1 10 06711 4 80 1
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NOW, THEREFORE, the above Recitals are true and correct and incorporated herein by reference, and the parties hereto mutually agree as follows:

ARTICLE 1-TERM OF CONTRACT
This contract ("Contract") shall supersede the contract of February 24, 1998, as amended and supplemented, and shall become effective on January 1, 2013 and remain in effect through December 31, 2032.

ARTICLE 2 - OPTION FOR CONTINUED SERVICE
At the expiration of the term of this Contract, Lincoln shall be entitled to renewals of this Contract for successive periods not to exceed twenty years at a time, provided that the terms and conditions of each such renewal are agreed upon not later than one year prior to the expiration of the then-existing contract. The renewal contract shall provide for service of water under the same conditions of service as the then-existing contract including time, place, amount and rate of delivery, provided that the conditions of service may be altered if necessary to meet regulatory or legal requirements imposed on Agency or Lincoln.

ARTICLE 3- POINTS OF DELIVERY AND INTERTIES
(a) Points of Deliverv. All water furnished pursuant to the Contract shall be delivered to Lincoln at the Lincoln Metering Station adjacent to Lincoln's 5 million gallon storage tank near the Catta Verdera development as shown on Exhibit A attached hereto and incorporated herein by reference, and at other locations that may in the future be agreed to in writing by the parties. All locations where water is to be delivered are hereinafter referred to 2 10 06711.4 90 . 1
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collectively as "Points of Delivery". Upon agreement as to additional Points of Delivery, Exhibit A shall be amended to show those Points of Delivery. Upon agreement by the Agency, which shall not be unreasonably withheld, lincoln may also elect to take delivery of water from the Agency at a point along the Agency's existing 18-inch line in Athens Road, provided that Lincoln pays the Agency's full Water Connection Charg:e ("WCC") at the time of request for such delivery and complies with such additional terms and conditions as are appropriate at that location. Lincoln shall be solely responsible for all costs of constructing the Points of Delivery and all costs of operating and maintaining all lincoln's facilities beyond the Points of Delivery, provided, however, that the costs of construction of metering stations and facilities upstream of the Points of Delivery shall be a credit against future Water Connection Charges. (b) lnterties. The Agency and lincoln recognize that there is a mutual benefit in having interties between their respective distribution systems to provide for the exchange of water between Agency and Lincoln under emergency conditions and during planned maintenance periods. These interties will be established and operated in a manner mutually agreed to in writing.

ARTICLE 4- EXISTING AND PLANNED INFRASTRUCTURE
(a) Existing Infrastructure. The location of the major existing and planned infrastructure elements associated with the delivery of treated water from the Agency to Lincoln are also shown on Exhibit A.
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(b) Penryn-Lincoln-Sunset Pipeline. Phases lA, 18 and 2 segments of the Penryn-lincoln-Sunset pipeline have been completed in accordance with prior agreements between the parties. The Phase 3 segment was envisioned in a prior agreement but has not been constructed as of the date of this Contract.

The Phase 3 segment will extend a pipeline from the Lincoln Metering Station north to Lincoln's City Pond site. The Phase 3 segment will include a new Metering Station at the City Pond site similar to the existing Lincoln Metering Station. lincoln and the Agency are in the process of negotiating a Facilities Agreement for the construction of the Phase 3 segment, which shall cover issues of timing, funding and changes in Lincoln's Maximum Delivery Entitlement, and the Agency recognizes the existing contribution by Lincoln of $4 million towards the future construction.
(c) Lincoln Metering Station. The existing Lincoln Metering Station, located at the northerly end of the Phase 18 pipeline, includes two separate metering facilities: one for the unregulated metered delivery of water to the high elevation lots of the Catta Verdera development, and one for the flow-regulated metered delivery to the lincoln Pressure Zone. "Regulation" as used in this Article means the Agency's ability to control the rate of flow and limit flow fluctuations. The lincoln Metering Station is designed to deliver up to 20 mgd combined (both regulated and unregulated delivery).
(d) Future Facilities. Exhibit A also shows the approximate location of the proposed Ophir Water Treatment Plant ("Ophir WTP") and transmission lines needed to 4 1006711.4 ao 1
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connect it to the existing Foothill-Sunset system. Completion of these future facilities will increase the Agency's maximum delivery rate capability to Lincoln and the remainder of the Agency's service area.
(e) Reservation of Transmission Capacity. As of the date of this Contract, all payments made by lincoln, whether direct investments in pipelines or payments of the Agency's WCC, have been incorporated into the calculation of lincoln's Maximum Delivery Entitlement and Lincoln has no separate or additional rights to transmission capacity in the Agency's system.

ARTICLE 5- MAXIMUM DELIVERY ENTITLEMENTS
(a) General Provisions
The Agency will supply Lincoln with water each year at the Points of Delivery, up to the maximum quantities and maximum rates of flow specified in this Article, subject to the terms and conditions of this Contract.

During the non-peak season, generally from September to May, but not during a PG&E water service outage, Lincoln may exceed the maximum quantities and flow rates to which it is entitled under the Contract for purposes of performing maintenance on its system, provided that the Agency is notified in advance and determines it has the capability to provide such accommodation of flow rates and quantities.

In an emergency situation within lincoln's system Lincoln shall have equal access to the Agency's storage and delivery capacity on the same basis as other Agency customers if needed. 5 10 06 711 4 80 .1
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In an emergency situation within Agency's system, lincoln agrees to utilize its alternative groundwater supplies and internal storage capacity to the maximum extent feasible at the request of the Agency.
{b) Current Maximum Delivery Entitlement. As of the date of this Contract, the maximum amount of water which Lincoln may require the Agency to deliver to Lincoln through the regulated delivery facilities in a single day is 17,774,452 gallons, and through the unregulated delivery facilities in a single day is 726,972.5 gallons, for a combined total of 18,501,424.5 gallons per day (Maximum Delivery Entitlement). For purposes of this Contract, a day shall be the twenty-four hour period beginning one second after midnight. (c) Service to High Elevation Lots. It is anticipated that ultimately there will be approximately 600 dwelling lots within Lincoln's service area at elevations higher than can be served by gravity from the Lincoln Pressure Zone. The Agency agrees that lincoln may elect to take unregulated delivery from the Agency for these lots, provided that Lincoln first pays to the Agency the Agency's full WCC, as it exists at the time of such payment. To date, Lincoln has paid for wee credits for a maximum day water delivery of 726,972.5 gallons for the unregulated deliveries for the high elevation lots in Lincoln that are served by the Agency's storage facilities. Should lincoln desire to purchase additional maximum day capacity for service to high elevation lots, Lincoln shall submit to the Agency a written request specifying the additional maximum day water delivery required. Assuming there is adequate capacity in 6 1006711 4 80 .1
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the Agency's system to accommodate this request, as determined in the Agency's sole discretion, Lincoln shall pay the full wee cost per gallon as it exists at that time. (d) Service to Lincoln Pressure Zone. With the exception of the unregulated delivery to the Catta Verdera high elevation lots, under normal operating conditions Lincoln shall, at its own expense, provide all storage and groundwater facilities necessary to regulate pressures and to accommodate hourly changes in demands within its lincoln Pressure Zone while receiving uniform regulated deliveries from the Agency.

Lincoln will provide to the Agency on a routine basis, but not more frequently than daily, the required daily volume of water to be delivered to lincoln. The Agency shall operate control valves which regulate the rate of flow of water from the Agency's system to Lincoln's at the Points of Delivery. At the option of the Agency, deliveries to lincoln may be made at a uniform rate of delivery over a twenty-four hour period, or at fluctuating rates not to exceed plus or minus 10 percent of the daily average delivery rate, provided however, that the Agency may temporarily halt delivery if Lincoln's storage facilities become full. (e) Increases in Maximum Delivery Entitlement Through Existing Facilities.

The Agency's Foothill-Sunset-Ophir ("FSO") water system has an approximate maximum permitted treatment capacity of 66 mgd and an unallocated treatment capacity of approximately 5.7 mgd as of the date of this Contract, which unallocated capacity is available on a first-come, first-served basis upon payment of the applicable WCC. Lincoln shall have the right to access any or all of the then-unallocated treatment and transmission capacity within 7 1 006711 .4 80 . 1
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the Agency's FSO water system by paying the wee applicable to Lincoln in effect at the time payment is made until the existing FSO system reaches capacity, as objectively and quantifiably determined by PCWA.
(f) Annual Notification. The Agency shall notify lincoln annually in writing of the then-remaining water and capacity which the Agency is able to deliver to and from the FSO water system, and the amount of water and capacity which has been committed to and from the FSO water system since the date of the immediately preceding report.

ARTICLE 6. WATER CONNECTION CHARGES
(a) wee Applicable to lincoln for Service from Agency's Existing Infrastructure.

The Agency's current full wee is composed of five components: (1) a treatment plant component, the amount of which is generally intended to cover the costs of delivering raw water to the treatment plant and providing treatment and clearwell storage facilities; (2) a groundwater component, the amount of which is generally intended to cover the costs of providing groundwater pumping and treatment facilities which the Agency determines is necessary to insure water supply reliability, for emergency backup, periods of drought, or for maintenance or peak management; (3) a storage component, the amount of which is generally intended to cover the costs of providing distribution system storage facilities; (4) a transmission component, the amount of which is generally intended to cover the costs of providing regional transmission facilities; and (5) a planning component, the amount of which is generally intended to cover the costs of regional planning efforts. 8 1006711.4 80.1
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Except for service to high elevation lots, as provided in Article 5, the Parties agree that the Agency will not provide distribution system storage or groundwater service to Lincoln and will be providing only a portion of the planning required by lincoln. Therefore, the wee components applicable to Lincoln to increase its Maximum Delivery Entitlement from the existing Foothill-Sunset-Ophir system shall be the Agency's treatment component, transmission component and one-half the planning component. As of the date of this agreement the Agency's wee components for the PeW A Zone 1 treated water service and the amounts applicable to lincoln for one (1) equivalent dwelling unit (EDU) are as shown in the following table. Also shown is the assumed maximum day demand for one (1) EDU which was used to calculate these charges, and a calculation of the wee amount per gallon per day of maximum demand ($/GPO).

Component (effective 01/01/12) Zone 1 lincoln
Treatment $5,834 $5,834
Groundwater 648 0
Storage 2,755 0
Transmission 6,807 6,807
Planning 162 81
Total $16,206 $12,722
1 EDU Max Day Water Use, GPO 1,150 1,150
$/GPO $14.09 $11.06
The Maximum Delivery Entitlement for Lincoln shall be increased by one gallon per day from the existing FSO water system for each $11.06 of wee payment received by the Agency in 2012. 9 100 6711. 4 8 0 l
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Beginning January 1, 2013 and each year thereafter, until the Agency determines that there is no remaining unallocated capacity in the existing FSO water system, the amount of WCC payment required to increase lincoln's Maximum Delivery Entitlement shall be increased by the percent increase in the ENR San Francisco Construction Cost Index over the preceding year. (c) Increases in Maximum Delivery Entitlement Requiring New Infrastructure.

Additional increases in lincoln's Maximum Delivery Entitlement requiring new infrastructure may be made available to Lincoln through implementation of negotiated Facilities Agreement(s) that include provisions for joint financing of the planning, design, environmental processing and mitigation, and construction of the proposed source water supply, water treatment and transmission infrastructure and appurtenances necessary to increase the maximum rate of delivery from the Agency to Lincoln. The Agency agrees to cooperate with Lincoln in the planning and development of infrastructure in the Agency's facilities upstream of the Points of Delivery and interties which lincoln requires to meet its development needs, provided, however, that this Contract imposes no obligation on PCWA to construct or enhance its existing infrastructure. PCWA shall own and operate all such infrastructure. lincoln shall have exclusive rights to the portion of capacity in said infrastructure represented by the proportion of funding provided by lincoln, to be defined in those Facilities Agreement(s).
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ARTICLE 7 - LIMITATION ON AGENCY SERVICE
Except for those properties that abut the existing Agency pipeline in Athens Road, the Agency will not provide treated water service within lincoln's sphere of influence as of the date of this Contract; provided that Lincoln offers to furnish such service to those areas upon the same terms and conditions that it furnishes service to areas outside its city limits.

ARTICLE 8- OTHER LINCOLN WATER SOURCES
lincoln has a developed groundwater system which is integrated into its municipal water system; a portion of Lincoln's sphere of influence lies within Nevada Irrigation District's (NID) service area and lincoln is pursuing a separate treated water supply from NIO to serve that portion of the city. In addition, lincoln is planning on developing its recycled water sources to meet local irrigation requirements. Both of these source developments may affect lincoln's need for water supplied under this Contract. The Agency acknowledges that lincoln has the right to use these other water sources within the City in any way it determines is best.

ARTICLE 9- MEASUREMENT
All water furnished pursuant to this Contract shall be measured by the Agency at the Points of Delivery. Such measurements shall be with equipment chosen by the Agency and approved by lincoln. All measuring equipment shall be installed and maintained by the Agency and the Agency shall pay for all installation and maintenance. The Agency shall have the primary obligation to measure the quantity of water delivered to lincoln. Lincoln may request, at any time, investigation of the measurements being made as well as the charges associated 11 1006711 4 80 .1
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with those measurements. Errors in measurement and charges discovered by the investigation will be corrected by the Agency. Lincoln may, at its own cost, at any time, inspect the measuring equipment and the records of such measurements for the purpose of determining the accuracy of the equipment and measurements.

ARTICLE 10- RATES OF PAYMENT FOR WATER
(a) Current Rates and Charges. Beginning the earlier of January 1, 2014 or the effective date of the next change in Agency's rates, and continuing until otherwise agreed to in writing by both parties, the rates and charges that Lincoln shall pay the Agency for all water furnished under this Contract shall be the Agency's Schedule No. 1 - Treated Water - for Metered Industrial and Resale Service within the Western Water System, which is the Agency's lowest volumetric rate for treated water. Until January 1, 2014, lincoln shall pay the Agency's rates and charges implemented in 2009 that Agency designated as applicable to Lincoln. (b) Changes in Rates and Charges. The Agency may alter its rates and charges at any time as it deems necessary; provided, however, it shall give Lincoln 45 days' written notice of its intention to consider any changes in rates and charges and shall hold a public hearing at which Lincoln and any members of the public can present evidence in support of or in opposition to any such proposed changes and provided further that no increase in rates to be charged to Lincoln shall become effective until 90 days after the Agency has notified lincoln in writing of the rate change.

ARTICLE 11- RESERVED
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ARTICLE 12 - TIME AND METHOD OF PAYMENTS
On or before the tenth day of each month, the Agency shall send Lincoln a statement of charges due for all water actually delivered to Lincoln during the preceding month. lincoln shall pay all statements via electronic transfer within thirty (30) days after they are received.

ARTICLE 13-WATER SHORTAGES
At times there may occur a shortage in the quantity of water available for delivery to lincoln pursuant to this Contract. In the event of any shortage (due to natural causes, casualties, regulatory requirements or any other causes) which causes the total quantity of water available to the Agency for distribution to Lincoln and to the Agency's other customers to be less than the total of all quantities required by lincoln and the other customers, the Agency reserves the right to apportion the available water supply among lincoln and others entitled to receive water from the Agency. In such events, no liability shall accrue against the Agency or any of its officers, agents or employees for any damage, direct or indirect, arising from such shortage or shortages or resulting allocations. The Agency shall give lincoln written notice as far in advance as possible of any such reduction in water deliveries, which notice shall state the basis for the reduction and the anticipated duration. Also, if the Agency's supply of water for its Zone No. 1 is reduced by events outside the control of the Agency, or is being fully utilized by the Agency's then-existing customers, and as a result the Agency is unable to increase lincoln's Maximum Delivery Entitlement then, notwithstanding any other provision of this Contract, the Agency shall not be required to increase its rate of delivery to Lincoln. 13 10067 11. 4 80 . 1
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ARTICLE 14-OPERATION AND MAINTENANCE
The Agency may temporarily discontinue or reduce the amount of water to be furnished to lincoln as provided for herein for the purpose of maintaining, repairing, replacing, investigating or inspecting any of the facilities necessary for furnishing water to Lincoln. Insofar as it is feasible, the Agency will give Lincoln reasonable notice in advance of any such temporary discontinuance or reduction, except in cases of emergency, in which case no advance notice need be given. The Agency shall schedule its routine maintenance of facilities so that, to the extent feasible, such discontinuances or reductiolil in delivery will result in minimum impact to Lincoln's customers.

ARTICLE 15 -WATER QUALITY
All water delivered by the Agency pursuant to this Contract shall meet all applicable Federal, State of California and Placer County water quality requirements for water for domestic use. If public notification is required to be given to Lincoln's customers because the quality of the water fails to meet standards, Agency shall so notify Lincoln in writing as promptly as reasonably feasible, and Lincoln shall be responsible for sending such notices, provided that the Agency shall reimburse lincoln for its reasonable costs in doing so. The Agency shall provide lincoln with copies of any reports received by the Agency from health departments concerning the quality of the water being furnished to Lincoln. Lincoln shall indemnify the Agency against any claims of damages of any nature whatsoever that may result 14 1006711 . 4 80 . 1
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from a failure of lincoln to provide notice to its customers of water quality problems pursuant to this Article 15.

ARTICLE 16 -INDEMNIFICATION
Except for any claim or action for damages based upon the quality of water prior to its reaching the Points of Delivery, neither the Agency nor its officers, agents or employees shall be liable for the control, carriage, handling, use, disposal, or distribution of water furnished to Lincoln pursuant to this Contract after such water has passed the Points of Delivery, nor for the claims of damages of any nature whatsoever, including but not limited to, property damage, personal injury, or death, arising out of or connected with the control, carriage, handling, use, disposal or distribution of such water beyond the Points of Delivery,; and lincoln shall indemnify, defend and hold harmless the Agency and its officers, agents and employees from any such damages or claims of damages.

ARTICLE 17-OBLIGATIONS OF LINCOLN TO MAKE PAYMENTS
The obligations of Lincoln arising out of or pursuant or incidental to this Contract shall constitute general obligations of Lincoln, and lincoln shall use all the powers and resources available to it under the law to collect the funds necessary for and to pay its obligations to the Agency under this Contract. Lincoln as a whole is obligated to pay to the Agency the payments becoming due under this Contract, notwithstanding any individual default by its water users, constituents or others in the payment to Lincoln of assessments, taxes, tolls, or other charges levied by Lincoln.
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ARTIClE 18 - INTEREST ON OVERDUE PAYMENTS
Interest shall accrue at the legal rate of interest charged on judgments issued in California courts on any unpaid charges to be paid by lincoln to the Agency pursuant to this Contract from their due date until paid, and lincoln hereby agrees to pay such interest.

ARTIClE 19- DEFAUlT
In the event of any default by lincoln for a period of more than sixty {60) days in the payment of any money required to be paid to the Agency hereunder, the Agency in its discretion may suspend delivery of water during the period when lincoln is delinquent in its payments or obligations due to the Agency under the terms of this Contract. Action taken pursuant to this Article shall not deprive the Agency of or limit any remedy provided by this Contract or by law for the recovery of money due or which may become due under this Contract.

ARTIClE 20 - REMEDIES NOT EXCLUSIVE
The use of either party of any remedy for the enforcement of this Contract is not exclusive and shall not deprive the party using such remedy of, or limit the application of, any other remedy provided by law.

ARTIClE 21- ASSIGNMENT
The provisions ofthis Contract shall apply to and bind the successors and assigns of the respective parties, but no assignment or transfer of this Contract, or any part hereof or interest herein, shall be valid without the consent of the non-assigning party. 16 l0067H .4 80. 1
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ARTICLE 22- AREA SERVED BY liNCOlN
Without the prior written consent of the Agency, water delivered to Lincoln pursuant to this Contract shall not be sold or otherwise disposed of by lincoln for use outside lincoln's city limits as they may exist from time to time, except to those customers outside the city limits located in the area shown on Exhibit "B" attached hereto and incorporated herein by reference that were receiving service from Lincoln as of the date of the 1998 contract. The consent of the Agency shall not be unreasonably withheld. Refusal of the Agency to grant consent shall be based upon the lack of water or capacity in Agency facilities or the intention of the Agency to provide service to the area outside lincoln's sphere of influence. lincoln shall require annexation to the Agency's Zone No. 1 as a condition to providing water service to any new customers outside of lincoln's city limits that are connected to Lincoln's water system after the date of this Contract .

ARTICLE 23 - OPINIONS and DETERMINATIONS
Where the terms of this Contract provide for action to be based upon opinion, judgment, approval, review or determination of either party, such terms are not intended to be and shall never be construed as permitting such opinion, judgment, approval, review or determination to be arbitrary, capricious or unreasonable.

ARTICLE 24 - NOTICES
All notices, including but not limited to rate or WCC increases, that are required either expressly or by implication to be given by any party to the other under this Contract shall be 17 1006711 4 80.1
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signed for the Agency and for Lincoln by such officers as they may, from time to time, authorize in writing to so act. All such notices shall be deemed to have been given and delivered personally if enclosed in a properly addressed envelope and deposited in a United States Post Office for delivery by registered or certified mail. Unless and until formally notified otherwise, all notices shall be addressed to the parties at their addresses as shown on the signature page of this Contract.

ARTICLE 25 -INSPECTION of BOOKS and RECORDS
The proper officers or agents of Lincoln shall have full and free access at all reasonable times to the account books and official records of the Agency insofar as the same pertain to the matters and things provided for in this Contract, with the right at any time during office hours to make copies thereof at Lincoln's expense, and the proper representatives of the Agency shall have similar rights in respect to the account books and records of lincoln.

ARTICLE 26- AMENDMENTS
This Contract may be amended at any time by mutual written agreement of the parties, except insofar as any proposed amendments are in any way contrary to applicable law.

ARTICLE 27 - WAIVER; REMEDIES CUMULATIVE
Failure by a party to insist upon the strict performance of any of the provisions of this Contract by the other party, irrespective of the length of time for which such failure continues, shall not constitute a waiver of such party's right to demand strict compliance by such other party in the future. No waiver by a party of a default or breach of the other party shall be 18 1006711.4 80 1
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effective or binding upon such party unless made in writing by such party, and no such waiver shall be implied from any omission by a party to take any action with respect to such default or breach. No express written waiver of a specified default or breach shall affect any other default or breach and/or period of time specified. All of the remedies permitted or available to a party under this Contract, or at law or in equity, shall be cumulative and alternative, and invocation of any such right or remedy shall not constitute a waiver or election of remedies with respect to any other available right or remedy.

ARTICLE 28- CONSTRUCTION of LANGUAGE of CONTRACT
The provisions of this Contract shall be construed as a whole according to its common meaning and purpose of providing a public benefit and not strictly for or against any party. It shall be construed consistent with the provisions hereof, in order to achieve the objectives and purposes of the parties. Wherever required by the context, the singular shall include the plural and vice versa, and the masculine gender shall include the feminine or neutral genders or vice versa.

ARTICLE 29- MITIGATION of DAMAGES
In all situations arising out of this Contract, the parties shall attempt to avoid and minimize the damages resulting from the conduct of the other party.

ARTICLE 30- GOVERNING LAW
This Contract, and the rights and obligations of the parties, shall be governed and interpreted in accordance with the laws of the State of California. 19 1006711.4 80 . 1
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ARTICLE 31 - CAPTIONS
The captions or headings in this Contract are for convenience only and in no other way define, limit or describe the scope or intent of any provision or section of the Contract.

ARTICLE 32- PARTIAL INVALIDITY
If any provision in this Contract is held by a court of competent jurisdiction to be invalid, void or unenforceable, the remaining provisions will nevertheless continue in full force without being impaired or invalidated in any way.

ARTICLE 33- RELATIONSHIP of the PARTIES
The relationship of the parties to this Contract shall be that of independent contractors.

Each party shall be solely responsible for any workers compensation, withholding taxes, unemployment insurance and any other employer obligations associated with the described work or obligations assigned to them under this Contract.

ARTICLE 34- WATER CONSERVATION
The Agency is required by federal and state laws and regulations to implement various water conservation measures and require its customers, whether they be retail, wholesale, or resale customers, to abide by these measures in order to prevent the waste of water. Lincoln shall, within its service area, implement the water conservation measures adopted by the Agency from time to time for the Agency's Zone No. 1 Water System and shall require its customers to comply with those measures to the same extent that other customers within the Agency's Zone No. 1 are required to do so.
20 1006711 4 80.1
155
ARTIClE 35 -YEAR
The term "year" as used in this Contract shall mean the calendar year beginnmg on each January 1.

IN WITNESS WHEREOF, the parties hereto have executed this Contract as of the date first above written.

ATIEST:
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P 0. Box 6570
Auburn, Califorma 95604
ATIEST:

Clerk
City of lincoln
600 6th Street
Lmcoln, California 95648
1006711 4 80 1

PLACER COUNTY WATER AGENCY

CITY OF LINCOLN
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Water Use Factor Technical Memorandum
Appendix B
189
2020 Research Park Drive
Suite 100
Davis CA 95618
530.756.5905 phone
530.756.5991 fax
westyost.com

TECHNICAL MEMORANDUM
DATE: December 17, 2025 Project No.: 206-60-24-56
SENT VIA: EMAIL
TO: Araceli Cazarez, PE, City of Lincoln
FROM: Colton Short, EIT, #174039
Angie Yan, EIT, #172428
REVIEWED BY: Brenda Estrada, PE, RCE #67062
SUBJECT: City of Lincoln 2023 Water Use Factors Development Methodology In 2021, West Yost developed water use factorsfor the City of Lincoln (City) using 2019 water consumption data. Currently, the City is in the process of completing their 2024 Water Master Plan Update (WMPU).

As part of the work for the WMPU, West Yost has updated the water use factors using 2023 water consumption data. This technical memorandum (TM) details the update of and presents the recommended City’s water use factors .

DEVELOPMENT OF WATER USE FACTORS
Since 2019, the COVID pandemic occurred which altered how people work, with many continuing to work remotely from home. In addition, customers have continued to conserve water. These changes have had an impact on water consumption trends. To capture the changes, new unit water use factors were developed using the 2023 water consumption data.

The City projects future system demands using land-use based unit water use factors. To develop these factors, the City provided West Yost with the following data:
• 2023 metered water consumption data in a spreadsheet with meter IDs, • Spatially-located water meter locations, and
• City of Lincoln existing zoning land use and parcel information in Geographic Information System (GIS).

Water use factors were then determined by using the following methodology:
• Metered water consumption data was filtered to exclude rate descriptions that do not represent potable water consumption (i.e., reclaim water, hydrant water, and null). In addition, accounts which did not include a full year’s worth of data were excluded from the analysis.
• Annual 2023 water consumption data were linked to the spatially-located water meters using register number.
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n-c-206-60-24-56-engr
• Spatially-located metered water consumption was then linked to the parcel file with the City’s land use designations by using a spatial join.

This methodology allowed West Yost to develop water use factors for land use designations used in the City’s current General Plan. The following sections discuss the methodologies for updating residential and non-residential unit water demand factors.

General Methodology
Unit water demand factors were developed using 2023 meter data and existing land use information in GIS format. The City’s metered water consumption data was spatially joined to the GIS parcels. Some records were manually linked to land use data if the meter was located outside of its respective parcel.

The unit water demand factor for each land use designation was calculated by dividing the total metered water consumption by the associated dwelling units or the parcel area per land use for residential and non-residential land uses, respectively. Figure 1 shows the spatial distribution of linked meter data.

Figure 2 shows the land use areas used to develop the unit water demand factors.

The parcel area calculation did not include streets and therefore resulted in “net” unit water use factors.

The “net” unit water use factors were then adjusted to account for streets so they could be applied to the gross acreage information provided by City staff for future development.1 The following sections describe the updated unit water use factors by land use designation.

Unit Water Use Factors
Unit water use factors were developed by joining the spatially-located metered water consumption data and the land use data. Single-family residences (Low Density Estates, Low-Density Residential, and Medium-Density Residential) are typically served by a single meter. High-Density Residential and nonresidential land uses may have multiple meters. To calculate residential unit water use factors, the total annual water use was divided by the associated total dwelling unit counts2for the parcels with 2023 water use. To calculate the non-residential unit water use factors, the total annual water use was divided by the total parcel acreage per respective land use. As described in the following sections, some adjustments were made to include or exclude water use from select meters and parcel acreage as necessary to develop water use factors which are representative of water use expected in future development.

In 2021, each unit use factor was increased by 5 percent to be conservative and account for variability in annual water use. This 5 percent increase was not applied to the unit use factors developed in this TM due to the State Water Board’s adoption of the 2018 Water Conservation Legislation to Making Water Conservation a California Way of Life (Senate Bill [SB] 606 and Assembly Bill 1668) on July 3, 2024, which requires water purveyors to calculate and be held to annual urban water use objectives to improve water use efficiency.
1 The gross acreage within the existing City limits is 15,425 acres, and the net acreage within the City limits assigned to an existing or planned land use is 13,798 acres. Therefore, a factor of 1.12 (15,425 acres divided by 13,798 acres) was used to convert from net acreage to gross acreage.
2 Mintier & Associates and Matrix Design Group, Inc. March 2008. City of Lincoln General Plan 2050. Table 4-1.

General Plan Land Use Designations and Development Standards. 191
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Notes:

1. GIS meter shapefile provided by the
City of Lincoln in 2024.

2. Meters shown in this figure represent
metered potable water used only for
the purpose of developing unit water
use factors and does not represent
all of the City's water meters.

Spatially Located Water
Meters
City Limit
Existing Pipelines
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Pressure Zones
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
Figure 1
Spatially Located
Water Meters
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig 1 - Meters: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch3_Lincoln_WMPU.aprx - ayan - 11/12/2024 192
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E CATLETT RD

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Notes:

1. GIS zoning and land use shapefiles
provided by the City of Lincoln in 2024.

2. Zoning is only shown for parcels which
were used to calculate acreage in the unit
water use factor development.

3. Land use for meters originally
categorized as open space were revised by
the City. The parcels for these meters
were manually drawn in, and therefore,
the land use shown is not an exact
match to the City's Zoning Map.

4. Mixed Use land use is not shown since
the associated parcel has not been
developed, and therefore, was not used
to calculate the unit water use factor.

5. Recommended unit use factors for Public
Facilities, and Parks and Recreation were
not based on the parcels shown.

6. Parks and Recreation zoning shown
represents the total park area served by a
meter and in some cases can include
multiple parcels, some of which may not
directly have a meter.

City Limit
Zoning
Country Estates
Low Density Estates
Low Density Residential
Medium Density
Residential
High Density Residential
Commercial
Business and
Professional
Industrial
Public Facilities
Parks and Recreation
Figure 2
Parcels Used in Water
Use Factor Calculations
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig 2 - Parcels: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch3_Lincoln_WMPU.aprx - ayan - 11/12/2024 193
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n-c-206-60-24-56-engr
Low Density Estates
The 2021 water use factor update listed a Country Estates land use. However, recent Specific Plans have included a Low Density Estates designation as a planned land use with similar characteristics as the Country Estates. For this update, a single Low Density Estates water use factor was developed to represent the Low Density Estates and Country Estates land use designations. The Low Density Estates land use designation represents residential parcels with a density of up to 2 dwelling units per acre (du/ac) and Country Estates land use designation represents residential parcels with a density of 1 to 2.9 du/ac. Low Density Estates parcels tend to include large multi-story homes on lots of 20,000 square feet or greater, with large yards and extensive landscaping. Similar to Low Density Estates, Country Estates parcels tend to be large parcels with large single-family homes. It was assumed that there is a single dwelling unit on each existing Low Density Estates parcel. A Low Density Estates unit use factor of 1.46 acre-feet per dwelling unit (af/du) was calculated from the 2023 meter consumption data and is recommended for the City to adopt. This represents an increase of approximately 7 percent from the 2021 calculated unit use factor.

Low Density Residential
The Low Density Residential land use designation represents residential parcels with a density of 3 to

5.9 du/ac. Low Density Residential land use consists of traditional single-family homes on individual lots.

It was assumed that there was a single dwelling unit on each existing Low Density Residential parcel. A Low Density Residential unit use factor of 0.39 af/du was calculated from the 2023 meter consumption data and is recommended for the City to adopt. This represents a decrease of approximately 3 percent from the 2021 calculated unit use factor.

Medium Density Residential
The Medium Density Residential land use designation represents residential parcels with a density of 6 to

12.9 du/ac. Medium Density Residential land use consists of traditional single-family homes on lots which are slightly smaller than those of Low Density Residential use. It was assumed that 10 dwelling units, the median of the Medium Density Residential dwelling unit range, was on each existing Medium Density Residential parcel. The calculated unit use factor using the 2023 meter consumption data was approximately 30 percent lower than the 2021 calculated unit use factor. While the City has seen a decrease in water demands, it was decided a more conservative approach to account for demand variability be used to calculate the unit use factor. A Medium Density Residential unit use factor of

0.30 af/du was calculated based on the average from the 2021 and 2023 meter consumption data and is recommended for the City to adopt. This represents a decrease of approximately 16 percent from the 2021 calculated unit use factor.

High Density Residential
The High Density Residential land use designation represents residential parcels with a density of 13 to 20 du/ac or greater. The High Density Residential land use designation includes higher density living styles, such as condominiums, townhouses, triplexes and fourplexes, and multi-family residential units. It was assumed that 17 dwelling units, the median of the High Density Residential dwelling unit range, was on each existing High Density Residential parcel. The calculated unit use factor using the 2023 consumption data was approximately 24 percent lower than the 2021 calculated unit use factor. While the City has seen a decrease in water demands, it was decided a more conservative approach to account for demand variability be used to calculate the unit use factor. A High Density Residential unit use factor of 0.18 af/du was calculated based on the average from the 2021 and 2023 meter consumption data and is 194
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n-c-206-60-24-56-engr
recommended for the City to adopt. This represents a decrease of approximately 12 percent from the 2021 calculated unit use factor.

Commercial
A single Commercial water use factor was developed to represent the Neighborhood Commercial and Community Commercial land use designations. The calculated unit use factor using the 2023 consumption data was approximately 28 percent lower than the 2021 calculated unit use factor. While the City has seen a decrease in water demands, it was decided a more conservative approach to account for demand variability be used to calculate the unit use factor. A Commercial unit use factor of 1.45 acre-feet per acre (af/ac) was calculated based on the average from the 2021 and 2023 meter consumption data and is recommended for the City to adopt. This represents a decrease of approximately 14 percent from the 2021 calculated unit use factor.

Business and Professional
A single Business and Professional water use factor was developed to represent the Business and Professional and Employment Center land use designations. These land use types include offices and other buildings associated with professional services. The calculated unit use factor using the 2023 consumption data was approximately 48 percent lower than the 2021 calculated unit use factor. While the City has seen a decrease in water demands, it was decided a more conservative approach to account for demand variability be used to calculate the unit use factor. A Business and Professional unit use factor of 1.15 af/ac was calculated based on the average from the 2021 and 2023 meter consumption data and is recommended for the City to adopt. This represents a decrease of approximately 24 percent from the 2021 calculated unit use factor.

Mixed Use
The Mixed Use land use designation represents developments that physically and functionally provide space to integrate residential and commercial use. Generally, mixed use developments are anticipated to consist of buildings with commercial use on the first floor and residential use on all floors above the first.

There is currently only one meter associated with the Mixed Use land use designation, and that respective area has yet to be developed. Since there is no current consumption data associated with this land use, an updated unit water use factor from the City’s consumption data could not be developed. Therefore, it is recommended for the City to continue to use the previously developed Mixed Use unit use factor of

2.00 af/ac from the 2021 water use factor update, which was developed based on other agencies in the Central Valley with similar climates.

Industrial
A single Industrial land use designation was developed to represent the Industrial, Light Industrial, and Industrial Planned Development land use designations. To remain consistent with the 2021 water use factor update, water use and parcel acreage for Sierra Pacific Industries sawmill plant and Gladding McBean clay plant have been excluded from the calculations since these large manufacturing plants have above average industrial water use and are not representative of future Industrial developments within the City. Additionally, the water use and parcel acreage at 466 Airport Road were also excluded from the analysis as it was assumed that the large parcel acreage does not accurately represent the extent of water use serving the parcel. An Industrial unit use factor of 0.47 af/ac was calculated from the 2023 meter consumption data and is recommended for the City to adopt. This represents an increase of approximately 10 percent from the 2021 calculated unit use factor.
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Public Facilities
The Public Facilities land use designation represents public facilities, churches not associated with a residence, and schools. Water use and parcel acreage associated with the City Wastewater Treatment Facility was excluded from the calculations as it was assumed that the large parcel acreage does not accurately represent the extent of water use serving the parcel. The unit use factor calculated from the 2023 consumption data was significantly lower than the 2021 water use factor. To be conservative, it is recommended for the City to continue using the previous Public Facilities unit use factor of 1.80 af/ac from the 2021 water use factor update, which was developed based on other agencies in the Central Valley with similar climates.

Parks and Recreation
The Parks and Recreation land use designation represents irrigated public parks and areas maintained for recreation, such as sports fields, courts, and playgrounds. The unit use factor calculated from the 2023 meter consumption data was significantly lower than the 2021 water use factor. To be conservative, it is recommended for the City to continue using the previous Parks and Recreations unit use factor of

3.55 af/ac from the 2021 water use factor update, which kept the same factor developed in the 2017 Water Master Plan.

RECOMMENDED WATER USE FACTORS
Table 1 summarizes the recommended unit water use factors for the City to use for future water system planning and compares them with the factors previously developed and adopted in 2021. Low Density Residential, Medium Density Residential, High Density Residential, Commercial, and Business and Professional water use factors saw a decrease from the previous factors, which is consistent with water conservation trends observed throughout the Central Valley and may be a result of the efforts outlined in the City’s 2020 Urban Water Management Plan. Low Density Estates (previously Country Estates) and Industrial water use factors saw slight increases in water use by 7 and 10 percent, respectively. Mixed Use, Public Facilities, and Parks and Recreation water use factors did not change. Based on the work completed to develop these water use factors, they are appropriate for the City to adopt and use in projecting future water demands.
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Table 1. Recommended Unit Water Demand Factors
Water Use Factor
General Plan Land Use
Designation(s) af/du/yr af/ac/yr
Change from
2021 Water Use
Factor TM,
Percent(a)
Residential
Low Density Estates
Low Density Estates

1.46 -- +7%
Country Estates
Low Density Residential Low Density Residential 0.39 -- -3% Medium Density Residential Medium Density Residential 0.30 -- -16% High Density Residential High Density Residential 0.18 -- -12% Non-Residential
Commercial
Neighborhood
Commercial --

1.45 -14%
Community Commercial --
Business and Professional
Business and Professional --

1.15 -24%
Employment Center --
Mixed Use(b) Mixed Use -- 2.00 No change
Industrial
Industrial --

0.47 +10%
Light Industrial --
Industrial Planned
Development --
Public Facilities(c) Public Facilities -- 1.80 No change Parks and Recreation(c) Parks and Recreation -- 3.55 No change (a) Unit water use factors developed in 2021 included an additional factor of 5 percent to be conservative and account for variability in annual water use. This factor is not applied to the current recommended water use factors due to the 2018 Water Conservation Legislation to Making Water Conservation a California Way of Life adopted by the State Water Board on July 3, 2024.
(b) The City did not have any Mixed Use consumption during the 2023 year, therefore, it is recommended for the City to continue using the Mixed Use unit water use factor developed in 2021. (c) The calculated Public Facilities and Parks and Recreation water use factors were significantly lower than the 2021 unit water use factor. To be conservative, it is recommended for the City to continue using the previous Public Facilities and Parks and Recreation unit use factors.
197
System Servicing Plan Technical Memorandum
Appendix C
198
2020 Research Park Drive
Suite 100
Davis CA 95618
530.756.5905 phone
530.756.5991 fax
westyost.com

TECHNICAL MEMORANDUM
DATE: January 22, 2026 Project No.: 206-60-24-56
SENT VIA: EMAIL
TO: Araceli Cazarez, PE, City of Lincoln
CC: Chris Nelson, City of Lincoln
FROM: Brenda Estrada, PE, RCE #67062
REVIEWED BY: Jim Mulligan, PE, RCE #52627
SUBJECT: City of Lincoln – System Servicing Plan

INTRODUCTION AND PURPOSE
This technical memorandum (TM) summarizes findings from the City of Lincoln’s (City) Water Master Plan Update (WMPU). The purpose of this TM is to document the system servicing strategy, including projected water demands, supply capacity, system evaluation, capital improvement planning, and staffing needs to support buildout of the City’s water system. The TM integrates results from key technical analyses and establishes a framework for the City’s long-range water system planning.

PLANNING FRAMEWORK AND DATA SOURCES
This TM integrates data and findings from the following WMPU chapters:
 Chapter 3 – Water Demand Analysis
 Chapter 4 – Water Supply Analysis
 Chapter 7 – Existing System Evaluation
 Chapter 8 – Future System Evaluation
 Chapter 10 – Capital Improvement Program
The planning horizon extends through full buildout consistent with the City’s General Plan. Land use based projections, service area boundaries, and system hydraulic evaluations provide the foundation for the system servicing plan.

PLANNED DEVELOPMENT
The General Plan 2050 (GP) serves as a long-term policy guide for the City’s growth and is the basis for the future growth projections used for facility planning along with input from the City’s Community Development Department. The GP framework identifies multiple new development areas as shown on Figure 1. In Chapter 3 of the WMPU, the development of the future growth areas was classified in 5-year increments through a 20-year period with any remaining area assumed to be developed at buildout based 199
TM – City of Lincoln
January 22, 2026

N-C-206-60-24-56-WP-R-WMP-APP C
on input from the City’s Community Development Department. Growth is expected primarily in Village 1 and Village 5 over the next 20 years. The time frames associated with each Village and Special Use District (SUD) on Figure 1 are as follows:
 Village 1 is anticipated to be substantially completed within 10 years.  SUD B is anticipated to begin development in the next 5 years and be substantially completed within 15 years.
 Villages 5 and 7 are anticipated to begin development in the next 5 to 10 years and be substantially completed within 15 to 20 years.
 Villages 2, 3, 4, and 6 and SUD-A and -C are assumed to develop in buildout (beyond 20 years).

Each planned growth area’s water service strategy considers:
 Land use and density
 Topography and pressure zones
 Phasing
The servicing approach maintains consistency with the City’s long-range growth policies and ensures water infrastructure aligns with planned land use and timing assumptions.

PROJECTED DEMANDS
Chapter 3 of the WMPU establishes the basis for the City’s updated water demand projections. The City’s historical and current water use were evaluated to determine per capita water use and land-use based unit use factors.

Approximately 97 percent of future water connections are expected to be single-family residential, reflecting the City’s anticipated development mix. Peaking factors (i.e., average day to maximum day to peak hour) were established based on historical water consumption data. Demand projections were summarized in five-year increments and provided the basis for system hydraulic model evaluations and supply planning. Table 1 summarizes the total projected demand estimates based on the planned development discussed in the previous section.
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LADDING
RD

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MOORE RD

AVIATION BLVD

VIRGINIATOWN RD

ATHENS AVE

WISE RD

FIDDYMENT RD

PARK DR

SHERIDAN LINCOLN BLVD

S DOWD RD N DOWD RD

E CATLETT RD

MCBEAN PARK DR

LINCOLN
B
LV
D
SUD-A
SUD-C
SUD-B
SUD-C
V-2
V-3
V-4
V-6
V-1
V-7
V-5
V-2
V-1
Notes:

1. GIS zoning and land use shapefiles
provided by the City of Lincoln in 2025.

City Limit
Sphere Of Influence
Village Boundary
Special Use District
Figure 1
Future Development
Areas
0 3,500 7,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig 1 - Fut Dev: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch3_Lincoln_WMPU.aprx - ayan - 10/20/2025 201
TM – City of Lincoln
January 22, 2026

N-C-206-60-24-56-WP-R-WMP-APP C
Table 1. Projected Water Production Requirements(a)
Phase Average Day Demand, mgd Maximum Day Demand, mgd(b) Existing(c) 9.0 16.9
5-Year 10.9 20.5
10-Year 14.0 26.4
15-Year 16.9 31.9
20-Year 18.9 35.7
Buildout 35.3 66.9
(a) Projected demands include non-revenue water of 10 percent. (b) Average day to maximum day demand factor equals 1.9. (c) Existing demands based on 2023 demands.
mgd = million gallons per day
The projections indicate that growth in demands is proportional to growth in planned development. The City’s average day demand is projected to approximately quadruple by buildout. These estimates provide the foundation for system capacity evaluation and capital improvement planning.

WATER SUPPLY AND SERVICING STRATEGY
As detailed in Chapter 4 of the WMPU, the City’s water supply portfolio includes both surface water and groundwater resources to ensure a balanced, redundant water supply. The existing surface water and groundwater supplies provide sufficient capacity for existing demandsthrough the 15-year maximum day demand. After the 15-year time frame, the City would need to expand its water supply sources to meet future demands.

Long-term planning includes maintaining redundancy though maximizing available surface water through surface water agreements and continued sustainable groundwater use along with evaluating additional opportunities for future water sources. Future water source opportunities include increased use of recycled water as development occurs on the westside of the City, potential groundwater recharge, and aquifer storage and recovery (ASR) to ensure a sustainable groundwater basin.

The servicing strategy is designed to ensure:
 Adequate supply for projected maximum day demands through buildout.  Operational flexibility and redundancy.
 Consistency with contractual supply agreements and reliability targets.

SYSTEM CAPACITY AND PHASING PLAN
The hydraulic analyses performed as part of Chapters 7 and 8 of the WMPU evaluated transmission pipelines, pumping facilities, and storage needs to assess system performance under future growth scenarios. The analyses verified that planned facility improvements maintain required pressure and fire flow criteria throughout the service area.
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January 22, 2026

N-C-206-60-24-56-WP-R-WMP-APP C
Key elements of the phasing plan are listed below:
 Near-Term (0-5 years): Target reliability improvements and address localized deficiencies.  Mid-Term (5-15 years): Expand capacity to support development in Village 5 and other developments.
 Long-Term (15+ years): Complete storage, transmission, and booster improvements for buildout of the sphere of influence.

The phasing plan ensures that infrastructure expansion aligns with development pacing and funding availability. Coordination with developers is essential for phasing and cost allocation.

CAPITAL IMPROVEMENT IMPLEMENTATION STRATEGY
The Capital Improvement Program (CIP) outlined in Chapter 10 of the WMPU identifies the projects necessary to address deficiencies, support new development, and maintain service reliability. Key elements include:
 New transmission pipelines to extend service to growth areas  Additional storage facilities to meet emergency and operational needs  Booster pump station improvements and inter-zone connections  Distribution system upgrades to enhance fire flow and reliability CIP projects were grouped into near-term, mid-term, and long-term implementation phases based on demand triggers and hydraulic priorities as shown on Figure 2. The CIP also provides planning-level cost estimates for guidance on budgeting and rate-setting purposes.

GROWTH AREA SERVICING STRATEGY
The growth area servicing strategy extends the existing 375 Pressure Zone, adds a new 450 Pressure Zone, and adds new facilities to efficiently serve planned developments. The servicing approach emphasizes:
 Hydraulic efficiency
 Redundancy and reliability
 Maintainability
Expansion of the system will occur incrementally in advance of development, guided by the hydraulic model and the City’s adopted master plan framework.
203
TU
TU
TU TU
TU
TU
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XW
XW
XW
XW
XW

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[PS ±
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")
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")
")
")
")
")
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")
")
")
")
")
[PS ±
¬«65
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N I C O L A U S R D

D E L W E B B B L V D E A S T A V E
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T W E L V E B R I D G E S D R

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16''
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18''
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30''
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V5 Tank #1
Airport Tank
V5 Tank #2
V2 Tank Notes:

1. The 450 Zone will be active with the
10 Year Phase.

2. Future facilities and pipelines are
preliminary and will require further
study and refinement by Project
proponents as future developments
move forward.

3. Only pipelines 12-inch diameter or greater
are included in the CIP.

4. Future improvements serving future
developments are recommended to be
funded by Project proponents.

5. All future groundwater wells are assumed
to be equipped with aquifer storage and
recovery (ASR) capability.

Phase Color Legend
Existing (No
Improvement)
Existing (Improvement)
5 Year
10 Year
15 Year
20 Year
Buildout
System Facilities
") Groundwater Well
2!!
Placer County Water
Agency Metering Station
Backup Power
[PS ±
Pump Station
XW
Pressure Reducing
Station
TU Storage Tank
Pipeline
Future Development
Lincoln 270
Village 1
Villages 2-4 and SUD-A
Village 5
Village 7
SUD-B
Village 6 and SUD-C
Boundaries
New 450 Pressure Zone
Existing City Limit
City Sphere of Influence
Figure 2
Recommended Capital
Improvement Projects
0 3,750 7,500
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig 2_CIP: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch10_Lincoln_WMPU.aprx - ayan - 12/30/2025 204
TM – City of Lincoln
January 22, 2026

N-C-206-60-24-56-WP-R-WMP-APP C

STAFFING PLAN AND RECOMMENDATIONS
The staffing evaluation assesses current and future resource needs for the City’s Water Division. Staffing projections are based on the City’s growth in connections and benchmarked against similarsized agencies.

The evaluation methodology included the following:
 Evaluation of current staffing structure and responsibilities.  Review of projected connections and staffing benchmarks.  Development of a projected staffing plan.

The City’s current Water Division staff is undersized for the existing system and will also require expansion with future growth. The benchmarking performed using peer agencies indicates an optimal range of

0.7 to 1.1 full-time employees (FTE) per 1,000 connections; the City currently operates at 0.4 full-time employees per 1,000 connections. As the City continues to grow, staffing should adjust based on the connections being added. The future staffing should focus on distribution maintenance, water quality, customer service, and management support.

Attachment A provides a detailed review of the staffing evaluation performed.

SUMMARY OF FINDINGS
Table 2 summarizes the key findings of the City’s System Servicing Plan based on the WMPU analyses. The findings confirm that, with implementation of planned infrastructure, supply strategies, and staffing adjustments, the City’s water system can reliability support projected growth through full buildout while maintaining service standards and operational resilience. 205
TM – City of Lincoln
January 22, 2026

N-C-206-60-24-56-WP-R-WMP-APP C
Table 2. Summary of Findings
Topic Summary of Findings
Planned Growth
Future development is primarily concentrated in Villages 1 and 5 within the next 20 years, with remaining Villages and Special Use Districts assumed to develop at long-term buildout. Growth assumptions are consistent with the City’s General Plan 2050 and Community Development input.

Water Demand Projections
Average day demand is projected to increase from approximately 9.0 mgd under existing conditions to approximately 35.3 mgd at buildout. Maximum day demand is projected to increase from 16.9 mgd to approximately 66.9 mgd. Demand projections include 10 percent non-revenue water and reflect land use-based development assumptions.

Water Supply Adequacy
The City’s existing surface water and groundwater supplies are sufficient to meet current demands. With planned system enhancements and supply management strategies, the City can reliably meet projected demands through buildout while maintaining redundancy and operational flexibility.

Long-Term Supply Strategy
Long-term planning emphasizes maximizing surface water use, sustainable groundwater management, and evaluating supplemental strategies such as recycled water expansion, groundwater recharge, and ASR to enhance supply reliability.

System Capacity
Hydraulic modeling confirms that, with implementation of recommended improvements, the system can maintain required pressure and fire flow criteria under future demand conditions throughout the service area.

Infrastructure Phasing
Capital improvements are phased to align with development timing, address near-term reliability and deficiencies, expand mid-term capacity for planned growth areas, and complete long-term facility improvements required for full buildout of the sphere of influence.

Capital Improvement
Program
The recommended CIP identifies transmission, storage, pumping, and distribution improvements necessary to support growth and maintain service reliability.

Projects are prioritized based on hydraulic need and demand triggers, with growth-related improvements anticipated to be funded by project proponents where applicable.

Growth Area Servicing
Future development will be served through extension of the existing 375 Pressure Zone and implementation of a new 450 Pressure Zone. The servicing strategy emphasizes hydraulic efficiency, redundancy, and incremental expansion consistent with development phasing.

Staffing Needs
Existing Water Division staffing levels are undersized for the current system and will require incremental increases as connections grow. Benchmarking indicates a target staffing range of approximately 0.7 to 1.1 FTEs per 1,000 connections to maintain reliable operations and regulatory compliance of the water system through buildout.
206
Detailed Review of the Staffing Evaluation Performed
Attachment A
207
Attachment A
Detailed Review of the Staffing Evaluation Performed
A-1 N-C-206-60-24-56-WP-R-WMP-APP C

BACKGROUND
As the City of Lincoln continues to expand toward buildout, the Water Department must plan for a corresponding increase in staffing to maintain reliable operation, maintenance, and regulatory compliance. The City’s projected growth will be driven primarily by residential development— approximately 97 percent of future water connections are expected to be single-family residential units.

The number of projected residential water connections was derived from Table A, which summarizes future development by housing type and density. Each dwelling unit in the country estates, low-, and medium density residential categories was assumed to correspond to one water service connection. These projections were aggregated in five-year increments through buildout to estimate total future water service connections.

As new developments are constructed, additional water infrastructure—such as mains, valves, meters, hydrants, and backflow devices—will be added to the system, requiring additional maintenance and operational effort. Accordingly, Lincoln’s Water Department must scale staffing levels proportionally with the number of service connections to sustain service quality, maintain system integrity, and meet regulatory requirements.

BENCHMARKING AND COMPARABLE SYSTEMS
To estimate future staffing needs, benchmarking was performed using data from comparable California water utilities, summarized in Table B. The comparable cities include the cities of Roseville, Tracy, Yuba City, and Woodland. These systems were selected for their similar service population, anticipated growth trajectory, and operational structure. Key factors for each of the comparable cities were considered and normalized to the operations of Lincoln in order to provide an apple-to-apples comparison. For example, water treatment staff for the City of Roseville were not contained in the total number of staff, to better represent the fact that Lincoln does not operate a surface water treatment plant.

While there is no universal industry standard for water department staffing, benchmarking studies— including those from the American Water Works Association (AWWA)—indicate that the ratio of water staff per 1,000 water connections is a widely used and reasonable metric for comparing system staffing efficiency. This analysis of comparable systems demonstrated that a correlation exists between the number of staff per 1,000 water connections and overall system size and complexity.

For example:
 The City of Roseville, which serves approximately 52,000 connections, maintains roughly

0.8 water department employees per 1,000 connections.
 The City of Tracy, with approximately 25,000 connections, operates with about 0.9 employees per 1,000 connections.

Of the comparable systems it is important to recognize the relevance and reliability of the Roseville data as a benchmark: Roseville is geographically adjacent to Lincoln and has experienced growth since the 1990’s to current buildout very analogous to the projected growth of Lincoln (a doubling of the water system connections to buildout).
208
Attachment A
City of Lincoln Department Staffing Growth Approach
A-2 N-C-206-60-24-56-WP-R-WMP-APP C
These benchmarks provide a credible basis for projecting Lincoln’s staffing needs as the system expands.

Using this relationship allows Lincoln to rationalize future staffing levels in proportion to growth in water connections, while considering operational efficiency and budget constraints. The current water operator staffing structure includes staff from the Water Quality Division and staff from the Streets Division with a 15 percent allocation for water distribution system maintenance and leak repair. As shown in Table B, the City of Lincoln is currently at a 0.4 FTEs per 1,000 connections. This is based on a total of 10 FTEs (eight FTEs in the Water Division and the equivalent of two FTEs in the Streets Division based on the previously mentioned 15 percent allocation) and approximately 25,000 existing connections.

Recommendations
The results of the staffing projection analysis are summarized in Table C. The table presents the recommended number of full-time equivalent (FTE) staff additions in five-year increments through buildout, based on projected growth in water service connections. As the City water system expands from roughly 25,000 connections to over 58,000 connections at buildout and applying the benchmark of 0.8 FTEs per 1,000 connections, the City Water Division staff should be increased from 10 FTEs to 47 FTEs.

This projection applies the benchmark ratio derived from comparable utilities (staff per 1,000 water connections) to Lincoln’s projected total connections at each interval. The analysis anticipates a steady increase in staffing over time to align with the pace of development, ensuring adequate operational capacity as new infrastructure is commissioned.

Key recommendations include:
 Incrementally increasing staff levels in five-year intervals to match system growth.  Targeting a staffing ratio consistent with efficient, full-service utilities such as Roseville and Tracy.
 Reassessing staffing projections periodically to reflect updated growth forecasts, technology improvements, and operational efficiencies.
 Using the projected staffing plan to inform future budget planning and rate-setting efforts, ensuring sustainable operations throughout Lincoln’s expansion period.  Periodically assess the City Water Division and Streets Division structure as continued growth will require specialized positions that may ultimately need to be managed under one department.

By adopting a data-driven approach tied to projected water connections and validated by peer system benchmarks, the City of Lincoln can responsibly plan and justify future staffing additions that support reliable water service delivery to a growing community. 209
Attachment A
City of Lincoln Department Staffing Growth Approach
A-3 N-C-206-60-24-56-WP-R-WMP-APP C
Table A. Excerpt from Table 3.9 as Basis for Operational Staffing Projection Residential Connections 2023-2028 2029-2033 2034-2038 2039-2043 2044-2050 Country/Low Density Estates 154 457 955 1,652 3,383
Low Density Residential 2,074 4,374 5,867 6,987 18,372
Medium Density Residential 1,044 3,306 5,543 5,608 13,701 Total 3,272 8,137 12,365 14,247 35,456
Total Per 5 year Increment 3,272 4,865 4,228 1,882 21,209 Total Connections 25,957 30,822 35,050 36,932 58,141
Source: Table 3.9 Water Master Plan Update 2025
Table B. Comparable Water Systems
System No. FTEs
No. Connections
(1,000s)
FTEs per 1,000
Connections
City of Roseville 42 56 0.8
City of Woodland 17.5 18 1.0
City of Yuba 16 19 0.8
City of Tracy 27 28 1.0
City of Lincoln 10 25 0.4
Sources:

City of Roseville Environmental Utilities Department, Water Division - 2025 City of Woodland Public Works Engineering Department - 2025 City of Yuba City Public Works Engineering Department - 2025 City of Tracy Public Works Department - 2025
City of Lincoln Public Works Department - 2025
210
A-4 N-C-206-60-24-56-WP-R-WMP-APP C
Table C. City of Lincoln Water and Streets Divisions - Staffing Projection Through City Buildout Item Current Planned Division Other Resources Needed Notes Position to Add Year Range/Connections Added/Total Connections(a)
2023-2028/3,272 2029-2033/4,865 2034-2038/4,228 2039-2043/1,882 2044-2050/21,209 25,957 30,822 35,050 36,932 58,141
Full-Time Equivalents (FTEs) to Add Per 5-Year Increment Supervisory Control and Data
Acquisition System (SCADA) TESCO Water Division dedicated staff Water/Streets Cyber training - Instrument Tech 1 - 2 1 - Residential Meter Testing &
Meter Repair City of Sac Water Division dedicated staff Water/Streets Meter Test Bench - Meter Tech/
Certified Distribution
Operator
1 1 1 - 1
Development Support
(Warranty Inspections, New
Meter Installations, System
Tie-Ins and Shutdowns
Ad Hoc from
Water or Streets
based on
availability
Water Division
dedicated staff Water/Streets - In response to robust development in the City Certified Distribution
Operator 1 - 1 - 2
Administrative Support Shared Water Division
dedicated staff Water/Streets - Admin can be assigned to Metering Program Support (AMI) Administrative
Assistant - 1 - 1 1
Bacteriological Sampling Third party lab Water Division dedicated staff Water/Streets Field sampling stations
Distribution sampling stations
added as City grows per DDW
water system permit. This will
include water quality reporting.

Certified Distribution
Operator - 1 - - 1
Backflow Testing Water Division Water Division
dedicated staff Water/Streets - Backflow quantity increases as City grows Certified Backflow
Tester - - 2 - 1
Metering Program Support
(AMI) None Water Division dedicated staff Water/Streets - This support can be done by adding admin staff See Administrative
Support - - 1 1 -
Recycled Water Program None Water Division
dedicated staff Water/Streets Consultant support City expansion of RW system and desire for groundwater recharge Certified Backflow
Tester/Cross
Connection Specialist
1 - - - 1
Water Conservation and
Regulatory-Driven
Community Outreach
None Water Division
dedicated staff Water/Streets - - Analyst 1 - - - 1
Groundwater Program
(Operations, Maintenance,
ASR)
Water Division
dedicated staff
Water Division
dedicated staff Water/Streets -
Project 10 more wells and two
storage tanks added to system
through buildout
Certified Treatment
and Distribution
Operator
- 1 - 1 2
Inventory Control
(Warehousing) None
Water Division
dedicated staff
(or shared staff)
Water/Streets
Warehousing software
integrated into
Computerized
Maintenance Management
System (CMMS). Training.
-
Analyst who
understands water
infrastructure
1 - - 1 -
CMMS and Asset
Management None Water Division dedicated staff Water/Streets - Work orders supported via scheduling and job-kitting Maintenance
Coordinator 1 - 1 - -
Pressure Reducing Valves
(PRVs), Control Valves None Water Division dedicated staff Water/Streets - Increased system complexity
from City growth requires
specialized skills to balance
potential new pressure zones
Certified Distribution
Operator - 1 - - 1
211
A-5 N-C-206-60-24-56-WP-R-WMP-APP C
Table C. City of Lincoln Water and Streets Divisions - Staffing Projection Through City Buildout Item Current Planned Division Other Resources Needed Notes Position to Add Year Range/Connections Added/Total Connections(a)
2023-2028/3,272 2029-2033/4,865 2034-2038/4,228 2039-2043/1,882 2044-2050/21,209 25,957 30,822 35,050 36,932 58,141
Full-Time Equivalents (FTEs) to Add Per 5-Year Increment Distribution System
Maintenance (Leak Repairs,
Main Flushing, Valve
Exercising, Hydrant
Maintenance)
Behind
schedule, no
formal program
in place
Water Division
dedicated staff Water/Streets
Portable or truck-mounted,
electric or hydraulic valve
operators
Worker safety Certified Distribution
Operator 2 1 1 - 2
Large Meter Testing None Water Division
dedicated staff Water/Streets Contract with large meter test bench - Certified Distribution Operator - 1 - 1 - Groundwater Program
Management (Includes All
GW Quality and Engineering
Needs)
None Engineering Water/Streets Consultant support Studies and approach needed Engineer - - 1 - 2 Total FTEs Projected Per 5-Year Increment 9 7 10 6 15
(a) Total water connections projections shown in Table B. 212
Calibration Results
Appendix D
213
Appendix D
Calibration Results (7/11/24)
N-C-206-60-24-56-WP-R-WMP-APP
D-1 City of Lincoln
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LOWER ZONES RESULTS

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Calibration Results (7/11/24)
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Calibration Results (7/11/24)
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D-8 City of Lincoln
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E R

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Appendix D
Calibration Results (7/11/24)
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Water Master Plan Update

N ZONES RESULTS

T
T

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S

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Calibration Results (7/11/24)
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HPR Results
Appendix E
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HPR Results (7/11/24)
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HPR Results (7/11/24)
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HPR Results (7/11/24)
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HPR Results (7/11/24)
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T

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Z

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Appendix E
HPR Results (7/11/24)
N-C-206-60-24-56-WP-R-WMP-APP
E-12 City of Lincoln
Water Master Plan Update

N ZONES RESULTS

T
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Z

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Z

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Appendix E
HPR Results (7/11/24)
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N ZONES RESULTS

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10-Year Pipeline Rehabilitation and Replacement
Program Details
Appendix F
240
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 8198 1 4 2025
8856 6 4 2025
2130 380 4 2025
824 4 4 2025
1188 65 4 2025
4316 408 4 2025
822 4 4 2025
1190 54 4 2025
8214 1 4 2025
812 364 4 2025
3618 10 4 2025
3637 2 4 2025
1223 427 4 2025
8175 5 4 2025
1305 7 4 2025
863 1 4 2025
4087 32 2 2025
6806 6 4 2025
3632 306 4 2025
2170 18 4 2025
3920 383 4 2025
503 81 4 2025
4077 21 2 2025
4078 28 2 2025
8533 132 2 2025
3471 16 4 2025
8212 13 4 2025
8215 12 4 2025
1025 334 4 2025
8487 2 6 2025
8197 2 6 2025
4805 55 6 2025
3699 25 6 2025
3738 200 6 2025
1606 4 6 2025
2053 14 6 2025
3614 81 6 2025
8195 11 6 2025
8196 4 6 2025
8216 3 4 2025
2086 60 6 2025
792 319 4 2025
1023 134 4 2025
791 22 4 2025
4302 278 6 2025
New Pipeline (2nd Street) 984 14 2025
6600 25 4 2026
6598 6 4 2026
772 21 6 2026
1024 56 4 2026
6623 4 6 2026
6624 396 6 2026
4190 253 4 2026
3643 56 6 2026
4164 26 6 2026
2132 324 6 2026
9702 4 6 2026
4575 5 6 2026
4201 82 6 2026
2176 33 4 2026
3931 1 6 2026
6629 97 6 2026
6630 90 6 2026
2175 299 4 2026
11045 9 4 2026
9762 4 6 2026
9706 10 6 2026
1607 173 6 2026
3616 1 6 2026
3617 1 6 2026
3615 44 6 2026
6622 141 6 2026
823 12 6 2026
N-C-206-60-24-56-WP-R-APP F Page 1 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24241
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 8186 4 6 2026
472 321 6 2026
1774 34 6 2026
6616 47 6 2026
6621 1 6 2026
1931 76 6 2026
1225 273 6 2026
1222 310 6 2026
8434 1 4 2026
8435 2 4 2026
526 436 4 2026
504 108 4 2026
1300 292 4 2026
505 4 4 2026
5337 22 4 2026
8164 425 4 2026
8163 26 6 2026
6665 42 4 2026
1221 3 6 2026
1224 2 4 2026
4186 3 6 2026
1165 9 6 2026
1633 327 4 2026
1301 2 4 2026
8182 13 4 2026
1625 32 4 2026
6606 340 6 2026
1624 176 6 2027
4191 30 6 2027
8218 2 4 2027
8174 1 4 2027
8173 1 4 2027
1083 358 6 2027
1626 2 6 2027
1627 2 6 2027
1631 3 6 2027
579 245 6 2027
445 83 4 2027
532 4 6 2027
2579 453 4 2027
3638 15 6 2027
6605 2 6 2027
1623 2 4 2027
1621 1 4 2027
1620 5 6 2027
1622 418 4 2027
2148 54 6 2027
8650 1 4 2027
8651 5 4 2027
781 5 4 2027
782 22 4 2027
1619 305 6 2027
8219 2 4 2027
1226 52 4 2027
8176 53 4 2027
5049 281 4 2027
454 56 6 2027
4525 26 6 2027
8181 3 6 2027
8185 2 4 2027
1087 6 4 2027
2209 5 6 2027
4520 2 6 2027
1088 4 6 2027
5048 9 6 2027
5318 5 4 2027
2084 31 4 2027
8165 2 4 2027
2573 44 6 2027
4526 281 6 2027
862 362 6 2027
4189 414 6 2027
4518 465 6 2027
N-C-206-60-24-56-WP-R-APP F Page 2 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24242
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 6607 487 6 2027
4527 296 6 2027
1079 14 6 2027
1067 1 4 2027
3094 59 6 2027
3095 28 6 2027
3196 306 6 2027
3610 55 6 2028
6617 485 4 2028
2144 485 4 2028
783 324 4 2028
785 469 4 2028
2578 26 6 2028
4317 439 6 2028
4315 456 6 2028
3563 52 10 2028
4203 63 8 2028
382 55 6 2028
829 18 6 2028
6592 204 8 2028
4318 436 6 2028
6615 405 6 2028
4303 436 6 2028
4181 595 8 2028
2119 3 8 2028
335 2 8 2028
1889 1 12 2028
6601 11 8 2028
280 4 6 2028
6608 356 14 2028
4517 67 14 2029
1230 277 14 2029
279 224 6 2029
1929 178 8 2029
4187 237 14 2029
805 232 14 2029
831 184 14 2029
8220 1 6 2029
806 105 14 2029
727 324 10 2029
2020 131 10 2029
3564 161 10 2029
2230 102 10 2029
726 1 10 2029
5050 226 10 2029
2111 433 10 2029
1890 1 10 2029
3642 127 8 2029
3558 190 6 2029
6590 85 8 2029
6591 37 8 2029
3557 376 8 2029
4183 38 4 2029
4156 5 8 2029
4179 1 8 2029
5042 21 8 2029
4510 6 8 2029
4295 85 8 2029
4309 5 8 2029
4308 5 8 2029
5039 5 8 2029
4182 68 12 2029
8858 95 16 2029
8859 54 8 2029
8172 13 6 2029
4519 2 6 2029
8217 1 6 2029
6618 480 6 2029
2137 385 8 2029
8014 244 8 2029
1029 13 8 2029
3636 2 6 2029
6599 382 6 2029
N-C-206-60-24-56-WP-R-APP F Page 3 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24243
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 6612 65 6 2029
8500 1,043 8 2029
6610 15 6 2029
6609 393 6 2029
811 32 6 2029
2136 349 6 2029
2083 53 6 2029
230 427 6 2029
859 12 6 2030
2255 62 6 2030
1086 21 6 2030
6594 61 8 2030
6593 38 8 2030
2134 15 8 2030
8486 15 8 2030
2206 188 8 2030
4180 247 8 2030
2205 312 8 2030
3205 241 8 2030
1610 517 8 2030
8034 1 6 2030
1070 240 6 2030
1078 33 6 2030
1069 1 6 2030
8119 3 6 2030
1990 1 6 2030
3781 21 6 2030
3787 140 6 2030
2149 139 6 2030
8138 28 6 2030
3789 318 6 2030
2171 2 6 2030
3790 9 6 2030
618 179 6 2030
1973 3 6 2030
8137 29 8 2030
4529 139 8 2030
766 238 8 2030
4086 302 6 2030
3784 257 6 2030
8118 246 6 2030
4807 1 6 2030
5124 2 6 2030
4806 26 6 2030
1077 14 6 2030
1076 304 6 2030
1068 303 6 2030
1075 335 6 2030
1618 25 6 2030
4099 9 6 2030
4095 260 6 2030
4102 294 6 2030
273 3 6 2030
2060 279 6 2030
4100 230 6 2030
4101 40 6 2030
3608 480 6 2030
1160 267 6 2030
1161 32 6 2030
3630 29 6 2030
3631 236 6 2030
2182 112 6 2030
2181 4 6 2030
2203 2 6 2030
6632 2 6 2030
2201 1 6 2030
3395 4 6 2030
3611 3 6 2030
1163 2 6 2030
3626 4 8 2030
3924 32 8 2030
7205 1 6 2030
3621 3 6 2030
N-C-206-60-24-56-WP-R-APP F Page 4 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24244
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 3926 2 6 2030
1162 2 8 2030
3394 67 6 2030
3622 324 6 2030
6631 144 6 2030
3623 197 6 2031
2200 215 6 2031
3612 244 6 2031
2197 90 6 2031
3925 256 6 2031
3624 309 6 2031
3613 150 6 2031
3627 187 8 2031
3620 61 6 2031
7206 95 8 2031
3635 92 6 2031
3923 3 8 2031
3629 392 8 2031
3634 237 8 2031
3633 291 8 2031
3628 202 8 2031
6633 96 6 2031
6625 427 6 2031
2173 176 6 2031
2172 15 6 2031
8203 32 6 2031
8532 175 6 2031
3619 25 8 2031
7842 374 6 2031
1752 594 6 2031
893 65 8 2031
1615 4 8 2031
1800 71 8 2031
8156 28 8 2031
8178 1 6 2031
4184 1,566 6 2031
887 262 8 2031
8177 53 6 2031
8857 293 20 2031
8180 47 8 2031
11046 10 6 2031
8210 6 10 2031
2180 2 6 2031
821 2 6 2031
8224 2 6 2031
5313 2 6 2031
8121 1 6 2031
1977 5 8 2031
3473 15 8 2031
825 48 10 2031
3472 9 8 2031
2102 20 6 2031
7843 30 6 2031
8199 3 6 2031
4299 22 6 2031
4165 2 6 2031
8211 6 8 2031
3625 4 8 2031
2202 2 6 2031
9737 4 6 2031
6595 4 6 2031
282 32 6 2031
3788 12 6 2031
4530 26 8 2031
755 1 8 2031
6626 26 6 2031
7911 1 10 2031
11044 15 6 2031
8171 4 6 2031
4521 5 6 2031
4654 5 6 2031
1164 9 6 2031
5492 44 6 2031
N-C-206-60-24-56-WP-R-APP F Page 5 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24245
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 5047 438 8 2032
2204 250 6 2032
8485 1,159 8 2032
3922 4 6 2032
1918 40 6 2032
6603 4 8 2032
2229 6 8 2032
2071 11 8 2032
4192 459 8 2032
4193 394 6 2032
1059 62 8 2032
1643 379 8 2032
6657 6 8 2032
2079 2 8 2032
8153 39 8 2032
3912 1 12 2032
3195 190 8 2032
8424 5 8 2032
8425 220 8 2032
5329 69 12 2032
1975 2 8 2032
529 2 18 2032
527 66 8 2032
8183 12 8 2032
2082 40 6 2032
2081 278 6 2032
1082 367 6 2032
1022 1 6 2032
1021 1 6 2032
1018 81 6 2032
275 297 6 2032
1081 43 6 2032
1080 241 6 2032
274 47 6 2032
272 86 6 2032
278 1 6 2032
1020 1 6 2032
1019 1 6 2032
4172 286 8 2032
5041 145 8 2032
8004 2 8 2032
6611 13 6 2032
2063 267 6 2032
2067 4 6 2032
2066 13 6 2032
2064 4 6 2032
1200 253 8 2032
2121 221 6 2032
4096 261 6 2032
8166 44 8 2032
3204 4 16 2032
6613 92 14 2032
6584 2 6 2032
5484 188 18 2032
6614 7 8 2032
8191 83 8 2032
8490 143 12 2032
5340 5 8 2032
4089 1 8 2032
4088 1 8 2032
802 206 6 2032
4170 40 8 2032
4171 2 8 2032
804 162 6 2032
827 136 8 2032
2244 41 8 2032
2243 100 8 2032
2120 455 8 2032
2068 26 10 2032
1378 4 6 2032
1343 5 8 2032
832 241 10 2032
229 243 6 2032
N-C-206-60-24-56-WP-R-APP F Page 6 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24246
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 834 45 10 2032
833 182 10 2032
2065 248 10 2032
1531 234 10 2032
4084 224 6 2032
4085 544 14 2032
271 265 10 2033
2080 251 8 2033
270 242 10 2033
2077 488 8 2033
4092 234 10 2033
2075 25 8 2033
2076 476 8 2033
4091 63 10 2033
1017 2 10 2033
2061 1 8 2033
1588 177 8 2033
8488 13 6 2033
2078 2 8 2033
2237 350 10 2033
1379 478 8 2033
845 67 8 2033
2238 2 8 2033
2239 1 10 2033
828 26 10 2033
1591 2 6 2033
2122 1 8 2033
2123 255 8 2033
2236 412 10 2033
1589 106 8 2033
1590 172 6 2033
2107 174 8 2033
4090 312 8 2033
768 40 8 2033
4098 174 6 2033
4097 266 6 2033
1614 6 6 2033
4094 121 6 2033
4093 162 6 2033
801 162 6 2033
3698 1 24 2033
5338 0 18 2033
3783 10 6 2033
8144 7 24 2033
3782 308 24 2033
1989 1 6 2033
8143 1 8 2033
4208 56 8 2033
3938 2 8 2033
3939 1 24 2033
5339 550 24 2033
4162 5 8 2033
5341 2 8 2033
3411 6 8 2033
10639 13 24 2033
5033 22 4 2033
8478 2 14 2033
3393 356 24 2033
9316 61 24 2033
2157 382 6 2033
8213 12 14 2033
4655 124 14 2033
581 7 14 2033
3857 255 6 2033
3474 27 6 2033
2155 524 14 2033
11380 5 14 2033
2156 59 14 2033
4076 258 14 2033
4075 7 14 2033
506 2 6 2033
8497 51 6 2033
6666 45 14 2033
N-C-206-60-24-56-WP-R-APP F Page 7 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24247
Appendix F. 10-Year Pipeline R&R Program
Pipeline ID Length, ft Diameter. Inches Replacement Year 1159 2 6 2033
4082 2 6 2033
4081 276 6 2033
6667 85 14 2033
11994 222 14 2033
4083 102 6 2033
4080 165 6 2033
533 5 6 2033
1157 114 6 2033
4079 2 6 2033
1158 1 6 2033
1340 2 6 2033
586 217 6 2033
587 118 6 2033
7196 1 8 2033
7832 60 8 2033
4608 5 8 2033
4647 128 12 2033
3917 1 8 2033
6658 417 8 2033
4070 5 8 2034
4068 131 12 2034
4073 79 8 2034
4072 178 8 2034
5306 123 12 2034
3849 133 8 2034
8522 689 8 2034
8523 689 8 2034
7195 155 12 2034
8903 82 8 2034
11379 4 6 2034
11378 15 6 2034
2150 5 14 2034
1085 5 14 2034
1335 45 14 2034
1228 1 8 2034
1227 1 8 2034
1229 28 14 2034
1899 4 10 2034
2036 3 10 2034
2072 2 8 2034
724 5 10 2034
2112 2 8 2034
725 9 10 2034
846 3 10 2034
4173 4 8 2034
4176 355 8 2034
5467 251 12 2034
8474 4 12 2034
5156 2 14 2034
5157 2 14 2034
1616 173 8 2034
8484 19 8 2034
5165 2 12 2034
5163 3 8 2034
5164 1 8 2034
1741 2 8 2034
5475 1 8 2034
8146 3 12 2034
5155 1,025 24 2034
5314 3 14 2034
1199 31 6 2034
2058 3 8 2034
4104 130 6 2034
323 226 8 2034
1613 3 6 2034
723 39 8 2034
728 446 8 2034
722 254 8 2034
719 30 8 2034
1597 852 16 2034
2124 23 16 2034
2100 623 16 2034
N-C-206-60-24-56-WP-R-APP F Page 8 of 8
City of Lincoln
Water Master Plan Update
Last Revised: 12-02-24248
Cost Estimating Assumptions
Appendix G
249
Appendix G
Cost Estimating Assumptions
N-C-206-60-24-56-WP-R-WMP-APP H
G-1 City of Lincoln
Water Master Plan Update
This appendix details West Yost’s assumptions for estimating probable construction costs for the recommended water system facilities. Construction costs were developed based on a combination of data supplied by manufacturers, published industry standard cost data and curves, construction costs for similar facilities built by the City of Lincoln (City) and/or other public agencies, and construction costs previously estimated by West Yost for similar facilities with similar construction cost indexes.

The costs presented in this appendix are for construction only and do not include estimating or construction uncertainties (e.g., variations in final quantities) or cost estimates for engineering, legal services, environmental review, inspections, and/or contract administration. Some of these items are referred to as contingency costs and are addressed in the last section of this appendix. It should also be noted that the construction costs presented in this appendix represent capital infrastructure costs and do not include costs for purchase of additional surface water supplies, supply reliability, or operation and maintenance.

All estimated construction costs have been adjusted to reflect August 2025 dollars based on the construction cost index (CCI) of 20-cities average (13913.52). These costs should be used for conceptual cost estimates only and should be updated regularly. Construction costs presented in this appendix are not intended to represent the lowest prices in the industry for each type of construction or higher costs based on current supply-chain issues and/or construction volatility experienced in 2021 and 2022; rather they are representative of average or typical construction costs.

These planning-level construction cost estimates have been prepared for guidance in evaluating various facility improvement options and are intended only for budgetary purposes within the context of this master planning effort. Cost estimates prepared for this master planning effort are developed in accordance with the guidelines of the Association for the Advancement of Cost Engineering (AACE) International for a Class 5 Estimate. AACE International defines a Class 5 Estimate in the following manner:

Class 5 Estimate: This estimate is prepared based on limited information, where little more than proposed plant type, its location, and the capacity are known. Strategic planning purposes include, but are not limited to, market studies, assessment of viability, evaluation of alternate schemes, project screening, location and evaluation of resource needs and budgeting, and long-range capital planning. Examples of estimating methods used would include cost/capacity curves and factors, scale up factors, and parametric and modeling techniques. Typically, little time is expended in the development of this estimate. The expected accuracy ranges for this class estimate are –20 to – 50 percent on the low side and +30 to +100 percent on the high side.

The following sections of this appendix describe the assumptions used to estimate the probable construction costs for the planning and design of recommended water system facilities for the City’s water system:
• Water System Construction Costs
• Contingency Costs
250
Appendix G
Cost Estimating Assumptions
N-C-206-60-24-56-WP-R-WMP-APP H
G-2 City of Lincoln
Water Master Plan Update

WATER SYSTEM CONSTRUCTION COSTS
The following sections present the construction cost estimates used to project probable construction costs for recommended water system facilities in the City’s water system and are categorized by type of improvement, including the following:
• Potable Water Pipelines
• Treated Water Storage Tanks
• Treated Water Booster Pump Stations
• Groundwater Production Wells
• Aquifer Storage and Recovery Wells
• Pressure or Flow Regulating Stations and Valves
• Backup Power Generators Plug-In Adaptors
Potable Water Pipelines
Unit construction costs for potable water pipelines 8- through 20-inches in diameter are provided in Table 1. These unit costs are categorized by typical pipeline construction either in developed areas (e.g., in urban or suburban roads) or undeveloped areas (e.g., across open fields or in rural roads) and are representative of pipeline construction under common or normal conditions. Special or difficult conditions would increase costs significantly.

The unit construction costs presented below are based on recent bids provided by the City and generally include pipeline materials, trenching, placing and jointing pipe, valves, fittings, hydrants, service connections, placing imported pipe bedding, native backfill material, and partial asphalt pavement replacement, if required. However, the costs presented in Table 1 do not include jacking and boring pipe or constructing boring and receiving pits. Jack and bore costs are shown in Table 2 and should be added where required.

Table 1. Unit Construction Costs for Pipelines(a)
Pipeline Size
Unit Construction Cost, dollars/linear foot(b)
Developed Areas Undeveloped Areas
8-inch diameter 490 320
12-inch diameter 680 485
16-inch diameter 825 640
18-inch diameter 885 690
20-inch diameter 935 670
24-inch diameter 1070 840
30-inch diameter 1260 1090
(a) Based on August 2025 CCI of 20-cities average (13913.52). (b) Estimated construction costs do not reflect an adjustment to account for the current economic bidding climate. 251
Appendix G
Cost Estimating Assumptions
N-C-206-60-24-56-WP-R-WMP-APP H
G-3 City of Lincoln
Water Master Plan Update
Table 2. Unit Construction Costs for Jack and Bore(a)
Pipeline Size Unit Construction Cost, dollars/linear foot(b) 12-inch diameter (24-inch diameter casing) 1,070
16-inch diameter (30-inch diameter casing) 1,335
18-inch diameter (32-inch diameter casing) 1,420
24-inch diameter (36-inch diameter casing) 1,605
(a) Based on August 2025 CCI of 20-cities average (13913.52). (b) Estimated construction costs do not reflect an adjustment to account for the current economic bidding climate.

Treated Water Storage Reservoirs
Table 3 summarizes the estimated construction costs for treated water storage reservoirs between the size range of 1.0 to 4.0 MG. These costs generally include the installation of the storage reservoirs, site piping, earthwork, paving, instrumentation, and related sitework. These costs are representative of construction under normal excavation and foundation conditions and would be significantly higher for special or difficult foundation requirements.

Table 3. Construction Costs for Treated Water Storage Tanks(a) Capacity, MG
Estimated Construction Cost, million dollars(b)
Above-ground Concrete Above-ground Steel

1.0 3.6 2.6

2.0 4.7 3.5

3.0 6.0 4.4

4.0 7.1 5.3

5.0 8.2 6.4

6.0 9.4 7.3
(a) Based on August 2025 CCI of 20-cities average (13913.52). (b) Estimated construction costs do not reflect an adjustment to account for the current economic bidding climate.

Treated Water Pump Stations
Pump stations may be required to lift water to the operating hydraulic grade of the City’s pressure zones.

Estimated construction costs for pump stations, as shown in Table 4, are based on enclosed stations with architectural and landscaping treatment suitable for residential areas. Pump station costs can vary considerably, depending on architectural design, pumping head, and pumping capacity. Therefore, these costs presented below are representative of construction under common or normal conditions and would be significantly higher for special or difficult conditions.

Pump station cost estimates include the installation of the pumps, site piping, earthwork, paving, a chemical feed system (hypochlorite), on site backup/standby power generator, SCADA, and related sitework. 252
Appendix G
Cost Estimating Assumptions
N-C-206-60-24-56-WP-R-WMP-APP H
G-4 City of Lincoln
Water Master Plan Update
Table 4. Construction Costs for Pump Stations(a)
Firm Capacity, mgd(b) Estimated Construction Cost, million dollars(c)

0.5 1.5
1 1.5
2 1.7
3 1.9
4 2.2
5 2.5

6.5 2.8
(a) Based on August 2025 CCI of 20-cities average (13913.52). (b) Equal to the total pumping capacity with the largest pump out of service or on standby. (c) Estimated construction costs do not reflect an adjustment to account for the current economic bidding climate.

Groundwater Production Wells
Well construction costs are based on construction activities including pilot hole drilling, water quality/soil sampling, pilot hole reaming, well construction, well development and providing the necessary housing, pump, motor, automatic control equipment, discharge piping, SCADA, and disinfection equipment.

Construction costs for new groundwater wells are estimated to be approximately $2,244,295 per well (assuming a well capacity between 100 gallons per minute [gpm] and 500 gpm). These estimates are based on recent bids for similarly sized wells and representative of construction under normal drilling conditions.

Costs would be significantly higher for special or difficult locations, or if specialized wellhead treatment is required.

Aquifer Storage and Recovery Wells
Aquifer storage and recovery (ASR) wells are used to inject treated surface water into a suitable aquifer during times when surplus water is available. The same wells are used to withdraw the stored water from the aquifer when other supplies are limited. ASR well construction costs include the construction of the ASR well; all required civil, mechanical, and electrical equipment; above ground facilities (i.e., masonry building); conveyance pipelines; ASR flow control valves, piping, and mechanical and controls; and one monitoring well. Cost of land purchase or lease is not included.

Construction costs for new ASR wells are estimated to be approximately $2,881,100 per well assuming an 18-inch diameter well (constructed to a depth of 500 feet), conveyance pipeline length of 200 feet, and one monitoring well (constructed to a depth of 500 feet). These estimates are based on construction costs from West Yost’s expertise with ASR wells and information from other public agencies and are representative of construction under normal drilling conditions. Costs would be significantly higher for special or difficult locations, or if specialized wellhead treatment is required. 253
Appendix G
Cost Estimating Assumptions
N-C-206-60-24-56-WP-R-WMP-APP H
G-5 City of Lincoln
Water Master Plan Update
Pressure or Flow Regulating Stations and Valves
Interconnections (i.e., pressure regulating stations or check valves) are required to provide water supply between pressure zones during peak demands and/or emergency conditions. The construction cost for a new pressure regulating station or an existing pressure regulating station upgrade under normal conditions is estimated to be approximately $323,195. The construction cost for a new pressure regulating station or an existing pressure regulating station upgrade under special or difficult conditions (e.g., construction in high traffic areas) is estimated to be approximately $406,630. The construction cost for a new check valve connection is estimated to be approximately $7,395, should it be deemed necessary with the installation of PRV stations but are not required.

Construction cost estimates for a pressure regulating station include the installation of control valve(s), a concrete utility vault, access hatches, site piping, earthwork, paving, SCADA, and related sitework.

Backup Power Generators Plug-In Adaptors
On-site backup power plug-in adaptors and transfer switches are recommended so pumps can continue delivering water to the distribution system in the event of a power outage. Generators should be sized to meet the power demands of the pumps. The construction cost to retrofit existing facilities with a plug-in adaptor and transfer switch is estimated to be approximately $237,640 per location. This cost is representative of construction under normal conditions and would be significantly higher for special or difficult conditions.

CONTINGENCIES AND OTHER PROJECT COSTS
Contingency costs must be reviewed on a case-by-case basis because they will vary considerably with each project. However, to assist City staff with budgeting for these future construction projects, contingency costs have been added to the planning budget as percentages of the estimated construction cost using these two categories: Construction Contingency Costs and Other Project Cost Allowances. • Construction Contingency Costs: 15 percent
The construction costs presented above are representative of the construction of water system facilities under normal construction conditions and schedules; consequently, it is appropriate to allow for estimating and construction uncertainties unavoidably associated with the conceptual planning of projects. Factors such as unexpected construction conditions, the need for unforeseen mechanical items, and variations in final quantities are only a few of the items that can increase project costs. An allowance of 15 percent of the base construction cost will be included to cover such project related construction contingencies. 254
Appendix G
Cost Estimating Assumptions
N-C-206-60-24-56-WP-R-WMP-APP H
G-6 City of Lincoln
Water Master Plan Update
• Other Project Cost Allowances: 30 percent
Other project costs have been divided into three (3) subcategories, totaling 30 percent (10 percent engineering, 10 percent construction management, and 10 percent program implementation)
— Engineering costs associated with new facilities include preliminary investigations and reports, right-of-way acquisition, foundation explorations, preparation of drawings and specifications during construction, surveying and staking, sampling of testing material, and start-up services. For this study, engineering costs are assumed to be 10 percent of the base construction cost estimate.
— Construction management covers such items as contract management and inspection during construction. The cost of these items can also vary, but for the purpose of this study, it is assumed that construction management charges will equal approximately 10 percent of the base construction cost estimate.
— Program implementation costs cover items such as legal fees, environmental/CEQA compliance requirements, financing expenses, administrative costs, and interest during construction. The cost of these items can also vary, but for the purpose of this study, it is assumed that program implementation costs will equal approximately 10 percent of the base construction cost estimate.

An example application of these allowances to a project with an assumed base construction cost of $1.0 million is shown in Table 5. As shown, the total cost of all project construction contingencies (construction, design, construction management, and administration costs) is approximately 49.5 percent of the base construction cost for each project.

Table 5. Example Application of Contingency Costs
Cost Component Percent Cost, dollars
Estimated Base Construction Cost before Mark-ups(a)- 1,000,000 Construction Contingency Costs 15 150,000
Estimated Construction Cost with Contingency - $1,150,000 Other Project Costs
Engineering 10 115,000
Construction Management 10 115,000
Program Implementation 10 115,000
Total Project Cost Allowances - 345,000
Estimated Total Project Cost $1,495,000
(a) Assumed cost of an example project.
255
Concord Phoenix
1001 Galaxy Way, Suite 310
Concord CA 95420
925-949-5800
4505 E Chandler Boulevard, Suite 265
Phoenix AZ 85048
602-337-6110
Davis Pleasanton
2020 Research Park Drive, Suite 100
Davis CA 95618
530-756-5905
6800 Koll Center Parkway, Suite 150
Pleasanton CA 94566
925-426-2580
Irvine Sacramento
25 Edelman, Suite 120
Irvine, CA 92618
949-420-3030
100 Howe Avenue, Suite 110S
Sacramento CA 95825
916-306-2250
Lake Oswego San Diego
5 Centerpointe Drive, Suite 130
Lake Oswego OR 97035
503-451-4500
11545 West Bernardo Court, Suite 209
San Diego CA 92127
858-505-0075
Medford Santa Rosa
3235 Hillcrest Park Drive, Suite 106
Medford OR 97504
458-299-0843
2235 Mercury Way, Suite 105
Santa Rosa CA 95407
707-543-8506
Oceanside
804 Pier View Way, Suite 100
Oceanside CA 92054
760-795-0365
256

PREPARED BY
Water Master Plan Update

PREPARED FOR
City of Lincoln
FINAL REPORT | JANUARY 2026
257
FINAL REPORT | JANUARY 2026
Water Master Plan Update
Prepared for
City of Lincoln
Project No. 206-60-24-56
January 21, 2026
Prepared by: Brenda Estrada, PE, RCE #67062 Date
January 21, 2026
QA/QC Review: Elizabeth T. Drayer, PE, RCE #46872 Date
258
N-C-206-60-24-56-WP-R-WMP
i City of Lincoln
Water Master Plan Update
January 2026
Table of Contents
EXECUTIVE SUMMARY .................................................................................................................. ES-1 Introduction....................................................................................................................................... ES-1 Water Service Area............................................................................................................................ ES-2 Existing and Projected Water Demands............................................................................................ ES-2 Projected Future Land Use.......................................................................................................... ES-3 Water Supply Evaluation................................................................................................................... ES-4 Recommended Existing and Future Water System Improvements.................................................. ES-5 Recommended Existing System Improvements ......................................................................... ES-8 Recommended Future System Improvements........................................................................... ES-8 Recommended Rehabilitation and Replacement Programs..................................................... ES-10 Basis of Recommendations............................................................................................................. ES-10 CHAPTER 1 Introduction..................................................................................................................1-1

1.1 Water Master Plan Update Purpose .............................................................................................1-1

1.2 Water Master Plan Objectives.......................................................................................................1-1

1.3 Previous Studies ............................................................................................................................1-2

1.3.1 2017 Water Master Plan......................................................................................................1-2

1.3.2 2050 General Plan................................................................................................................1-3

1.3.3 2020 Urban Water Management Plan.................................................................................1-3

1.4 Report Organization ......................................................................................................................1-6

1.5 Acknowledgments.........................................................................................................................1-8 CHAPTER 2 Existing Water System...................................................................................................2-1

2.1 Existing Water Service Area...........................................................................................................2-1

2.2 Existing Water Supply Sources......................................................................................................2-1

2.2.1 Surface Water Supply...........................................................................................................2-3

2.2.1.1 Placer County Water Agency......................................................................................2-3

2.2.1.2 Nevada Irrigation District ...........................................................................................2-3

2.2.2 Groundwater Supply............................................................................................................2-4

2.3 Existing Water System and Facilities.............................................................................................2-4

2.3.1 System Configuration and Pressure Zones..........................................................................2-4

2.3.2 Placer County Water Agency Metering Stations .................................................................2-8

2.3.3 Groundwater Wells..............................................................................................................2-8

2.3.4 Storage Tanks.......................................................................................................................2-9

2.3.5 Booster Pump Stations ......................................................................................................2-11

2.3.6 Pressure Regulating Stations .............................................................................................2-11

2.3.7 Transmission and Distribution Pipelines............................................................................2-12 CHAPTER 3 Water Demand Analysis ................................................................................................3-1

3.1 Historical Water Production and Use............................................................................................3-1

3.1.1 Historical Annual Water Production ....................................................................................3-1 259
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3.1.2 Per Capita Water Use...........................................................................................................3-4

3.1.3 Historical Water Consumption.............................................................................................3-6

3.1.4 Non-Revenue Water ............................................................................................................3-7

3.2 Historical Peak Water Use .............................................................................................................3-8

3.2.1 Maximum Day and Peak Hour Demand...............................................................................3-9

3.2.2 Recommended Demand Peaking Factors............................................................................3-9

3.2.3 Diurnal Curve Development...............................................................................................3-10

3.3 Existing and Future Land Use and Growth Projections...............................................................3-13

3.3.1 Existing Land Use ...............................................................................................................3-13

3.3.2 Projected Future Land Use.................................................................................................3-15

3.3.2.1 Overview of the City’s General Plan 2050................................................................3-15

3.3.2.1.1 Infill .................................................................................................................3-15

3.3.2.1.2 Villages............................................................................................................3-15

3.3.2.1.3 Special Use Districts........................................................................................3-16

3.3.2.2 Projected Future Land Use.......................................................................................3-16

3.4 Water Use Factors.......................................................................................................................3-21

3.4.1 Water Use Factor Development Methodology..................................................................3-21

3.4.2 Residential Land Uses........................................................................................................3-21

3.4.3 Non-Residential Land Uses ................................................................................................3-21

3.4.4 Recommended Water Use Factors....................................................................................3-22

3.5 Future Water Demands and Required Water Production...........................................................3-22

3.5.1 Existing Baseline Demand..................................................................................................3-22

3.5.2 Projected Future Water Demands.....................................................................................3-23

3.5.3 Projected Water Production Requirements ......................................................................3-23 CHAPTER 4 Water Supply Analysis...................................................................................................4-1

4.1 Water Supply Overview.................................................................................................................4-1

4.2 Surface Water Supply ....................................................................................................................4-1

4.2.1 Placer County Water Agency ...............................................................................................4-2

4.2.2 Nevada Irrigation District.....................................................................................................4-5

4.3 Groundwater Supply .....................................................................................................................4-6

4.3.1 Groundwater Basin Description...........................................................................................4-6

4.3.1.1 Groundwater Basin Conditions..................................................................................4-7

4.3.1.2 Groundwater Management .......................................................................................4-9

4.3.1.2.1 Western Placer County Groundwater Management Plan................................4-9

4.3.1.2.2 Sustainable Groundwater Management Act....................................................4-9

4.3.1.2.3 North American Subbasin Groundwater Sustainability Plan............................4-9

4.3.2 Historical Groundwater Use...............................................................................................4-11

4.4 Water Supply Plan .......................................................................................................................4-11

4.4.1 Existing Supply Production Capacity..................................................................................4-11

4.4.2 Potential Future Supply Sources........................................................................................4-12

4.4.2.1 Aquifer Storage and Recovery Wells........................................................................4-12

4.4.2.2 Groundwater Recharge ............................................................................................4-12 260
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4.4.2.3 Recycled Water ........................................................................................................4-13

4.4.3 Projected Water Demands.................................................................................................4-13

4.4.4 Comparison of Supply Production Capacity and Demands ...............................................4-14 CHAPTER 5 System Performance Criteria .........................................................................................5-1

5.1 General Water System Guidelines.................................................................................................5-1

5.1.1 Water System Reliability......................................................................................................5-1

5.1.2 Water Quality Standards......................................................................................................5-1

5.2 Water System Performance Criteria .............................................................................................5-3

5.2.1 Water System Supply Capacity ............................................................................................5-3

5.2.2 Fire Flow Requirements.......................................................................................................5-3

5.2.3 Distribution System Pressure...............................................................................................5-4

5.3 Facility Sizing Criteria.....................................................................................................................5-4

5.3.1 Pump Station Capacity and Backup Power..........................................................................5-4

5.3.1.1 Critical Supply and Pumping Facilities........................................................................5-5

5.3.2 Storage Facility Capacity Criteria .........................................................................................5-5

5.3.2.1 Operational Storage ...................................................................................................5-5

5.3.2.2 Fire Flow Storage........................................................................................................5-6

5.3.2.3 Emergency Storage.....................................................................................................5-6

5.3.2.4 Emergency Groundwater Storage Credit ...................................................................5-7

5.3.2.5 Total Storage Capacity Recommended ......................................................................5-7

5.3.2.6 Storage Operational Strategies..................................................................................5-7

5.3.3 Valve Capacity Criteria (For Zones Supplied by Pressure Reducing Stations) .....................5-8

5.3.4 Water Transmission and Distribution Pipeline Criteria .......................................................5-8 CHAPTER 6 Hydraulic Model Update and Calibration .......................................................................6-1

6.1 Hydraulic Model Background ........................................................................................................6-1

6.2 Hydraulic Model Update Methodology.........................................................................................6-1

6.3 Hydraulic Model Update ...............................................................................................................6-2

6.3.1 Model Pipeline Configuration Update .................................................................................6-2

6.3.2 Pipeline Roughness Characteristics .....................................................................................6-2

6.3.3 Water Demand Allocation ...................................................................................................6-2

6.3.4 Elevation Extraction .............................................................................................................6-3

6.3.5 Water System Facilities........................................................................................................6-3

6.3.6 Hourly Pattern Development...............................................................................................6-3

6.4 Hydraulic Model EPS Calibration...................................................................................................6-4

6.4.1 Hydraulic Model EPS Calibration Results.............................................................................6-6

6.4.1.1 Lower Zones EPS Calibration Results..........................................................................6-6

6.4.1.2 750 and 610 Zones EPS Calibration Results ...............................................................6-6

6.4.1.3 775 and 650 Zones EPS Calibration Results ...............................................................6-7

6.4.2 Hydraulic Model EPS Calibration Findings and Conclusions................................................6-7 261
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CHAPTER 7 Existing System Evaluation ............................................................................................7-1

7.1 Existing Water Demands ...............................................................................................................7-1

7.2 Existing Water Supply and Water System Facility Capacity Evaluation .............................................7-2

7.2.1 Supply Capacity Evaluation..................................................................................................7-2

7.2.2 Pumping Capacity Evaluation...............................................................................................7-2

7.2.3 Storage Capacity Evaluation ................................................................................................7-3

7.2.4 Pressure Regulating Station Capacity Evaluation ................................................................7-6

7.3 Existing Water Distribution System Performance Evaluation .......................................................7-7

7.3.1 Normal Operations ..............................................................................................................7-7

7.3.1.1 Average Day Demand.................................................................................................7-7

7.3.1.1.1 Evaluation Overview.........................................................................................7-7

7.3.1.1.2 Evaluation Results.............................................................................................7-8

7.3.1.2 Maximum Day Demand with Peak Hour....................................................................7-8

7.3.1.2.1 Evaluation Overview.........................................................................................7-8

7.3.1.2.2 Evaluation Results.............................................................................................7-8

7.3.1.3 Water Age...................................................................................................................7-9

7.3.1.3.1 Evaluation Overview.........................................................................................7-9

7.3.1.3.2 Evaluation Results.............................................................................................7-9

7.3.2 Emergency Operations.......................................................................................................7-11

7.3.2.1 Maximum Day Demand Plus Fire Flow.....................................................................7-11

7.3.2.1.1 Evaluation Overview.......................................................................................7-11

7.3.2.1.2 Evaluation Results...........................................................................................7-11

7.3.2.2 Additional Emergency Scenarios..............................................................................7-11

7.3.2.2.1 Emergency Scenario 1: Loss of All PCWA Water Sources...............................7-12

7.3.2.2.2 Emergency Scenario 2: Unregulated PCWA Source and Catta Verdera BPS Failure ...................................................................................................7-13

7.3.2.2.3 Emergency Scenario 3: 775 Zone Unregulated PCWA Connection Failure .........................................................................................................7-13

7.3.2.2.4 Emergency Scenario 4: 750 Zone Unregulated PCWA Connection Failure .........................................................................................................7-13

7.3.2.2.5 Emergency Scenario 5: Conspiracy Point Tank 30-inch Diameter Pipeline Failure .........................................................................................................7-14

7.3.2.2.6 Emergency Scenario 6: Three Largest Groundwater Wells Offline ................7-14

7.3.2.2.7 Emergency Scenario 7: Stoneridge Blvd 24-inch Diameter Pipeline Failure .........................................................................................................7-15

7.3.2.2.8 Emergency Scenario 8: 3 MG Tank 20-inch Diameter Pipeline Failure ..........7-15

7.3.2.2.9 Emergency Scenario 9: Verdera Tank No. 3 36-inch Diameter Pipeline Failure ............................................................................................7-16

7.3.2.2.10 Emergency Scenario 10: Zone Control Valve in the Camino Cielo Walking Path Failure ....................................................................................7-17

7.3.2.2.11 Emergency Scenario 11: Zone Control Valve at Anton Lane and Andover Lane Failure ...................................................................................7-17

7.4 Summary of Findings and Recommendations for the Existing Water System............................7-18 262
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CHAPTER 8 Future System Evaluation ..............................................................................................8-1

8.1 Future Water System Description .................................................................................................8-1

8.2 Future Water Demand...................................................................................................................8-3

8.3 Future Water Supply and Water System Facility Capacity Evaluation .................................................8-9

8.3.1 Supply Capacity Evaluation..................................................................................................8-9

8.3.2 Pumping Capacity Evaluation.............................................................................................8-12

8.3.3 Storage Capacity Evaluation ..............................................................................................8-13

8.3.4 Pressure Regulating Station Capacity Evaluation ..............................................................8-20

8.4 Future Water Distribution System Performance Evaluation.......................................................8-21

8.4.1 Normal Operations Overview ............................................................................................8-23

8.4.1.1 Normal Operations Results: 5-Year, 10-Year, 15-Year, and 20-Year Phases............8-23

8.4.1.2 Normal Operations Results: Buildout Phase ............................................................8-24

8.4.2 Emergency Operations Overview ......................................................................................8-25

8.4.2.1 Emergency Operation Results..................................................................................8-25

8.4.3 Future Water Distribution System Performance Evaluation Results Summary ...................8-25

8.5 Summary of Findings and Recommendations for the Future Water System..............................8-44

8.6 Other Recommendations............................................................................................................8-44 CHAPTER 9 Rehabilitation and Replacement Program ......................................................................9-1

9.1 Existing Pipeline Rehabilitation and Replacement Approach .......................................................9-1

9.2 Pipeline Asset Registry ..................................................................................................................9-2

9.3 Pipeline Remaining Useful Life Assessment..................................................................................9-4

9.3.1 Remaining Useful Life ..........................................................................................................9-4

9.3.1.1 Useful Life Expectancies.............................................................................................9-4

9.3.1.2 RUL Classification .......................................................................................................9-5

9.4 Pipeline R&R Projections...............................................................................................................9-6

9.4.1 10-Year Pipeline R&R Program ............................................................................................9-8

9.4.2 Future Pipeline Replacements.............................................................................................9-9

9.5 Basic Condition Assessment of Major Facilities..........................................................................9-11

9.6 Next Steps....................................................................................................................................9-11 CHAPTER 10 Capital Improvement Program...................................................................................10-1

10.1 Cost Estimating Assumptions....................................................................................................10-1

10.2 Recommended Capital Improvement Program ........................................................................10-2

10.2.1 Summary of Estimated Capital Costs...............................................................................10-2

10.2.2 Recommended Existing System Improvements ..............................................................10-5

10.2.3 Recommended Future System Improvements................................................................10-5

10.2.4 Recommended Rehabilitation and Replacement Programs..........................................10-11

10.3 Basis of Recommendations .....................................................................................................10-11 263
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LIST OF TABLES
Table ES-1. Projected Water Production Requirements................................................................... ES-3 Table ES-2. Summary of Future Cumulative Land Use Projections................................................... ES-4 Table ES-3. Summary of Recommended Future System Improvements .......................................... ES-9 Table 1-1. General Plan Goals, Policies, and Actions Related to Water Service .................................1-4 Table 2-1. Summary of Existing Pressure Zones..................................................................................2-5 Table 2-2. Summary of Existing Placer County Water Agency Metering Stations to the City of Lincoln..........................................................................................................2-8 Table 2-3. Summary of Existing Well Facilities....................................................................................2-9 Table 2-4. Summary of Existing Water Storage Tanks.......................................................................2-10 Table 2-5. Summary of Existing Booster Pump Stations...................................................................2-11 Table 2-6. Summary of Existing Pressure Regulating Stations..........................................................2-12 Table 2-7. Summary of Existing Distribution System Pipeline Diameter(a)........................................2-13 Table 2-8. Summary of Distribution System Pipeline Installation Decade(a).....................................2-13 Table 2--9. Summary of Distribution System Pipeline Material(a).....................................................2-14 Table 3-1. Historical Annual Water Production...................................................................................3-2 Table 3-2. Historical Production, Population, and Per Capita Water Use...........................................3-4 Table 3-3. City Customer Types as of December 2023........................................................................3-6 Table 3-4. Consumption by Customer Types as of December 2023 ...................................................3-7 Table 3-5. Non-Revenue Water...........................................................................................................3-8 Table 3-6. Summary of Historical Maximum Day Peaking Factors......................................................3-9 Table 3-7. Summary of Recommended Main Zone Maximum Day and Peak Hour Peaking Factors................................................................................................................3-10 Table 3-8. Future Incremental Land Use Projections by Development Areas ..................................3-17 Table 3-9. Summary of Future Cumulative Land Use Projections.....................................................3-19 Table 3-10. Recommended Unit Water Demand Factors.................................................................3-22 Table 3-11. Projected Average Day Water Demand by Development, mgd.....................................3-23 Table 3-12. Projected Water Production Requirements...................................................................3-24 Table 4-1. PCWA Surface Water Supply Summary..............................................................................4-4 Table 4-2. NID Surface Water Supply Summary..................................................................................4-6 Table 4-3. Estimated Groundwater Change in Storage.....................................................................4-10 Table 4-4. Existing Supply Capacity for the City of Lincoln................................................................4-12 Table 5-1. Summary of Recommended Water System Performance and Operational Criteria .........5-2 Table 5-2. City of Lincoln Recommended Fire Flow Planning Criteria ................................................5-4 264
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Table 7-1. Existing Baseline Demands.................................................................................................7-1 Table 7-2. Comparison of Required versus Available Existing Supply Capacity ..................................7-2 Table 7-3. Comparison of Required versus Available Existing Pumping Capacity...............................7-3 Table 7-4. Comparison of Required versus Available Existing Storage Capacity.................................7-5 Table 7-5. Comparison of Available versus Required Existing Pressure Regulating Station Capacity 7-6 Table 7-6. Summary of Water Age Results in Existing Storage Tanks(a)............................................7-10 Table 8-1. 5-Year Future Baseline Demands.......................................................................................8-4 Table 8-2. 10-Year Future Baseline Demands.....................................................................................8-5 Table 8-3. 15-Year Future Baseline Demands.....................................................................................8-6 Table 8-4. 20-Year Future Baseline Demands.....................................................................................8-7 Table 8-5. Buildout Future Baseline Demands....................................................................................8-8 Table 8-6. Comparison of Projected Demand versus 5-Year Future Supply Capacity.........................8-9 Table 8-7. Comparison of Projected Demand versus 10-Year Future Supply Capacity ....................8-10 Table 8-8. Comparison of Projected Demand versus 15-Year Future Supply Capacity ....................8-10 Table 8-9. Comparison of Projected Demand versus 20-Year Future Supply Capacity ....................8-11 Table 8-10. Comparison of Projected Demand versus Buildout Future Supply Capacity .................8-12 Table 8-11. Comparison of Required versus Available Pumping Capacity for 375 Zone West.........8-14 Table 8-12. Comparison of Required versus 5-Year Future Storage Capacity ..................................8-15 Table 8-13. Comparison of Required versus 10-Year Future Storage Capacity ................................8-16 Table 8-14. Comparison of Required versus 15-Year Future Storage Capacity ................................8-17 Table 8-15. Comparison of Required versus 20-Year Future Storage Capacity ................................8-18 Table 8-16. Comparison of Required versus Buildout Future Storage Capacity ...............................8-19 Table 8-17. Comparison of Available versus Required 450 Zone Pressure Regulating Station Capacity for 10-Year, 15-Year, 20-Year, and Buildout...................................................8-20 Table 8-18. Summary of Phasing Assumptions.................................................................................8-22 Table 8-19. Future System Evaluation Results Summary..................................................................8-26 Table 8-20. Summary of Recommended Future System Improvements..........................................8-45 Table 9-1. Existing Pipeline Summary, by Diameter............................................................................9-3 Table 9-2. Existing Pipeline Summary, by Material.............................................................................9-3 Table 9-3. Standard Useful Life of Buried Pipelines, by Material........................................................9-5 Table 9-4. RUL to Condition Translation..............................................................................................9-5 Table 9-5. Pipeline RUL-Based Condition Summary............................................................................9-6 Table 9-6. 10-Year Pipeline R&R Program...........................................................................................9-9 Table 9-7. Long-Term Pipeline R&R Projections..................................................................................9-9 265
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Table 9-8. Summary of Basic Condition Assessment of Major Facilities...........................................9-12 Table 10-1. Summary of Improvement Costs by Time Frame and Responsible Party ......................10-3 Table 10-2. Summary of Recommended Future System Improvements..........................................10-6 Table 10-3. Recommended Capital Improvement Projects ..............................................................10-7

LIST OF FIGURES
Figure ES-1. Projected Supply and Demand Comparison.................................................................. ES-6 Figure ES-2. Recommended Capital Improvement Projects............................................................. ES-7 Figure 2-1. Service Area Boundaries ...................................................................................................2-2 Figure 2-2. Existing Water System.......................................................................................................2-6 Figure 2-3. Simplified Zone Schematic ................................................................................................2-7 Figure 2-4. Existing Water System Pipeline Age................................................................................2-15 Figure 3-1. Historical Annual Water Production .................................................................................3-3 Figure 3-2. Comparison of Historical Per Capita Demand and Population .........................................3-5 Figure 3-3. Grouped Zones Maximum Day Demand Diurnal Curves ................................................3-11 Figure 3-4. Grouped Zones Minimum Day Demand Diurnal Curves.................................................3-11 Figure 3-5. Irrigation Meters Maximum Day Demand Diurnal Curves..............................................3-12 Figure 3-6. Large Users Maximum Day Demand Diurnal Curves ......................................................3-13 Figure 3-7. Existing and Planned Land Use........................................................................................3-14 Figure 3-8. Future Development Areas.............................................................................................3-20 Figure 4-1. Service Area Boundary ......................................................................................................4-3 Figure 4-2. Sacramento Valley Groundwater Basin – North American Subbasin ...............................4-8 Figure 4-3. Projected Supply and Demand Comparison ...................................................................4-15 Figure 6-1. Calibration Day Diurnal Patterns (July 11, 2024) ..............................................................6-4 Figure 6-2. HPR Locations Overview Map ...........................................................................................6-5 Figure 7-1. Minimum Pressure at Average Day Demand – Existing Water System ..........................7-19 Figure 7-2. Minimum Pressure at Maximum Day Demand – Existing Water System.......................7-20 Figure 7-3. Maximum Water Age at Minimum Day Demand – Existing Water System....................7-21 Figure 7-4. Percent of Fire Flow Requirement Available – Existing Water System...........................7-22 Figure 7-5. Change in Minimum Pressures – Emergency Scenario 5 ................................................7-23 Figure 7-6. Change in Minimum Pressures – Emergency Scenario 7 ................................................7-24 Figure 7-7. Change in Minimum Pressures – Emergency Scenario 8 ................................................7-25 Figure 7-8. Change in Minimum Pressures – Emergency Scenario 9 ................................................7-26 266
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Figure 7-9. Maximum Pressures at maximum Day Demand – Emergency Scenario 10 ...................7-27 Figure 7-10. Change in Minimum Pressures – Emergency Scenario 11 ............................................7-28 Figure 7-11. Recommended Improvements – Existing Water System..............................................7-29 Figure 8-1. Future Water System ........................................................................................................8-2 Figure 8-2. Minimum Pressure at Average Day Demand – 5-Year Water System ............................8-28 Figure 8-3. Minimum Pressure at Average Day Demand – 10-Year Water System..........................8-29 Figure 8-4. Minimum Pressure at Average Day Demand – 15-Year Water System..........................8-30 Figure 8-5. Minimum Pressure at Average Day Demand – 20-Year Water System..........................8-31 Figure 8-6. Minimum Pressure at Average Day Demand – Buildout Water System.........................8-32 Figure 8-7. Minimum Pressure at Maximum Day Demand – 5-Year Water System.........................8-33 Figure 8-8. Minimum Pressure at Maximum Day Demand – 10-Year Water System.......................8-34 Figure 8-9. Minimum Pressure at Maximum Day Demand – 15-Year Water System.......................8-35 Figure 8-10. Minimum Pressure at Maximum Day Demand – 20-Year Water System.....................8-36 Figure 8-11. Minimum Pressure at Maximum Day Demand – Buildout Water System....................8-37 Figure 8-12. Maximum Velocities at Maximum Day Demand – Buildout Water System .................8-38 Figure 8-13. Percent of Fire Flow Requirement Available – 5-Year Water System...........................8-39 Figure 8-14. Percent of Fire Flow Requirement Available – 10-Year Water System.........................8-40 Figure 8-15. Percent of Fire Flow Requirement Available – 15-Year Water System.........................8-41 Figure 8-16. Percent of Fire Flow Requirement Available – 20-Year Water System.........................8-42 Figure 8-17. Percent of Fire Flow Requirement Available – Buildout Water System .......................8-43 Figure 9-1. Water CIP Replacement Plan (May 2024).........................................................................9-2 Figure 9-2. Pipeline Condition .............................................................................................................9-7 Figure 9-3. Pipeline Replacement Projections – 10-Year CIP ............................................................9-10 Figure 10-1. Recommended Capital Improvement Projects.............................................................10-4

LIST OF APPENDICES
Appendix A. Water Supply Agreements
Appendix B. Water Use Factor Technical Memorandum
Appendix C. System Servicing Plan Technical Memorandum
Appendix D. Calibration Results
Appendix E. HPR Results
Appendix F. 10-Year Pipeline Rehabilitation and Replacement Program Details Appendix G. Cost Estimating Assumptions
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LIST OF ACRONYMS AND ABBREVIATIONS
AACE Association for the Advancement of Cost Engineering 10-1 ADD Average Day Demand 3-10
af/ac/yr Acre-Feet Per Acre Per Year 3-21
af/du/yr Acre-Feet Per Dwelling Unit Per Year 3-12
AFY Acre-Feet Per Year 4-9
AMI Advanced Metering Infrastructure 3-12
ASR Aquifer Storage and Recovery ES1 /4-12
AWMP Agricultural Water Management Plan 4-5
AWWA American Water Works Association 5-6
BPS Booster Pump Station 2-4
CFC 2022 California Fire Code 5-3
CIP Capital Improvement Program ES1 /8-1
City City of Lincoln 1-1
CVFED Central Valley Floodplain Evaluation and Delineation 6-1 CVP Central Valley Project 4-4
DDW Division of Drinking Water 5-1
DEM Digital Elevation Model 6-1
DMP Downtown Master Plan 3-15
DU Dwelling Units ES1 /
DWR Department of Water Resources 1-1
EGWC Emergency Groundwater Credit ES1 /5-7
EPA Environmental Protection Agency 5-1
EPS Extended Period Simulation 6-1
fps Feet Per Second 7-8
ft Feet 2-9
FY Fiscal Year 9-1
GDE Groundwater Dependent Ecosystem 4-10
GIS Geographic Information System 1-1
GP General Plan 2050 ES1 / 3-15
gpcd Gallons Per Capita Per Day 3-4
gpm Gallons per Minute 2-8
GSA Groundwater Sustainability Agency ES1 /1
GSP Groundwater Sustainability Plan ES1 /1
HDPE High-Density Polyethylene 2-14
HPRs Hydrant Pressure Recorders 6-2
LiSWA Lincoln-Sewer Maintenance District 1 Wastewater Authority 8-44 M Million 9-1
MCL Maximum Contaminant Level 4-8
MDD Maximum Day Demand 3-10
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MFP Middle Fork Project 4-2
MG Million Gallons ES1 /
mgd Million Gallons per Day ES2/
msl Mean Sea Level 2-1
NASb North American Subbasin ES1 /2-1
NID Nevada Irrigation District ES1 /1
NRW Non-Revenue Water 3-7
ODDS Objective Design and Development Standards 3-15
PCWA Placer County Water Agency ES1 /1
PG&E Pacific Gas & Electric 4-2
PHD Peak Hour Demand 3-8
PRS Pressure Regulating Station 2-4
PRV(s) Pressure Regulating Valve(s) 2-11
psi Pounds Per Square Inch 2-8
PVC Polyvinyl Chloride 2-14
R&R Rehabilitation and Replacement ES1 /7-11
RUL Remaining Useful Life 9-4
SACOG Sacramento Area of Council of Governments 1-1
SCADA Supervisory Control and Data Acquisition 1-1
SGMA Sustainable Groundwater Management Act 1-1
SOI Sphere of Influence ES1 /1
SUD Special Use District 3-15
SWRCB State Water Resources Control Board 3-8
TDS Total Dissolved Solid 4-8
TM Technical Memorandum 1-1
UWMP Urban Water Management Plan 1-1
VFD Variable Frequency Drive 2-9
WMP Water Master Plan 1
WMPU Water Master Plan Update ES1 /1
WPCGMP Western Placer County Groundwater Management Plan 4-8 WPGSA West Placer Groundwater Sustainability Agency 4-12 WWTRF Wastewater Treatment and Reclamation Facility 4-12 Zone Pressure Zone 2-4
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Executive Summary

INTRODUCTION
The purpose of this 2025 Water Master Plan Update (WMPU) for the City of Lincoln (City) is to evaluate the existing water system infrastructure and address potential impacts of near-term and long-term planned growth to develop a comprehensive guide for the City’s water system capital improvement program (CIP).

The City’s last Water Master Plan (WMP) was completed in 2017, based on development plans described in the City’s General Plan 2050 (GP). Since that time, the City has experienced growth and an increase in per capita water use, constructed a new storage tank (Verdera Tank No. 3), and identified proposed changes in land uses from the General Plan 2050. The City has also updated its water system model since the 2017 WMP to reflect existing system conditions. Since the completion of the 2017 WMP, the City became a member of the West Placer Groundwater Sustainability Agency (GSA). The West Placer GSA prepared and completed the North American Subbasin Groundwater Sustainability Plan (GSP) in 2021, which was then approved by the State in 2023.

These factors have led to a need to reassess the City’s water needs, priorities and strategies and reevaluate the water system infrastructure improvements necessary to ensure a safe and reliable water supply for the City’s existing and future residents and businesses.

The primary objectives of this WMPU, along with the chapters in which these topics are discussed, are as follows:
• Describe the City’s existing water system and facilities (Chapter 2). • Evaluate historical and existing water demands to understand recent water use patterns and water use by customer type (Chapter 3).
• Develop new unit use factors based on land use categories and recent water demand trends (Chapter 3).
• Develop future water demand projections for near-term and built out conditions based on future planned development in the City and updated unit water use factors (Chapter 3). • Review the City’s existing water supplies and the availability and reliability of each supply source (Chapter 4).
• Review City and industry water system standards and refine performance and operational criteria under which the City water system will be evaluated and recommendations for future facilities will be formulated (Chapter 5).
• Update and calibrate the City’s water system hydraulic model to provide an updated, accurate tool for evaluating various water system demand and operational scenarios (Chapter 6).
• Evaluate the need for new water system facilities (including pipelines, supply facilities, storage facilities and pumping facilities) to meet existing, near-term, and built out water demands within the City (Chapters 7 and 8).
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• Assess the remaining useful life of the City’s water system assets and develop a recommended rehabilitation and replacement program (Chapter 9). • Develop a CIP for implementation of recommended water system improvements and recommended rehabilitation and replacement program (Chapter 10).

It is important to note that this 2025 WMPU is a living document, and the details presented herein, such as assumptions, evaluations, and recommendations, are based on the data available at the time of preparation. This document will be updated every 5 to 8 years and will incorporate new information and updates that occur after its completion.

WATER SERVICE AREA
The City is located in Placer County, California and is part of the Sacramento metropolitan area. California State Route 65 runs north and south through the City while California State Route 193 runs east and west.

The City’s water service area covers approximately 29 square miles (18,454 acres) and is generally coterminous with the City limits. The City’s Sphere of Influence (SOI) includes the area not currently within the City limits which the City plans to annex and extend water service to in the future as development proposals are approved.

This City operates a water storage and distribution system that contains seven pressure zones. The storage and distribution system consists of two Placer County Water Agency (PCWA) metering stations, five groundwater wells, three storage tanks, one booster pump station, ten pressure regulating stations, and approximately 279 miles of transmission and distribution pipelines. Refer to Chapter 2 for additional details on the existing water service area, supply sources, and existing water system.

EXISTING AND PROJECTED WATER DEMANDS
Existing baseline water production for this WMPU is 9.0 million gallons per day (mgd), based on the City’s 2023 average annual water production. Production is primarily met through surface water supplies from the PCWA and Nevada Irrigation District (NID), supplemented by City-owned groundwater wells.

Updated water demands were projected for 5-Year, 10-Year, 15-Year, 20-Year, and Buildout Phases using the recommended unit water use factors applied to the City’s planned future land uses. Future water production requirements were then estimated by adding the projected water demands to the existing baseline production, accounting for a non-revenue water factor of 10 percent. Table ES-1 summarizes the existing and projected water production for the 5-Year, 10-Year, 15-Year, 20-Year, and Buildout Phases.

By the 20-Year Phase, average day demands are projected to increase to 18.9 mgd, with a corresponding maximum day demand of 35.7 mgd. At full buildout, the system’s average day demand is projected to reach 35.3 mgd and the maximum day demand is projected to reach 66.9 mgd. 271
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Table ES-1. Projected Water Production Requirements(a)
Phase Average Day Demand, mgd Maximum Day Demand, mgd(b) Existing(c) 9.0 16.9
5-Year 10.9 20.5
10-Year 14.0 26.4
15-Year 16.9 31.9
20-Year 18.9 35.7
Buildout 35.3 66.9
(a) Projected demands include non-revenue water of 10 percent. (b) Average day to maximum day demand factor equals 1.9. (c) Existing demands based on 2023 demands.
mgd = million gallons per day
Projected Future Land Use
Future growth and land uses within the City are based on the GP along with input from the City’s Community Development Department. The GP summarizes anticipated development within the City’s SOI.

The SOI encompasses both incorporated and unincorporated areas and were defined in the GP as the probable ultimate boundary and service area of the City. Infill is expected to occur on vacant parcels within the City’s existing City Limit boundary. Additionally, the GP categorized larger undeveloped areas into two designations: Village or Special Use District which are described in more detail in Chapter 3.

The future growth was classified in 5-year increments for a 20-year period based on input from the City’s Community Development Department. All remaining areas in the GP SOI are assumed to occur at buildout.

It is not expected that all areas in the SOI will be fully developed within the 20-year period based on the current pace of development.

Table ES-2 summarizes the future planned development within the City by land use designation. It is projected that approximately 16,947 new residential dwelling units will be added in the next 20 years and 42,916 new dwelling units will be added by buildout of the SOI. It is also projected that approximately 4,280 acres of non-residential land uses will be added in the next 20 years and 11,774 acres will be added by buildout of the SOI. Approximately 54 percent of the buildout non-residential area is composed of open space and right-of-way land use which is not planned to be irrigated. Refer to Chapter 3 for additional details and figures which show the future planned development areas. 272
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Table ES-2. Summary of Future Cumulative Land Use Projections Future Land Use Designation 5-Year 10-Year 15-Year 20-Year Buildout(a) Residential, DU
Country / Low Density Estates(b) 154 457 955 1,652 3,383 Low Density Residential 2,074 4,374 5,867 6,987 18,372
Medium Density Residential 1,044 3,306 5,543 5,608 13,701 High Density Residential 66 1,160 2,013 2,700 7,460
Total Residential 3,338 9,297 14,378 16,947 42,916
Non-Residential, Acres
Mixed Use 5 57 83 87 528
Commercial 22 200 372 393 3,140
Business Professional 3 108 154 253 256
Industrial 100 237 337 436 536
Public 12 29 64 130 130
Parks 60 209 318 349 802
Open Space 350 913 1,446 2,162 5,255
ROW 22 118 240 470 1,127
Total Non-Residential 574 1,871 3,014 4,280 11,774
(a) Buildout includes planned developments within City Limits and SOI identified in General Plan 2050 (March 2008). (b) Projected timing of developments based on discussions with the City’s Community Development Department.

DU = Dwelling Units

WATER SUPPLY EVALUATION
The City’s existing water supply portfolio consists of the following sources:
• Surface water purchased from PCWA. Surface water is diverted from the American, Yuba, and Bear Rivers, and various tributaries and creeks in West Placer County, and treated by PCWA at the Foothill Water Treatment Plant before delivery to the City via one PCWA transmission pipeline at two metering stations.
• Surface water purchased from NID. Surface water is diverted from the Yuba, Bear, and Deer Creek watershed and is conveyed through PCWA’s facilities where it is treated by PCWA at the Foothill Water Treatment Plant before delivery to the City via one PCWA transmission pipeline at two metering stations.
• Groundwater. Groundwater is pumped from City owned and operated wells from the underlying North American Subbasin (NASb).

Currently, approximately 90 percent of the City’s annual demand is met through surface water, with the remaining 10 percent supplied by groundwater. The City has responsibly managed its water supply by relying primarily on surface water, supplemented with groundwater as needed, to meet demand and operational requirements. In the future, the City may increase or decrease groundwater use (above or below 10 percent) through conjunctive-use strategies to optimize system performance while protecting the aquifer. The availability and reliability of these supply sources are described in Chapter 4 of this 273
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WMPU. The available supplies were compared with the projected water demands in order to present an integrated supply plan, providing recommendations on how to meet projected future demands. The City’s existing water supply is sufficient to meet existing demands, however, additional supply capacity will be required to meet projected demands prior to the 15-Year Phase.

Figure ES-1 compares historical and projected water demands with the City’s surface water and firm groundwater production capacities. Future PCWA supply assumptions are based on the existing agreements in effect at the time of preparation of this WMPU. As the figure shows, when the City’s annual average demand reaches approximately 32 mgd, the surface water supplies from PCWA’s existing facilities may not be capable of supplying 90 percent of the demand and the City may require increased usage of groundwater to help support the average annual demands.

Also, based on the City's criteria of having redundant water supply capacity to meet 50 percent of maximum day demands, the City will need to explore all potential alternatives such as constructing new interconnections with adjacent water systems, new treatment plant capacity, new groundwater well capacity, and leverage reclaimed water supplies to offset and mitigate potable water demand. Without alternatives, the City will need to construction a new well approximately every 4-5 years assuming a capacity of 1.7 mgd (1,200 gpm) per well
The City will continue to pursue a conjunctive use strategy that maximizes available surface water supplies and supplements them with groundwater to meet future demands while concurrently exploring all available water supply alternatives. The City and PCWA will continue to coordinate as the City develops, ensuring that surface water supply infrastructure is funded, planned, and constructed to promote regional water supply affordability, sustainability, resilience, and reliability. The City will also evaluate opportunities for groundwater use, including recharge and aquifer storage and recovery (ASR), to ensure that impacts to the groundwater basin remain sustainable. These potential future supply sources for the City are described in more detail in Chapters 4 and 8 of this WMPU with recommendations on how to address the projected supply deficit.

RECOMMENDED EXISTING AND FUTURE WATER SYSTEM IMPROVEMENTS Chapter 10 presents the recommended CIP for the City’s existing and future (5-Year, 10-Year, 15-Year, 20-Year, and Buildout) water system, based on the evaluations described in Chapters 7 and 8 and the recommended rehabilitation and replacement (R&R) program described in Chapter 9. This chapter provides a summary of the recommended improvement projects, along with estimates of probable construction and capital costs for each proposed project.

Improvements addressing existing and aging infrastructure are expected to be allocated to existing water customers, and improvements triggered by increased demands associated with future development should be allocated to future development and paid through connection fees.

The following sections summarize the recommended existing and future (5-Year, 10-Year, 15-Year, 20-Year, and Buildout) water system improvements. These improvements are presented on Figure ES-2. 274
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0 10
20 30
40 50
60 70
80 20152020202520302035204020452050205520602065207020752080 Million Gallons per Day (mgd)
Year
Figure ES-1. Projected Supply and Demand Comparison
Existing Surface Water Supply PCWA Contracted Surface Water Supply (Ophir Phase 1) Future PCWA Surface Water Supply (Ophir Phase 2 & 3) Existing Firm Groundwater Supply Future Water Supply Historical Max Day Demand
Projected Max Day Demand (calc) Historical Annual Demand Projected Annual Demand (calc)
Note:
- Buildout timeframe is estimated for graphical purposes and may not reflect actual buildout of the system.
- Future PCWA Surface Water Supply is based on current agreements. - Future water supplies may include a diversified mix including increased PCWA surface water supply, groundwater use, expanded treatment capacity, and greater use of reclaimed water to offset potable demand.

While groundwater is currently the most controllable and developed option, all these sources will be advanced as feasible to ensure flexibility and resilience.
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V2 Tank Notes:

1. The 450 Zone will be active with the
10 Year Phase.

2. Future facilities and pipelines are
preliminary and will require further
study and refinement by Project
proponents as future developments
move forward.

3. Only pipelines 12-inch diameter or greater
are included in the CIP.

4. Future improvements serving future
developments are recommended to be
funded by Project proponents.

5. All future groundwater wells are assumed
to be equipped with aquifer storage and
recovery (ASR) capability.

Phase Color Legend
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Boundaries
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Existing City Limit
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Figure 2
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Improvement Projects
0 3,750 7,500
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Recommended Existing System Improvements
Chapter 7 provided a summary of the evaluation of the City’s existing water system and its ability to meet recommended water system planning and design criteria described in Chapter 5. In general, the analysis recommended the following:
• Storage and Pumping:
— Address the existing storage deficit in the 375 Pressure Zone through installation of dedicated on-site backup power at the Nelson and Moore Wells to provide 1.76 million gallons (MG) of Emergency Groundwater Credit (EGWC) and improve system reliability. — Address the existing storage deficit in the 750 Pressure Zone through construction of a new booster pump station with back-up power at the Verdera Tank No. 3 site with a minimum capacity of 2 mgd.
— Address the existing storage deficit in the 775 Pressure Zone through construction of a new booster pump station with back-up power at the Conspiracy Point Tank site with a minimum capacity of 4 mgd.
• Pipelines:
— Replace 8-inch diameter pipeline at intersection of 1st Street and Joiner Parkway with a new 16-inch diameter pipeline to mitigate velocity exceedance. — Replace 8-inch diameter pipeline at intersection of E Street and McBean Park Drive with a new 12-inch diameter pipeline to mitigate velocity exceedance. • Rehabilitation and Replacement (R&R):
— Enhance the City’s existing pipeline R&R program to accelerate the replacement of aging and undersized distribution pipelines on a proactive and programmatic basis before failure and require emergency repair and replacement. A recommended program is described in Chapter 9. Upsizing many of the smaller diameter pipelines would improve fire flow in the downtown area of the City.

Recommended Future System Improvements
Chapter 8 provided a summary of the evaluation of the City’s water distribution system and its ability to support future (5-Year, 10-Year, 15-Year, 20-Year, and Buildout) demands while meeting recommended water system planning and design criteria described in Chapter 5. Table ES-3 summarizes recommended future system improvements resulting from the analysis.

In addition to the capacity-related improvementsin Table ES-3, the following studies were recommended:

Water Supply Options Study, Groundwater Recharge Study, ASR Wells Study, and Recycled Water Feasibility Study. These projects are included to improve system and/or water supply reliability and are described in detail in Chapter 8.
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Table ES-3. Summary of Recommended Future System Improvements Improvement Type 5-Year 10-Year 15-year 20-Year Buildout Supply • Construct two new ASR wells with
backup power to improve
supply reliability.
• Construct additional two new ASR wells
with backup power to improve
supply reliability.
• Construct additional two new ASR wells
with backup power to improve
supply reliability.
• Construct an additional new ASR well
with backup power to improve
supply reliability.
• Construct additional 13 new ASR wells
with backup power to improve
supply reliability.

Total (Previous and Current Phases):
• 2 ASR wells
Total (Previous and Current Phases):
• 4 ASR wells
Total (Previous and Current Phases):
• 6 ASR wells
Total (Previous and Current Phases):
• 7 ASR wells
Total (Previous and Current Phases):
• 20 ASR wells
• Alternative water supplies will be explored and/or advanced to offset the need for additional groundwater capacity. Refer to Chapter 4 for additional detail.

Storage and Pumping • Construct a 2 MG storage tank and pump station in Village 5 to mitigate the
storage deficit in the 375 Zone.
• None • Construct an additional 2 MG storage
tank and pump station in Village 5 to
mitigate the storage deficit in the
375 Zone.

None • Construct a 5 MG storage tank and
pump station in Village 2 to mitigate the
storage deficit in the 375 Zone.
• Construct a 3 MG storage tank and
pump station in the Airport Area to
mitigate the storage deficit in the
375 Zone.

Total (Previous and Current Phases):
• 1 new storage tank
• 1 new associated pump station
Total (Previous and Current Phases):
• 1 new storage tank
• 1 new associated pump station
Total (Previous and Current Phases):
• 2 new storage tanks
• 2 new pump stations
Total (Previous and Current Phases):
• 2 new storage tanks
• 2 new pump stations
Total (Previous and Current Phases):
• 4 new storage tanks
• 4 new pump stations
Pressure Reducing Station • None • Construct four new pressure reducing stations for the proposed 450 Zone.
• None
Pipelines • Construct new transmission pipelines to support future development areas. • City should continue to rehabilitate and replace older and undersized (i.e., smaller than 8-inch diameter) pipelines, with the R&R previously discussed in Chapter 7 and described in detail in Chapter 9. 278
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Recommended Rehabilitation and Replacement Programs
Chapter 9 provided an overview of recommended enhancements to the City’s existing R&R programs that will allow the City to replace aging infrastructure on a proactive and programmatic basis before system assets fail and require emergency repair and/or replacement.

As discussed in Chapter 9, the City’s current Water CIP Replacement Plan, the remaining useful life estimates, and other projects identified by the City were used to develop a 10-Year Pipeline R&R Program that includes pipeline replacement lengths and associated replacement costs for each year. After Year 10 of the R&R Program, there are several years where no pipelines reach the end of their useful life. These assets will create a “replacement wave” where a significant number of assets reach the end of useful life around the same time, requiring simultaneous replacement or upgrades.

BASIS OF RECOMMENDATIONS
The evaluations described in this WMPU and the recommended CIP presented in this chapter are based on several key assumptions which are described throughout this report. These assumptions include the timing, type, and extent of future development projects within the City. The current assumptions for future planned development, used for this WMPU, are described in Chapter 3. Should these assumptions change (e.g., development timing is expedited or delayed, future planned land uses are changed, or the extent of development is changed or does not occur at all) the timing, need and sizing for water system improvements may be affected. Before the City proceeds with the design and construction of recommended water system improvements, future development plans and associated water system facility capacity needs should be reviewed and confirmed. As discussed in the Introduction, this 2025 WMPU is a living document and will be updated every 5 to 8 years to incorporate new information and updates that occur after its completion.
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CHAPTER 1
Introduction

1.1 WATER MASTER PLAN UPDATE PURPOSE
The purpose of this 2025 Water Master Plan Update (WMPU) for the City of Lincoln (City) is to evaluate the existing water system infrastructure and address potential impacts of near-term and long-term planned growth to develop a comprehensive guide for the City’s water system capital improvement program. The City’s water system serves a mix of residential, commercial, industrial, and landscape customers.

The City’s last Water Master Plan (WMP) was completed in 2017, based on development plans described in the City’s General Plan 2050. Since that time, the City has experienced growth and changes in per capita water use, constructed a new storage tank (Verdera Tank No. 3), and identified proposed changes in land uses from the General Plan 2050. The City has also updated its water system model since the 2017 WMP to reflect existing system conditions.

As mentioned in the 2017 WMP, the State passed the Sustainable Groundwater Management Act of 2014 (SGMA) in September 2014 which required local agencies to form a Groundwater Sustainability Agency (GSA) and adopt and implement a Groundwater Sustainability Plan (GSP) to achieve the sustainable management of groundwater basins. Since the completion of the 2017 WMP, the City became a member of the West Placer GSA. The West Placer GSA prepared and completed the North American Subbasin GSP in 2021, which was then approved by the State in 2023.

These factors have led to a need to reassess the City’s water needs, priorities and strategies and reevaluate the water system infrastructure improvements necessary to ensure a safe and reliable water supply for the City’s existing and future residents and businesses.

It is important to note that this 2025 WMPU is a living document, and the details presented herein, such as assumptions, evaluations, and recommendations, are based on the data available at the time of preparation. This document will be updated every 5 to 8 years and will incorporate new information and updates that occur after its completion.

1.2 WATER MASTER PLAN OBJECTIVES
The primary objectives of this WMPU for the City of Lincoln are to:
• Describe the City’s existing water system and facilities. • Evaluate historical and existing water demands to understand recent water use patterns and water use by customer type.
• Develop new unit use factors based on land use categories and recent water demand trends. • Develop future water demand projections for near-term and built out conditions based on future planned development in the City and updated unit water use factors. • Review the City’s existing water supplies and the availability and reliability of each supply source.
• Review City and industry water system standards and refine performance and operational criteria under which the City water system will be evaluated and recommendations for future facilities will be formulated.
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• Update and calibrate the City’s water system hydraulic model to provide an updated, accurate tool for evaluating various water system demand and operational scenarios. • Evaluate the need for new water system facilities (including pipelines, supply facilities, storage facilities and pumping facilities) to meet existing, near-term, and built out water demands within the City.
• Assess the remaining useful life of the City’s water system assets and develop a recommended rehabilitation and replacement (R&R) program. • Develop a CIP for implementation of recommended water system improvements and recommended R&R program.

1.3 PREVIOUS STUDIES

1.3.1 2017 Water Master Plan
The City’s previous WMP was completed in 2017 and was
developed to support future development in accordance
with the City’s General Plan 2050. The 2017 WMP addressed the following issues:
• The importance of maintaining water supply
reliability to meet existing and future
water demands;
• The importance of continued coordination and
review of water supply contracts with Placer
County Water Agency (PCWA) and the Nevada
Irrigation District (NID);
• The continued use of surface water and
groundwater as supply sources;
• The need for additional transmission mains,
distribution pipelines, metering stations,
pumping capacity, wells, and storage facilities
to meet the needs of existing customers and
future development;
• The importance of a facility replacement program to replace aging pipelines to maintain existing distribution capacity; and,
• The need to implement a planned CIP to meet the needs of the existing water system and to accommodate future growth.

Since the completion of the 2017 WMP, the City constructed Verdera Tank No. 3 to increase storage capacity and a new PCWA metering station to receive additional treated surface water deliveries. In 2018, West Yost re-built the City’s water system hydraulic model using the City’s updated water system Geographic Information System (GIS). West Yost updated and calibrated the model in 2023 using 2021 water consumption data. The City’s hydraulic model will be updated, re-calibrated, and validated for this WMPU. 281
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As noted above, this WMPU is a comprehensive update that refines unit water demand factors based on recent and projected water use trends and patterns to develop future demand projections, reflects the construction of the City’s Verdera Tank No. 3, updates the City’s water system hydraulic model to evaluate system capacity, and reflects updates to future development plans to provide an evaluation of future water system needs. As described in Chapter 3 of this WMPU, future water demands in the City are projected to be similar to the water demand projections included in the 2017 WMP.

1.3.2 2050 General Plan
The City’s 2050 General Plan was adopted on March 25, 2008. The 2050 General Plan process included a comprehensive evaluation of the City’s planning boundaries, including the City’s Sphere of Influence (SOI).

The General Plan 2050 serves as a long-term policy guidance document for the City’s physical, economic, and environmental growth and reflects the community’s
vision for the City’s ultimate growth.

The General Plan 2050 land use map depicts proposed
land use for the City within the SOI to accommodate the growth projected by the Sacramento Area Council of
Governments (SACOG). Between 2005 and 2050, SACOG
projected that Lincoln’s population will grow by 101,000 to a total of 132,000 (equating to an annualized growth rate of 7 percent). Since the adoption of the 2050 General Plan, population growth projections have been updated
and additional development areas have been identified by the City to be incorporated in this WMPU, further detailed in Chapter 3.

The City’s General Plan is built on several goals and
policies that are related to the provision of safe and
reliable water supplies. Table 1-1 summarizes the General Plan 2050 goals, policies, and actions related to water service within the City. The performance and operational criteria for the City’s water distribution system listed in Table 1-1 have been updated as part of this WMPU, further detailed in Chapter 5.

1.3.3 2020 Urban Water Management Plan
The Urban Water Management Planning Act requires every urban water supplier in California that either provides over 3,000 acre-feet of water annually, or serves more than 3,000 urban connections, to prepare and adopt an Urban Water Management Plan (UWMP) that includes specified content, including an urban water shortage contingency analysis. The adopted UWMP must be submitted to the California Department of Water Resources (DWR) and other entities. Urban water suppliers are required to submit an UWMP every five years. The City’s 2020 UWMP was adopted on July 1, 2021 and submitted to DWR.

Projected water demands based on land use are described in Chapter 3 of this WMPU and compared to the projections in the 2020 UWMP, which were also based on land use projections. The availability and reliability of the City’s water supplies evaluated in 2020 UWMP were incorporated in the overview of water supplies in Chapter 4 of this WMPU.
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Table 1-1. General Plan Goals, Policies, and Actions Related to Water Service General Plan Goal General Plan Policies and Actions
Land Use Element
Goal LU-1:To grow in orderly pattern consistent
with the economic, social, and environmental needs
of Lincoln.

Policy LU-1.9 – Existing Assets: The City will promote the use of vacant infill parcels and the intensifying of land uses on parcels that are underutilized in order to better utilize existing public infrastructure.

Goal LU-15: To organize new development areas to
create vibrant, mixed-use villages characterized by a
mix of land uses, pedestrian and transit accessibility, and neighborhood identity.

Policy LU 15.1 – Village Specific Plans/General Plan Amendment: All specific plans prepared for a village designated area must meet the requirements of State law and be comprised of four planning frameworks.

The Infrastructure/Public Facilities Framework will cover infrastructure requirements (water, sewer, storm drainage, electricity, natural gas, communications) as well as parkland, schools, and other public facilities.

For infrastructure, the framework will address the proposed trunk infrastructure system improvements and system phasing necessary to support implementation of the land use plan.

Policy LU-15.10 – Infrastructure Master Plans: New development will be required to comply with the City’s adopted infrastructure master plans and provide fair share contributions towards existing and future improvements necessary to serve the development. If developments vary in intensity and distribution from that assumed in the existing infrastructure master plans, the City master plans will be updated and approved with that development.

Policy LU-15.11 – Area Infrastructure Master Plans: Prior to the approval of any village specific plan, an Area Infrastructure Master Plan will be required. These master plans will lay out detailed plans for infrastructure improvements, phasing, and financing.

Goal LU-16: To organize new Special Use Districts
(SUDs) to create dynamic community and regional
serving commercial areas and locations for
residential uses that are well integrated with future
highway development and protection of the Lincoln
Municipal Airport.

Policy LU-16.1 – Development Area Specific Plans: All specific plans prepared for a SUD must meet the requirements of State law and be comprised of four planning frameworks. The Infrastructure/Public Facilities Framework will cover infrastructure requirements (water, sewer, storm drainage, electricity, natural gas, communications) as well as parkland, schools, and other public facilities. For infrastructure, the framework will address the proposed trunk infrastructure system improvements and system phasing necessary to support implementation of the Land Use Framework.

Public Facilities and Services Element
Goal PFS-1: To ensure that adequate public services
and facilities are provided to meet the needs of
residents of the city.

Policy PFS-1.3 – Conditions of Approval: During the development review process, the City shall not approve new development unless the following conditions are met:
• The applicant can demonstrate that all necessary infrastructure will be installed or adequately financed; • Infrastructure improvements are consistent with City infrastructure plans; and • Infrastructure improvements incorporate a range of feasible measures that can be implemented to reduce public safety and/or environmental impacts associated with the construction, operation, or maintenance of any required improvement.

Policy PFS-1.4 – Compliance with Federal and State Standards for Surface Water Protection: The City shall comply with the requirements of the Clean Water Act and other regulations with the intent of minimizing the discharge of pollutants to surface waters.

Goal PFS-2: Ensure provision of a water system with
adequate supply transmission, distribution, and
storage facilities to meet the needs of existing and
future development.

Policy PFS-2.1 – Reliable Supply of Water: The City shall develop a long-term reliable supply of water that will permit the city to meet the existing and future demands of development.

Policy PFS-2.2 – City-owned Water Storage and Distribution Systems: The City shall continue to operate the City-owned water storage and distribution systems.

Policy PFS-2.3 – Adequate Water Supply for New Development: The City shall require the availability of an adequate water supply to be demonstrated before approving new development.

Policy PFS-2.4 – Use of Reclaimed Water: The City shall require the use of reclaimed water by industrial, commercial, recreational users and roadway landscaping, whenever it is deemed feasible by the City. The City will also promote the use of reclaimed water by surrounding agricultural users as part of a water conservation program.

Policy PFS-2.5 – Development in Annexation Areas: The City shall not allow development within newly annexed areas until a potable water supply is obtained through PCWA or NID or, where appropriate, other water districts.

Policy PFS-2.6 – Coordinate with PCWA and NID: The City shall coordinate development activity with the PCWA and NID to ensure adequate provision of treated water supplied by either supplier.

Policy PFS-2.7 – Groundwater Supplies: The City shall consider development of groundwater supplies in the western portions of the City’s sphere of influence to provide emergency back up and to supplement the domestic supply provided by the PCWA and NID.

Policy PFS-2.8 – Water Pressure Requirements: The City shall provide a water distribution system which, at a minimum, meets all pressure requirements outlined in the California Department of Health Services/Waterworks Standards.

Policy PFS-2.9 – Water Storage Requirements: The City shall condition new development on availability of storage that meets the following parameters:
• Equalizing Storage (for meeting peak flows) - 25 percent of maximum day demand. • Fire Reserve - Provide fire reserve as required by the Insurance Services Office (ISO) or as required by the City Fire Chief and City Engineer.
• Emergency Reserve - 33 percent of the total of Equalizing Storage and Fire Reserve.

Policy PFS-2.10 – Fire Flows: The City shall provide water supply, storage and adequately-sized pipelines to provide fire flows at any point within the City to meet recommendations of the ISO and/or the City Fire Chief and City Engineer and maintain minimum pressures in accordance with requirements outlined in the California Department of Health Services/Waterworks Standards.

Policy PFS-2.11 – Groundwater Recharge: The City shall evaluate groundwater recharge capabilities as necessary, but at least every five years and ensure adequate long-term protection of groundwater resources.

Policy PFS-2.12 – Capital Improvements Program: The City shall strive to maintain a five-year lead time in the planning of needed water system improvements and include identified improvements within the City's Capital Improvement Program.
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Table 1-1. General Plan Goals, Policies, and Actions Related to Water Service General Plan Goal General Plan Policies and Actions
Policy PFS-2.15 – Agricultural Uses: The City shall prohibit the use of treated, potable water supplies for commercial agricultural uses.

Policy PFS-2.16 – Water Conservation Program: The City shall implement an active water conservation program to reduce future water demand to the extent allowed by law by establishing building requirements for new construction, providing educational information through local media sources, and establishing effective rate charges to encourage conservation.

Policy PFS-2.17 – Water Conservation Measures for New Development: The City shall require new development to use the best available technologies (BAT) for water conservation, including, but not limited to water-conserving water closets, showerheads, faucets, and water conserving irrigation systems.

Policy PFS-2.19 – Regional Sustainability of Groundwater Supplies: The City shall work in concert with the County of Placer, other cities and local water purveyors to share groundwater data, develop a mutually beneficial Integrated Regional Water Resources Management Program, define the long-term sustainability of the groundwater basin, and work to manage groundwater uses in ways that facilitate the basin’s sustainability.

Open Space and Conservation Element
Goal OSC-4: To preserve and enhance local streams,
creeks, and aquifers.

Policy OSC-4.1 – Identify and Protect Aquifers: The City will protect local aquifers and water recharge areas.

Policy OSC-4.2 – Develop Groundwater Management Plan: The City shall develop and periodically update a groundwater management plan to protect local aquifers.

Policy OSC-4.3 – Protect Surface Water and Groundwater: The City shall ensure that new development projects do not degrade surface water and groundwater.

Policy OSC-4.5 – Use of Reclaimed Water: The City shall encourage the use of reclaimed water, in place of treated potable water for landscaping and other suitable applications.

Policy OSC-4.6 – Best Management Practices: The City shall continue to require the use of feasible and practical best management practices (BMPs) to protect surface water and groundwater from the adverse effects of construction activities and urban runoff.

Policy OSC-4.7 – Landscape Irrigation: The City shall explore the possibility of using reclaimed water to irrigate new commercial developments and new areas with large landscape areas. In areas where reclaimed water can be provided in the future, the City shall require landscape irrigation to be installed so that the system could be used with reclaimed water. The City shall also explore the use of industrial process water for landscape irrigation provided that it meets City standards for irrigation. 284
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1.4 REPORT ORGANIZATION
This WMPU is organized into the following chapters:

Chapter 1: Introduction
Describes the purpose and objectives for the WMPU, its relationship to other on-going studies, report organization and lists acknowledgments.

Chapter 2: Existing Water System
Provides background information on the existing City water service area, water supplies, and water system facilities.

Chapter 3: Water Demand Analysis
Presents historical, current, and projected future water demands based on planned future development in accordance with the City’s General Plan 2050.

Chapter 4: Water Supply Analysis
Provides an overview of the City’s existing water supply sources and plans to optimize available water supplies for the future.

Chapter 5: System Performance Criteria
Defines the recommended performance and operational criteria for the City’s water system, including supply, storage and pumping capacity, fire flow requirements, minimum and maximum system pressures, and maximum pipeline velocity and head loss.

Chapter 6: Hydraulic Model Update and Calibration
Describes the update, refinement and calibration of the City’s existing water distribution system hydraulic model used to analyze the City’s distribution system performance.

Chapter 7: Existing System Evaluation
Describes the evaluation of the City’s existing water system in comparison to the criteria developed in Chapter 5 and provides recommendations for existing system improvements.

Chapter 8: Future System Evaluation
Describes the evaluation of the City’s water system and its ability to meet projected future water demands in comparison to the criteria developed in Chapter 5 and provides recommendations for future system improvements.

Chapter 9: Rehabilitation and Replacement Program
Presents the desktop study performed to assess the remaining useful life of the City’s water system assets and a recommended R&R program to be incorporated into the overall CIP recommendations.

Chapter 10: Capital Improvement Program
Provides a detailed summary of recommended capital improvements for the City’s water system to meet existing and projected future demands. 285
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The following appendices to this WMPU contain additional technical information, assumptions, and calculations:

Appendix A: Water Supply Agreements
Contains water supply agreements between the City and PCWA and between NID, PCWA, and the City.

Appendix B: Water Use Factors Technical Memorandum (TM) Containsthe Water Use Factor TM detailing the update of the City’s water use factors using 2023 water consumption data.

Appendix C: System Servicing Plan TM
Containsthe System Servicing Plan TM establishing the strategy for providing service to growth areas within the City and General Plan areas that are not currently served by the City’s water system.

Appendix D: Calibration Results
Contains graphs of the comparisons between model simulated results and Supervisory Control and Data Acquisition (SCADA) values at water system facilities for the calibration date of July 11, 2024.

Appendix E: HPR Results
Contains graphs of the comparisons between model simulated and SCADA pressures at hydrant pressure locations for the calibration date of July 11, 2024.

Appendix F: 10-Year Pipeline Rehabilitation and Replacement (R&R) Program Details Contains the detailed 10-Year R&R Program.

Appendix G: Cost Estimating Assumptions
Contains the cost estimating assumptions used to estimate the probable construction costs used for the planning and design of recommended water system facilities for the City’s water system.
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1.5 ACKNOWLEDGMENTS
The development of this WMPU would not have been possible without the focused involvement and assistance of City staff. In particular, the following staff provided comprehensive information, significant input and important insights throughout development of this WMPU.

Araceli Cazarez, PE Engineering Manager – Capital Projects Matthew Medill, MPA, PE Public Works Director
Sam Ford Utilities Maintenance Supervisor – Water Quality Chris Nelson Environmental Services Manager
Kaylie Tavenner, PE Associate Engineer – Development Engineering Nigel Sanders GIS Analyst
The following West Yost team members contributed to the project:

Charles Duncan, PE Principal-in-Charge
Brenda Estrada, PE Project Manager
Angie Yan, EIT Project Engineer
Colton Short, EIT Staff Engineer
Kelye McKinney, PE QC Review
Elizabeth Drayer, PE QC Review
Angélica Perea Report Production
Cindy Houghton Report Production
Christine Encelan Report Production
Ali Clymer Report Production
Dawn Lamb Report Production
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CHAPTER 2
Existing Water System
This chapter describes the City’s existing water system. System information is based on a review of previous studies, design reports, maps, plans, operating records, and discussions with City staff. Key sections of this chapter include:
• Existing Water Service Area
• Existing Water Supply Sources
• Existing Water System and Facilities

2.1 EXISTING WATER SERVICE AREA
The City is located in Placer County, California and is part of the Sacramento metropolitan area. California State Route 65 runs north and south through the City while California State Route 193 runs east and west.

The City is bounded by the City of Rocklin to the south, Sierra College Boulevard and primarily undeveloped land to the east, and agricultural land to the north and west. The Auburn Ravine flows east to west through the City. Ground surface elevations generally range from about 113 feet above mean sea level (msl) on the west side of the City to approximately 595 feet above msl in the southeast corner of the City.

The City’s water service area covers approximately 29 square miles (18,454 acres) and is generally coterminous with the City limits. City limits also include a storm water retention basin north of Waltz Road which is not contiguous with the rest of the City limits. This property is outside of the City’s water service area and is not expected to receive water service from the City in the future; however, reclaimed water service may be considered in the future for groundwater recharge purposes further discussed in Chapter 4.

The City’s water service area overlaps the service areas of the PCWA and NID. Figure 2-1 shows the relationship between City, PCWA, and NID service area boundaries, as well as the City’s SOI. The City’s SOI includes the area not currently within the City limits which the City plans to annex and extend water service to in the future as development proposals are approved. PCWA’s Zone 6 service area includes the majority of the existing City limits and the City’s SOI. The NID service area overlaps a portion of the existing City limits in the northeast quadrant of the City, as well as some of the City’s SOI north of the existing City limits.

2.2 EXISTING WATER SUPPLY SOURCES
The City is served by a conjunctive use water supply portfolio comprised of both surface water and groundwater sources. The City’s existing water supply portfolio consists of the following sources:
• Surface water purchased from PCWA
• Surface water purchased from NID
• Pumped groundwater from City-owned wells
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Fig2-1_ServiceArea: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch2_Lincoln_WMPU.aprx - ayan - 9/11/2025 Notes:

1. City boundaries shown based on GIS
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2. Water agency boundaries shown
based on GIS data last updated in 2021
from West Yost's existing mapping
files for the City.
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The City aims to meet approximately 90 percent of its water demands through surface water and the remaining 10 percent through groundwater.1 An overview of the City’s water supply is described in the following subsections. Further details regarding the City’s existing and planned water supply sources are provided in Chapter 4.

2.2.1 Surface Water Supply
The City receives treated potable water from PCWA and NID as described in this subsection.

2.2.1.1 Placer County Water Agency
In 2012, the City entered a water supply contract with PCWA for delivery of treated surface water. 2 The
contract entitles the City to a maximum delivery entitlement of 18.5 million gallons per day (mgd) of treated water supply. Completion of the City’s Phase 3 Pipeline and Metering Station project in March 2021 increased the City’s PCWA maximum delivery entitlement to 18.9 mgd per Facilities Agreement No. 2521 with PCWA. PCWA’s surface water supplies are treated at PCWA’s Foothill Water Treatment Plant. The treated surface water is then delivered to its customers through its Western Water System. The City receives treated water from PCWA at two metering station locations. Each metering station has one regulated and one unregulated connection. The regulated connections control the rate of flow into the City’s main service area to minimize fluctuations in flow delivered. The unregulated connections provide water to the high elevation zones in the City’s service area. Water supply agreements with PCWA are included in Appendix A.

Additionally, PCWA delivers untreated surface water to some customers within the City’s service area via the Caperton Canal and the Auburn Ravine Creek. This raw water is used for irrigation resulting in an offset of potable water use within the City. The City is not involved in metering or payment obligations for these raw water deliveries within its service area. Therefore, raw PCWA water use is not included in the City demand or supply totals presented in this document.

PCWA’s surface water supplies include water from the American River supplied by the Middle Fork Project and Central Valley Project, water from the Yuba and Bear Rivers purchased from Pacific Gas & Electric (PG&E), and water from various tributaries and creeks in West Placer County diverted under pre-1914 appropriations. PCWA’s water rights and contracts are described in Chapter 4.

2.2.1.2 Nevada Irrigation District
In 2004, the City entered a temporary raw water sales agreement (Temporary Agreement) between the City, PCWA, and NID3for treatment and delivery of NID water to City customers within NID’s service area.

The Temporary Agreement entitles the City to receive NID raw water supply which has been treated and delivered to the City via PCWA facilities. The City purchases all NID supply from PCWA. The Temporary Agreement does not specify an amount of water to be supplied by NID to the City. At the time of this 1 State Water Resources Control Board. October 2023. 2023 Compliance Inspection Report of City of Lincoln Public Water System.
2 Placer County Water Agency. November 2012. Contract between Placer County Water Agency and the City of Lincoln for a Treated Water Supply. Included in Appendix A.
3 October 26, 2004. Temporary Water Sales Agreement Between the Nevada Irrigation District (NID), Placer County Water Agency (PCWA), and the City of Lincoln (Lincoln). Included in Appendix A. 290
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plan’s preparation, the City, NID, and PCWA are engaged in negotiations to amend the Temporary Agreement. The water supply agreement with NID is included in Appendix A.

Additionally, NID delivers untreated surface water directly to the Turkey Creek Golf Course and Lincoln Crossing Homeowner’s Association for irrigation purposes. The City does not have a contract with NID for raw water deliveries, and the City is not involved in metering or payment obligations for these deliveries.

Therefore, raw NID water use is not included in the City demand or supply totals presented in this document.

NID water supplies are primarily surface water supplies from watershed run-off from the Yuba, Bear, and Deer Creek watershed diverted under its pre-1914 and post 1914 appropriations. NID’s water rights are described in Chapter 4.

2.2.2 Groundwater Supply
The City owns and operates five groundwater wells that pump from the underlying Sacramento Valley Groundwater Basin, North American Subbasin (NASb). The NASb is defined by the unconsolidated sedimentary deposits that are bounded by the Bear River on the north; the Feather and Sacramento Rivers on the west; the American River on the south; and the edge of the alluvial basin, where little or no groundwater flows into or out of the groundwater basin from the rock of the Sierra Nevada, on the east.

The various geologic formations that constitute the water-bearing deposits underlying the NASb include an unconfined aquifer system consisting of alluvial material occupying the upper 200 to 300 feet below ground surface, and a semi-confined aquifer system consisting of fragmented volcanic rocks below the alluvium. The upper aquifer system consists of the Modesto, Riverbank, Turlock Lake, Victor, Fair Oaks, and Laguna Formations, along with Arroyo Seco and South Fork Gravels; the lower aquifer consists primarily of the Mehrten Formation.

The City uses its wells in conjunction with its surface water supplies during normal and wet years to meet peak summer demands. Use of the groundwater wells may increase during dry years when available surface water supplies may be limited. The City employs a balanced rotation schedule for its wells to help preserve groundwater resources across all areas.

2.3 EXISTING WATER SYSTEM AND FACILITIES
The City’s existing water distribution system contains seven (7) pressure zones. The distribution system consists of two (2) PCWA metering stations, five (5) groundwater wells, three (3) storage tanks, one (1) booster pump station (BPS), ten (10) pressure regulating stations (PRSs), and approximately 279 miles of distribution and transmission pipelines. The existing water system facilities are shown on Figure 2-2 and are discussed in more detail below.

2.3.1 System Configuration and Pressure Zones
The City’s water distribution system is divided into seven (7) pressure zones to ensure that customers are provided water service that meet the City’s service standards. Pressure zone boundaries are maintained by closed valves, pressure reducing valves, and pump stations. Treated surface water from PCWA and NID enters the City’s water system at two PCWA metering stations. The regulated connections, one at each PCWA metering station, fill the two tanks in the 575 Pressure Zone (Zone). Water in the 575 Zone is distributed to the 475 Zone via various PRSs and to the 375 Zone via a PRS and through the 3 MG tank via two transmission pipelines. Additional supply to the 375 Zone is provided by five (5) groundwater wells and from the 475 Zone via a PRS. The 750 Zone and 775 Zone are each supplied by unregulated 291
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connections, one at each PCWA metering station. The 775 Zone can receive additional water supply from the 575 Zone via the Catta Verdera BPS as needed during peaking and/or emergency conditions. The 750 Zone supplies both the 610 Zone and 650 Zone via two PRSs, and the 775 Zone provides additional supply to the 650 Zone via a PRS.

Figure 2-3 provides a simplified schematic diagram of the City’s water distribution system. The key characteristics of the City’s pressure zones are summarized in Table 2-1.

Table 2-1. Summary of Existing Pressure Zones
Pressure
Zone
Existing
Service
Elevations,
ft msl(a)
Meter
Connections(b)
Zones
Providing
Supply Supply Facility Storage Tank
375 114 - 282 17,552
375
• 3MG Tank(c)
• Well No. 2
• Westwood Well
• Moore Road Well
• Fiddyment Well
• Nelson Well • 3MG Tank(c)
475 • Wildomar PRS
575
• 3MG Tank(c)
• Twelve Bridges PRS
• Eastridge PRS
475 227 - 338 1,444 575
• Spring Valley No. 1 PRS
• Spring Valley No. 2 PRS
• Stoneridge PRS
-
575 260 - 452 2,008 PCWA
• Conspiracy Point Tank Metering
Station (Regulated Connection)
• Verdera Tank No. 3 Metering
Station (Regulated Connection)
• Conspiracy
Point Tank
• Verdera Tank
No. 3
610 309 - 463 72 750 • Village 18 PRS
• Village 19 PRS -
650 380 - 474 304
750 • Village 13 PRS -
775 • Village 17 PRS -
750 432 - 596 161
PCWA • Verdera Tank No. 3 Metering
Station (Unregulated Connection) -
575 • Catta Verdera BPS(d)
775 524 - 597 55 PCWA • Conspiracy Point Tank Metering
Station (Unregulated Connection) -
Source: City's hydraulic model last updated in May 2024 and City staff knowledge. (a) Elevations are taken from the City’s hydraulic model last updated in May 2024. (b) Meter connections based on meter GIS shapefile provided by the City in April 2024. (c) The 3MG Tank is the 375 Zone’s main source of supply. Water gravity feeds from the 3MG into the zone via a 20-inch diameter transmission pipeline and the 16-inch diameter Del Webb transmission pipeline. The groundwater wells within the 375 Zone operate during peak demands to supplement water from the 3MG Tank. The 3MG Tank is filled from the 575 Zone via a 30-inch transmission pipeline and from the 375 Zone via the Del Webb pipeline during periods when the wells are operating, and the well supply exceeds zone demands.
(d) The Catta Verdera BPS currently operates during times of peak demand as supplemental supply. ft msl = feet at mean sea level; PRS = pressure reducing station; BPS = booster pump station 292
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2!!
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775 Zone
575 Zone
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Westwood
Well 2

5.0 MG
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20” City Outflow
Del Webb Outflow

5.0 MG
Tank
Verdera Tank #3
Conspiracy Point Tank
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36”
3MG Tank
PRS
Eastridge PRS
PCWA
Turnout
Unregulated
16”
Verdera
Tank #3
Bypass
P
CV
PRS
Booster Pump
Station (BPS)
Pressure Reducing
Station
Check Valve
Normally Closed Valve
Pressure Zone
Name
375
Supply Source
Legend
City of Lincoln
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Figure 2-3
Simplified Zone Schematic
PCWA
Metering Station
Unregulated
Connection
Regulated
Connection
PCWA
Metering Station
Unregulated
Connection
Regulated
Connection
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2.3.2 Placer County Water Agency Metering Stations
As described above, the City purchases water from PCWA and NID which is delivered at two PCWA metering stations. The metering stations are summarized in Table 2-2.

Table 2-2. Summary of Existing Placer County Water Agency Metering Stations to the City of Lincoln Metering
Station
Location
Connection
Name
Zone
Supplied Function Type
Valve
Diameter,
inch
Elevation,
ft
Pressure
Setting,
psi
Lincoln
Metering
Station at
Conspiracy
Point Tank
Site
Tank 1 575
Fills
Conspiracy
Point Tank
Regulated 27 558 -
Tank 1
Unregulated 775
Bypasses
Conspiracy
Point Tank
to serve the
775 Zone
Unregulated 10 579 82
Verdera
Tank No. 3
Tank Site
Tank 3 575 Fills Verdera
Tank No. 3
Regulated 24 555 -
Tank 3
Unregulated 750
Bypasses
Verdera
Tank No. 3
to serve the
750 Zone
Unregulated 8 548 87
Source: City's hydraulic model last updated in May 2024 and City staff knowledge. psi = pounds per square inch

2.3.3 Groundwater Wells
The City currently operates five (5) active groundwater wells located in the western half of the City where the aquifer is the most productive. All of the groundwater wells supply the 375 Zone. The well pumping capacities of the active wells range from 800 gallons per minute (gpm) to 1,500 gpm with a combined total production capacity of 5,600 gpm (8.1 mgd). The City wells are primarily used for peak demand management, emergencies, and as a backup for PCWA and NID supplies. Table 2-3 summarizes the information on the City’s groundwater wells.
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Table 2-3. Summary of Existing Well Facilities
Well
Number Well Name
Pressure
Zone
Install
Year Status
Backup
Power
Installed
Installed
Horsepower
Depth to
Water
Level, ft
Well
Pumping
Capacity,
gpm
2 Well No. 2 375 1984(a) Active Yes 125 40.5 900
6 Westwood 375 2000 Active Yes 125 78.2 800
7 Moore Road 375 2002 Active No 125 80.6 1,000
8 Fiddyment 375 2004 Active Yes 200 63.2 1,400
9 Nelson 375 2005(b) Active
Quick
Connect
Capability
300 73.3 1,500(c)
Total Active Well Pumping Capacity (gpm) 5,600
Total Active Well Pumping Capacity (mgd) 8.1
Source: City’s 2017 Water Master Plan (April 2017), 2023 SWRCB State Water Resource Control Board Compliance Inspection Report (October 2023), and City staff knowledge.
(a) Well No. 2 was last upgraded in 2015.
(b) Nelson Well was last upgraded in 2014.
(c) The nominal pumping capacity for Nelson Well is 2,100 gpm, however, its pumping capacity is limited to 1,500 gpm by a variable frequency drive (VFD) to avoid excessive damage to the well pump motor. ft = feet; gpm = gallons per minute; mgd = million gallons per day

2.3.4 Storage Tanks
The City has three storage tanks located at high elevations on the east side of the City. The Conspiracy Point Tank and the Verdera Tank No. 3 each have a 5 MG capacity and receive treated water directly from PCWA metering stations. The 3MG Tank is filled from the 375 Zone and 575 Zone via transmission pipelines. All three tanks are located at relatively high elevations and serve customers via gravity flow.

The City’s total nominal storage capacity is approximately 14 MG and the total usable storage capacity is approximately 11 MG assuming 5 feet of dead storage at the bottom of the tank and 2 feet of high water alarm levels below the overflow. Table 2-4 summarizes the information for each storage tank. 296
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Table 2-4. Summary of Existing Water Storage Tanks
Storage Tank Name Zone Material Install Year Diameter, ft Overflow
Elevation, ft
Bottom
Elevation, ft
Overflow
Level, ft
Nominal
Storage
Capacity,
MG(a)
Usable
Storage
Capacity,
MG(b)
Conspiracy Point Tank 575
Reinforced
Concrete
2000 159 587.8 554.0 33.7 5.0 4.0
3 MG Tank 375
Welded
Steel 2002 134 397.1 366.1 31.0 3.3 2.5
Verdera Tank No. 3 575
Reinforced
Concrete
2021 163 593.1 555.5 37.6 5.9 4.8
Total Active Storage Capacity, MG 14.2 11.3
Source: Record drawings provided by the City in April 2024, 2023 State Water Resource Control Board Compliance Inspection Report (October 2023), and City staff knowledge. (a) Nominal capacity is calculated based on diameter and overflow height. This does not take into consideration dead storage at the bottom of the tank nor high alarm levels typically located below the overflow.
(b) Usable capacity is calculated based on diameter and overflow height minus 5 feet of dead storage at the bottom of the tank and 2 feet of high-water alarm levels below the overflow.

MG = million gallons
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2.3.5 Booster Pump Stations
The City’s only booster pump station within the distribution system is the Catta Verdera BPS. Prior to the installation of the new PCWA metering station at the Verdera Tank No. 3 site in 2021, the Catta Verdera BPS was the sole source of supply for the 610 and 750 Zones. However, the unregulated connection at the new PCWA metering station currently provides adequate supply to the 610 and 750 Zones, and as a result, the Catta Verdera BPS only operates during times of peak demand to provide supplemental supply.

The total standby pumping capacity and the firm pumping capacity of the Catta Verdera BPS is 2,900 gpm (4.2 mgd) and 900 gpm (1.3 mgd), respectively. The firm pumping capacity is the total pumping capacity of the station with the largest pump offline. Table 2-5 summarizes information on the Catta Verdera BPS.

Table 2-5. Summary of Existing Booster Pump Stations
Pump Station
Name Function
Pump
Number Status
Nominal
Capacity,
gpm
Rated
Horsepower
Total
Capacity,
gpm
Firm
Capacity,
gpm(a)
Catta Verdera
Booster Pump
Station(b)
Pumps supply
from the
575 Zone to
the 750 Zone
1 Standby 300 50
2,900 900
2 Standby 300 50
3 Standby 300 50
4 Standby 2,000 250
Total Standby Pumping Capacity (gpm) 2,900 900
Total Standby Pumping Capacity (mgd) 4.2 1.3
Source: City's water system hydraulic model updated in May 2024 and 2023 State Water Resource Control Board Compliance Inspection Report (October 2023).
(a) Firm capacity is the total installed capacity with the largest pump out of service. (b) Also known as the 12 Bridges Booster Pump Station.
gpm = gallons per minute

2.3.6 Pressure Regulating Stations
The City’s water distribution system includes ten (10) PRSs. Each PRS is equipped with two pressure reducing valves(PRVs) that regulate the flow of water from higher pressure zones to lower pressure zones.

The PRSs prevent the pressure in lower pressure zones from exceeding City service standards. Table 2-6 presents a summary of the existing PRSs with their key characteristics. 298
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Table 2-6. Summary of Existing Pressure Regulating Stations Pressure Regulating
Station Name Function
Elevation,
ft msl
Valve
Diameter,
inches
Pressure
Setting,
psi(a)
Hydraulic
Grade Line, ft
msl
Twelve Bridges Reduces pressure from the
575 Zone to the 375 Zone 266 4 / 12 52.3 / 47.3 387 / 375 Eastridge Reduces pressure from the
575 Zone to the 375 Zone 290 4 / 10 42.7 / 37.7 389 / 377 Spring Valley No. 1
Reduces pressure from the
575 Zone to the 475 Zone 323 3 / 8 61.5 / 56.5 465 / 454 Spring Valley No. 2
Reduces pressure from the
575 Zone to the 475 Zone 281 3 / 8 75.0 / 70.0 454 / 443 Stoneridge Reduces pressure from the
575 Zone to the 475 Zone 267 6 / 14 69.8 / 64.8 428 / 417 Village 13 Reduces pressure from the
775 Zone to the 650 Zone 479 4 / 10 72.9 / 67.9 647 / 636 Village 17 Reduces pressure from the
750 Zone to the 650 Zone 456 4 / 10 80.0 / 75.0 641 / 629 Village 18 Reduces pressure from the
750 Zone to the 610 Zone 431 3 / 10 59.0 / 54.0 567 / 556 Village 19 Reduces pressure from the
750 Zone to the 610 Zone 463 6 / 10 52.0 / 47.0 583 / 572 Wildomar Reduces pressure from the
475 Zone to the 375 Zone 273 6 / 16 49.5 / 44.5 387 / 376 Source: City's water system hydraulic model updated in May 2024 and City staff knowledge. (a) The City does not change its PRV pressure settings seasonally. ft msl = feet at mean sea level; psi = pressure per square inch

2.3.7 Transmission and Distribution Pipelines
The City maintains approximately 279 miles of transmission and distribution system pipelines. The transmission system consists of 18- to 42-inch diameter pipelines, while the distribution system consists of pipelines with diameters less than 18 inches. Table 2-7 provides a summary of the City’s water system pipelines by pipeline diameter. As shown in Table 2-7, about 48 percent of the system is comprised of 8-inch diameter pipelines.
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Table 2-7. Summary of Existing Distribution System Pipeline Diameter(a) Pipeline Diameter, inches
Length of Pipeline
feet miles Percent in Water System
6 or less 135,980 25.8 9.0
8 703,850 133.3 47.7
10 18,750 3.5 1.3
12 409,760 77.6 27.8
14 9,310 1.8 0.6
16 44,590 8.4 3.0
18 78,050 14.8 5.3
20 or greater 74,430 14.1 5.0
Total 1,474,720 279.3 100%
Source: City’s water system GIS database provided in April 2024. (a) Only pipelines managed by the City are included.

Table 2-8 and Figure 2-4 summarize the City’s water system pipelines by approximate decade of installation. Based on available GIS data, the majority of the water system pipelines were estimated to be installed in the 2000s. The City’s downtown area contains the oldest pipelines that were installed prior to 1980. The City has an annual pipeline rehabilitation and replacement program that focuses on replacing older and deteriorating pipelines which are undersized for fire flow or have a history of leaking.

Table 2-8. Summary of Distribution System Pipeline Installation Decade(a) Decade of Pipeline Installation
Length of Pipeline
feet miles Percent in Water System
1970s or earlier 70,820 13.4 4.8
1980s 72,350 13.7 4.9
1990s 222,680 42.2 15.1
2000s 806,960 152.8 54.7
2010s 102,810 19.5 7.0
2020s 199,100 37.7 13.5
Total 1,474,720 279.3 100%
Source: City’s water system GIS database provided in April 2024. (a) Only pipelines managed by the City are included.
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Table 2-9 summarizes the City’s water system pipelines by material. The majority of the City’s water system pipelines, approximately 82 percent, are polyvinyl chloride (PVC).

Table 2--9. Summary of Distribution System Pipeline Material(a) Pipeline Material
Length of Pipeline
feet miles Percent in Water System
Asbestos Cement 77,960 14.7 5.3
Cast Iron 14,030 2.7 1.0
Copper 30 < 1.0 < 0.1
Ductile Iron 159,420 30.2 10.8
High-Density Polyethylene (HDPE) 90 < 1.0 < 0.1
Polyvinyl Chloride 1,207,800 228.8 81.9
Steel 12,220 2.3 0.8
Unknown 3,170 0.6 0.2
Total 1,474,720 279.3 100%
Source: City’s water system GIS database provided in April 2024. (a) Only pipelines managed by the City are included.
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Notes:

1. Facilities shown and pipeline decade
of installation based on GIS data
provided by the City in April 2024.

Pipeline Decade of Installation
1970s or earlier
1980s
1990s
2000s
2010s
2020s
Existing System Facilities
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Placer County Water
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Figure 2-4
Existing Water System
Pipeline Age
0 3,000 6,000
Feet
N City of Lincoln
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CHAPTER 3
Water Demand Analysis
This chapter describes the City’s historical and current water use, as well as the City’s future water demands. The future water demands are based on water use factors and planned future development discussed with the City’s planning department. Future water demands will be used to evaluate the future water production required, the adequacy of the City’s available water supplies, and the capacity of the City’s water system to reliably deliver water to its customers.

The following sections of this chapter present the City’s historical and current water demands and future water demands:
• Historical Water Production and Use
• Historical Peak Water Use
• Existing and General Plan Land Use and Growth Projections • Water Use Factors
• Future Water Demands and Required Water Production

3.1 HISTORICAL WATER PRODUCTION AND USE
The following sections summarize the historical water production for the City’s water service area.

3.1.1 Historical Annual Water Production
As described in Chapter 2, the City’s water supplies come from a combination of surface water and groundwater sources consisting of water purchased from PCWA, water purchased from NID, and pumped groundwater from City-owned wells. Table 3-1 summarizes historical annual water production for the City between 2012 and 2023. The 10-year average surface water percentage of total production is 95 percent, and the 10-year average groundwater percentage of total production is 5 percent. These ratios align with the City’s existing conjunctive use goal of relying on groundwater for 10 percent of its water demands and surface water for the remaining 90 percent, as stated in Chapter 2.

Figure 3-1 displays the annual water production, in mgd from 2012 to 2023. The highest annual water production occurred in 2022, with a total of approximately 9.5 mgd. The lowest annual water production occurred in 2015, with a total of approximately 6.8 mgd, which was during the height of a severe drought.

Since 2015, production data shows a steady increase in production through 2020 which can be contributed to a post drought rebound in water use as well as new customers being added to the system.

Figure 3-1 also shows that water production between 2020 and 2023 has remained fairly constant despite the City’s continued growth. The fairly steady water production could be contributed to the City’s continued emphasis on water conservation, expanded use of recycled water where possible, and improvements to infrastructure to reduce non-revenue water losses. 303
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Table 3-1. Historical Annual Water Production
Year
Surface Water,
MG
Groundwater,
MG
Total,
MG
Surface Water
Percent of
Total
Groundwater
Percent of
Total
2012 2,434 854 3,288 74 26
2013 3,175 363 3,538 90 10
2014 2,691 225 2,916 92 8
2015 2,256 230 2,486 91 9
2016 2,531 177 2,708 93 7
2017 2,758 120 2,878 96 4
2018 2,924 112 3,036 96 4
2019 2,837 215 3,052 93 7
2020 3,238 209 3,447 94 6
2021 3,379 83 3,462 98 2
2022 3,410 65 3,475 98 2
2023 3,244 45 3,289 99 1
5-Year Average
(2019-2023) 3,222 123 3,345 96% 4%
10-Year Average
(2014-2023) 2,927 148 3,075 95% 5%
Source: Surface water and groundwater production spreadsheets provided by the City, April 2024.

MG = Million Gallons per Year
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Figure 3-1. Historical Annual Water Production
0 2
4 6
8 10
12 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 Annual Water Production, mgd
Year
Surface Water Groundwater
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3.1.2 Per Capita Water Use
Historical per capita water use for the City’s water service area from 2012 to 2023 is presented in Table 3-2 and on Figure 3-2. The per capita water use is based on total water production for the City’s water service area (representing all water uses including all residential and non-residential uses) divided by the City’s water service area population. Since 2020, the City’s per capita water use has continued to decrease as the population has increased.

Table 3-2. Historical Production, Population, and Per Capita Water Use Year
Average Daily
Production, mgd(a) Population(b) Per Capita Use, gpcd
2012 9.0 44,286 203
2013 9.7 44,954 216
2014 8.0 45,899 174
2015 6.8 46,627 146
2016 7.4 47,427 156
2017 7.9 48,268 163
2018 8.3 48,860 170
2019 8.4 49,348 169
2020 9.4 49,573 190
2021 9.5 50,165 189
2022 9.5 50,977 187
2023 9.0 52,296 172
(a) Production based on surface and groundwater spreadsheets provided by the City, April 2024. (b) Source: Population estimates from State of California Department of Finance Tables E-4 Historical Population Estimates for Cities, Counties, and the State, September 2024.
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Figure 3-2. Comparison of Historical Per Capita Demand and Population -70
-60
-50
-40
-30
-20
-10
0 10
20 30
40 50
60 70
80 90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
44,000
45,000
46,000
47,000
48,000
49,000
50,000
51,000
52,000
53,000
54,000
55,000
56,000
57,000
58,000
59,000
2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 Per Capita Water Use, gpcd
Population
City Population Per Capita Water Use, gpcd
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3.1.3 Historical Water Consumption
Water production is a measure of water produced at various supply facilities. Water consumption is a measure of water delivered to customers. The City tracks water consumption through customer meter records. As of 2023, the City had approximately 23,454 metered water use connections that serve various customer types. Table 3-3 summarizes the number of accounts by customer type. As shown in Table 3-3, the predominant customer type in the City’s water service area is residential, which accounts for approximately 97 percent of the total number of water meters.

Table 3-3. City Customer Types as of December 2023
(a)
Customer Type Number of Accounts Percent of Total Accounts Residential
Single Family 22,685 96.7
Multi Family 94 0.4
Residential Subtotal 22,779 97.1%
Non-Residential
Non-residential(b) 415 1.8
Industrial 5 0.02
Landscape/Irrigation 255 1.0
Non-Residential Subtotal 675 2.9%
Total 23,454 100%
(a) Source: Data are from 2023 Water Consumption by Class.xls, provided by the City in May 2024. (b) Non-residential accounts include commercial, office, institutional, and public/quasi-public land use types.

Table 3-4 summarizes the City’s water consumption by customer type in 2023. Although residential customers account for approximately 97 percent of the total accounts, they only account for 83 percent of the total consumption. Dedicated irrigation accounts (e.g., landscape median, parks, etc.) make up approximately 10 percent of the total consumption but only 3 percent of total accounts. 308
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Table 3-4. Consumption by Customer Types as of December 2023 (a)
Customer Type Total Annual Consumption, MG
Percent of Total Annual
Consumption
Residential
Single Family 2,481 80.7
Multi Family 70 2.3
Residential Subtotal 2,551 82.9%
Non-Residential
Non-residential(b) 198 6.4
Industrial 22 0.7
Landscape/Irrigation 305 9.9
Non-Residential Subtotal 578 17.1%
Total 3,076 100%
(a) Source: Data are from 2023 Water Consumption by Class.xls, provided by the City in May 2024. (b) Non-residential accounts include commercial, office, institutional, and public/quasi-public land use type.

3.1.4 Non-Revenue Water
Non-revenue water (NRW) is the difference between the quantity of water produced and the quantity of water consumed and/or metered. Consumption (i.e., customer water use) typically does not equal the total production because of unmeasured system losses. Water utilities strive to minimize the amount of NRW; however, it is difficult to eliminate entirely. The most common reasons for NRW are due to system losses such as leakage, errors in measurement, unmetered usage, and errors in systematic data as discussed in detail below:
• Leaks: Leaks are frequently the largest component of NRW and includes losses from distribution and transmission mains and customer service laterals up to the meter. The amount of leakage varies from system to system, but there is a general correlation between the age of a system and the amount of NRW. Other factors affecting leaks include system pressure (i.e., the higher the pressure, the higher the leakage), frequency of main and service pipe breaks, and the extent of leak detection and control policies. • Errors in Measurement: Flow measurements are not always exact, and thus metered customer usage may contain inaccuracies. For example, some flow meters under register actual usage at low flow rates, especially as they age. • Unmetered Usage: The City may have unauthorized and unmetered connections or other types of unmetered water use. Not all unmetered usage is due to water theft; fire hydrants, blow-offs, and other maintenance appurtenances that are exercised are typically not metered. • Errors in Systematic Data: Systematic data errors can contribute to NRW when inaccuracies occur in how water data is collected, recorded, or interpreted. These errors may include misread flow meter data, incorrect recording of meter readings, and/or incorrect meter locations.
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An estimate of NRW is required for water system planning to project future water production needs, as a system will always have some amount of water loss. NRW ranging from 5 to 10 percent is typical for many water utilities.

California Water Code Section 10608.34 required the State Water Resources Control Board (SWRCB) to develop water loss performance standards for urban retail water suppliers. Executive Orders B-37-16 and B-40-17 directed the SWRCB and DWR to minimize water waste through system leaks. Water loss performance standards were developed through a rulemaking process that became effective in 2023.1 The Water Loss Control regulation requires urban retail water suppliers, like the City, to complete questionnaires administered by the SWRCB and to meet water loss standards by 2028 (or by 2031 in some cases), using water audit data submitted for 2025, 2026, or 2027.

Table 3-5 summarizes the non-revenue water for the City’s system from 2019 through 2023 by comparing water production to water consumption. Based on the average water consumption versus water production, the average NRW is approximately 9.8 percent. The NRW has consistently decreased over the five-year period which reflects the City’s proactive approach to system rehabilitation of maintenance or replacement of aging infrastructure. As described in subsequent sections, NRW will be accounted for when projecting the future water production required for future conditions and will be assumed to be 10 percent.

Table 3-5. Non-Revenue Water
Year Production, MG(a) Consumption, MG(b) NRW, MG(c)
NRW as a Percent of
Production
2019 3,052 2,679 373 12.2
2020 3,447 3,049 398 11.5
2021 3,462 3,107 355 10.3
2022 3,475 3,176 299 8.6
2023 3,289 3,076 213 6.5
5-Year Average Percent of Production that is Non-Revenue Water 9.8% (a) Production based on surface and groundwater production spreadsheets provided by the City, April 2024. (b) Consumption based on Water ConsumByClass.xls spreadsheets provided by the City, May 2024. (c) NRW is equal to production minus authorized consumption.

3.2 HISTORICAL PEAK WATER USE
Water system facilities are generally sized to meet peak demand conditions. For facility sizing (e.g., supply, pumping and storage), the peaking conditions of most concern are typically maximum day plus fire flow demand or peak hour demand. This section reviews historical peak water use for the City’s water service area and includes discussion of the maximum day demand, peak hour demand, and hourly variations of demand during the maximum demand day.
1 Source: Water Loss Control | California State Water Resources Control Board 310
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3.2.1 Maximum Day and Peak Hour Demand
Table 3-6 summarizes the historical maximum day peaking factors for the City from 2014 through 2023, which are most representative of recent water use trends. As shown in Table 3-6, the maximum day demand has varied between 1.6 to 1.9 times the average day demand and the average historical maximum day peaking factor is 1.8 times average day demand.

Table 3-6. Summary of Historical Maximum Day Peaking Factors Year
Average Day Demand
(ADD), mgd
Maximum Day Demand
(MDD), mgd
Maximum Day Peaking
Factor (MDD/ADD)
2014 8.0 14.2 1.8
2015 6.8 11.2 1.6
2016 7.4 16.4 2.2
2017 8.2 14.0 1.7
2018 8.4 14.2 1.7
2019 8.4 15.3 1.8
2020 9.4 15.5 1.7
2021 9.5 15.3 1.6
2022 9.5 15.1 1.6
2023 9.0 16.9 1.9
Average 8.5 14.8 1.8
To develop a peak hour peaking factor, West Yost reviewed peak days of City provided SCADA data from 2023 to identify historical peak hour demands. This data was provided to West Yost as part of the hydraulic model calibration, the peak hour peaking factor was calculated based on the diurnal development for the City’s pressure zone groups. While each of the pressure zone groups have a specific peak hour peaking factor, it was determined that a single peaking factor for the maximum day would be used for facilities sizing. The recommended peaking factors are summarized in the following section.

3.2.2 Recommended Demand Peaking Factors
Table 3-7 summarizes the recommended peaking factors for this WMPU. These peaking factors will be subsequently used to evaluate and size storage and pumping facilities, as well as define water supply needs and capacity requirements. For planning purposes, the maximum day peaking factor for the City is recommended to be 1.9 which is slightly higher than the 10-year average to be conservative. The factor also represents a decrease from the average day to maximum day factor developed in the City’s 2017 WMP of

2.0. The reduction in the maximum day peaking factor reflects recent trends in water use, with increased water conservation and reductions in NRW loss.

The peak hour factor developed in the City’s 2017 WMP was 2.0 times MDD (4.0 times ADD) for the City’s entire system. Although the peak hour factor varies across each of the City’s pressure zone groups, a single peak hour factor is recommended for the City’s entire system. The recommended peak hour factor developed for this WMPU is 2.2 times MDD (3.8 times ADD), as shown in Table 3-7. 311
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Table 3-7. Summary of Recommended Main Zone Maximum Day and Peak Hour Peaking Factors Maximum Day Demand
Peaking Factor (MDD/ADD)
Peak Hour Demand
Peaking Factor (PHD/MDD)

1.9 2.2
MDD = maximum day demand; ADD = average day demand; PHD = peak hour demand.

3.2.3 Diurnal Curve Development
The MDD (including the peak hour) and minimum day demand diurnal curves were developed by reviewing SCADA data for summer and winter 2023 conditions. The minimum day demand diurnal curves represent seasonal winter demands (typically December through February), and MDD diurnal curves represent seasonal summer demands (typically June through August).

The City has SCADA coverage in the system that allows the development of multiple diurnal curves that group connected zones. Hourly patterns were developed for three zone groupsfor both winter and summer demands. The results of the 2023 diurnal curves were compared to the curves developed using 2021 data and found to be very similar in patterns.

Figure 3-3 shows the diurnal patterns developed for summer demand conditions. These diurnal patterns differ from the diurnal patterns developed for the model calibration (see Chapter 6), as patterns used for that effort are specific to the day the model was calibrated to. Diurnal patterns shown on Figure 3-3 are based on the hourly averages during the peak week of 2023 which occurred during the week of July 16 to

22. Diurnal patterns shown on Figure 3-3 were used for the existing and future distribution system evaluations, described in Chapters 7 and 8.

Figure 3-4 shows the diurnal patterns developed for winter demand conditions. Diurnal patterns shown on Figure 3-4 are based on the hourly averages during the minimum week of 2023 which occurred during the week of February 22 to 28. As expected, the minimum day demand diurnals have a flatter curve than the MDD diurnals as outdoor water irrigation use is typically minimal in the winter months. 312
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Figure 3-3. Grouped Zones Maximum Day Demand Diurnal Curves Figure 3-4. Grouped Zones Minimum Day Demand Diurnal Curves

0.0 0.5

1.0 1.5

2.0 2.5

3.0 0 4 8 12 16 20 24
Diurnal Factor (Hourly Flow/Average Flow)
Hours
775 and 650 Zones 750 and 610 Zones Lower Zones

0.0 0.5

1.0 1.5

2.0 2.5

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Diurnal Factor (Hourly Flow/Average Flow)
Hours
775 and 650 Zones 750 and 610 Zones Lower Zones
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The City provided hourly consumption data for its 17 largest water users collected through Advanced Metering Infrastructure (AMI) which allowed diurnals to be created for these accounts. The diurnals developed for these large water users show very different patterns from the diurnals developed for the zone groups discussed above.

Of the data provided, 12 of the 17 meters represent irrigation meters. The diurnal curves developed for each of these meters are shown on Figure 3-5 for a maximum summertime demand period during 2023.

As expected, most of the consumption occurs overnight between the hours of 9 PM to 7 AM, which is consistent with when irrigation often occurs. An average of the irrigation diurnals was developed to provide a general irrigation diurnal to use for the future system evaluations.

Figure 3-5. Irrigation Meters Maximum Day Demand Diurnal Curves The five other large consumption meter data provided represents a mix of uses: industrial, recreational, commercial car wash, senior apartments, and a public pool. As shown on Figure 3-6, the industrial, recreational, and pool all show fairly constant demands occurring throughout the day with a morning peak for the industrial account. The senior apartment account shows high demands prior to about 10 AM which may be in part due to irrigation occurring during the evening hours. The commercial car wash account shows consumption occurs during business hours as expected. Due to the variety of how water is consumed by these individual large water users, the developed diurnals are only applied to these specific users.
0 1
2 3
4 5
6 12:00 AM 4:00 AM 8:00 AM 12:00 PM 4:00 PM 8:00 PM 12:00 AM Diurnal Factor (Hourly Flow/Average Flow) Hour
McBean Park Dr Westview Dr 12-Bridges @ Southcreek
Sorrento Parkway Joiner Park 12-Bridges Sell Cen
Eastridge Dr Fieldstone Dr L Street
School Sr. Apartments Peter Singer Park
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Figure 3-6. Large Users Maximum Day Demand Diurnal Curves

3.3 EXISTING AND FUTURE LAND USE AND GROWTH PROJECTIONS The following sections discuss the existing and projected future land use for the City’s water service area.

3.3.1 Existing Land Use
The City’s existing land use consists mostly of low density single family residential developments in addition to commercial, office, industrial, parks, and schools as shown on Figure 3-7. Residential uses are located throughout the City’s service area. Generally, the eastern portion of the existing city has several traditional single family residential communities along Twelve Bridges Drive and Del Webb Boulevard.

Along the most eastern edge of City Limits, the developments are low density/country estates which tend to include large multi-story homes on large lots with extensive landscaping.

The City’s commercial and mixed uses are found throughout the City with a concentrated commercial corridor along Lincoln Boulevard which includes the historic downtown part of the City. The City also includes a significant industrial land use in the northern and northwestern part of the City. The industrial users include Sierra Pacific Industries, Gladding McBean Manufacturer, and the Lincoln Regional Airport.

0.0 0.5

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Industrial Recreational Commercial Sr. Apartments Pool
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Notes:

1. GIS zoning and land use shapefiles
provided by the City of Lincoln in 2025.

2. Parcels with land use activity of Vacant
are shown for locations within the City
Limits which are not part of a Specific Plan.

3. Future land uses within Villages and
Special Use Districts are planned and not
shown as Vacant.

City Limit
Zoning
Country Estates
Low Density Estates
Low Density Residential
Medium Density
Residential
High Density Residential
Mixed Use
Commercial
Business and
Professional
Industrial
Industrial Planned
Development
Public Facilities
Parks and Recreation
Open Space
Agricultural
Right-of-Way
Vacant Activity
Figure 3-7
Existing and
Planned Land Use
0 3,000 6,000
Feet
N City of Lincoln
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Fig 3-7 - Ex Land Use: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch3_Lincoln_WMPU.aprx - ayan - 9/29/2025 316
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3.3.2 Projected Future Land Use
This section includes a discussion of the City’s future land use and the estimated timing on when development will occur. The General Plan 2050 (GP) serves as a long-term policy guide for the City’s growth and is the basis for the future growth projections used for facility planning along with input from the City’s Community Development Department. The development of the future growth areas were classified in 5-year increments through a 20-year period with any remaining area assumed to be developed at buildout.

3.3.2.1 Overview of the City’s General Plan 2050
Future growth and land uses are defined in the City’s GP, which summarizes anticipated development within the City’s SOI. The SOI encompasses both incorporated and unincorporated areas and were defined in the GP as the probable ultimate boundary and service area of the City. Infill is expected to occur on vacant parcels within the City’s existing City Limit boundary. Additionally, the GP categorized larger undeveloped areas into two designations: Village or Special Use District (SUD) which are described below and shown on Figure 3-8.

3.3.2.1.1 Infill
The GP identified the need to develop the vacant infill parcels within the existing City Limits.

Implementation measures to encourage the development of vacant and underutilized parcels, including parcels in the downtown area of the City, were included as part of the GP. One measure to help achieve the infill development was the addition of a mixed use category to encourage combining a residential use with a business or commercial use (either horizontally or vertically). In 2024, the City has started a Downtown Master Plan (DMP) + Objective Design and Development Standards (ODDS) project to improve the downtown area of the City, which will include facilitating mixed use and housing options in the downtown area.

3.3.2.1.2 Villages
The GP designated seven areas as a Village (identified as V-1 through V-7). The village concept encompasses major new development areas which include a mix of housing types and a village center. In addition, each village will be characterized by extensive bicycle and pedestrian trails and open space to interconnect the village areas along with the developed portions of the City.

Village 1 is located in the eastern part of the City and is actively being developed. The City anticipates substantial completion of Village 1 within a 10-year timeframe.

Village 5 and Village 7 are located in the western part of the City Limits and SOI. Both villages have active development plans being processed with the City for portions that have recently been annexed within the City Limit boundary. Construction for both villages are anticipated to begin within a 5-year timeframe.

Village 7 covers a smaller area and is expected to be substantially complete within a 15-year timeframe while Village 5 is anticipated to be completed within a 20-year timeframe.

Villages 2, 3, and 4 are located in the northern part of the SOI outside of the existing City Limits and Village 6 is located in the southwest part of the SOI. These areas are anticipated to start development beyond the 20-year timeframe and are therefore included as part of buildout. 317
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3.3.2.1.3 Special Use Districts
The GP designated three areas as SUDs (identified as SUD-A, SUD-B, and SUD-C). Land uses within the SUDs are limited by restrictions established by the County of Placer’s Airport Land Use Compatibility Plan and the proximity of the State Route 65 Bypass. At this time, only SUD-B is actively proceeding with development plans and is anticipated to begin construction within a 5-year timeframe and be completed within a 15-year timeframe. Both SUD-A and SUD-C are within the SOI but outside the existing City Limits and are not anticipated to have development occur over the next 20 years and are considered part of the buildout.

3.3.2.2 Projected Future Land Use
The exact amount of development that will occur through GP buildout is based on many factors, including changes in the regional real estate and labor markets, and individual property owners’ decisions. For the purposes of this WMPU, the future land use projections defined are assumed based on the City’s current pace of development.

The future growth was classified in 5-year increments for a 20-year period based on input from the City’s Community Development Department. All remaining areas in the GP SOI are assumed to occur at buildout.

It is not expected that all areas in the SOI will be fully developed within the 20-year period based on the current pace of development.

Based on discussions with City staff, additional assumptions used to estimate development in this WMPU include:
• Infill is assumed to be parcels within the existing City Limits with a land use activity code of “Vacant” in the City’s GIS land use file, but do not include parcels in a Specific Plan or General Development Plan.
• Infill is assumed to be completed at a constant rate through buildout. • Village 1 has active construction occurring and is anticipated to be substantially completed within 10 years.
• SUD-B is anticipated to begin development in the next 5 years and be substantially completed within 15 years.
• Villages 5 and 7 are anticipated to begin development in the next 5 to 10 years and be substantially completed within 15 to 20 years.
• Villages 2, 3, 4, and 6 and SUD-A and -C are assumed to develop in buildout (beyond 20 years). • Available Specific Plans and/or General Development Plans were referenced to capture the most recent land use assumptions.
• Residential dwelling unit densities (i.e., dwelling units per acre) are assumed to be the average of the dwelling unit density ranges provided in the GP2 unless other specific densities were provided.
• No development occurs outside of the SOI.
2 Mintier & Associates. March 2008. City of Lincoln General Plan, Table 4-1 318
Table 3-8. Future Incremental Land Use Projections By Development Areas Acres DU Acres DU Acres DU Acres DU Acres DU Acres DU
Low Density Residential 6.3 28 6.3 28 6.3 28 6.3 28 6.3 28 31.3 139 Medium Density Residential 5.0 48 5.0 48 5.0 48 5.0 48 5.0 48 25.2 238 High Density Residential 4.0 66 4.0 66 4.0 66 4.0 66 4.0 66 19.9 328 Mixed Use 0.5 - 0.5 - 0.5 - 0.5 - 0.5 - 2.7 -
Commercial 6.5 - 6.5 - 6.5 - 6.5 - 6.5 - 32.5 -
Business Professional 3.2 - 3.2 - 3.2 - 3.2 - 3.2 - 16.0 - Industrial 99.6 - 99.6 - 99.6 - 99.6 - 99.6 - 498.2 -
Open Space 9.6 - 9.6 - 9.6 - 9.6 - 9.6 - 47.9 -
Subtotal 134.7 141 134.7 141 134.7 141 134.7 141 134.7 141 673.7 705 Commercial 3.6 - - - - - - - - - 3.6 -
Commercial 12.0 - - - - - - - - - 12.0 -
Medium Density Residential 25.5 198 - - - - - - - - 25.5 198 Commercial - - 13.4 - - - 13.4 - - - 26.7 -
Business Professional - - 79.9 - - - - - - - 79.9 -
Commercial - - 58.1 - - - - - - - 58.1 -
Industrial - - 37.8 - - - - - - - 37.8 -
Open Space - - 102.1 - - - - - - - 102.1 -
ROW - - 1.4 - - - - - - - 1.4 -
Subtotal - - 279.3 - - - - - - - 279.3 -
Low Density Residential 5.3 21 - - - - - - - - 5.3 21
Medium Density Residential 7.6 80 - - - - - - - - 7.6 80 Open Space 3.7 - - - - - - - - - 3.7 -
Subtotal 16.6 101 - - - - - - - - 16.6 101
Country Estates 72.2 154 51.9 119 58.0 129 10.2 23 - - 192.3 425 Low Density Residential 354.4 1,542 239.8 1,184 - - - - - - 594.2 2,726 Medium Density Residential 28.0 179 72.1 682 - - - - - - 100.1 861 High Density Residential - - 17.9 421 - - - - - - 17.9 421 Mixed Use - - 39.0 - - - - - - - 39.0 -
Parks 22.1 - 75.6 - 1.0 - - - - - 98.7 -
Open Space 210.1 - 138.9 - 61.3 - 9.3 - - - 419.7 -
ROW 15.1 - 15.1 - 15.1 - 15.1 - - - 60.4 -
Subtotal 701.9 1,875 650.3 2,407 135.4 129 34.6 23 - - 1,522.3 4,434 Country Estates - - - - - - - - 164.4 321 164.4 321
Low Density Residential - - - - - - - - 575.5 2,561 575.5 2,561 Medium Density Residential - - - - - - - - 57.5 544 57.5 544 High Density Residential - - - - - - - - 24.7 469 24.7 469 Mixed Use - - - - - - - - 80.6 - 80.6 -
Parks - - - - - - - - 80.6 - 80.6 -
Open Space - - - - - - - - 564.2 - 564.2 -
ROW - - - - - - - - 64.5 - 64.5 -
Subtotal - - - - - - - - 1,612.0 3,895 1,612.0 3,895
Country Estates - - - - - - - - 263.2 513 263.2 513
Low Density Residential - - - - - - - - 579.0 2,576 579.0 2,576 Medium Density Residential - - - - - - - - 157.9 1,492 157.9 1,492 High Density Residential - - - - - - - - 52.6 1,000 52.6 1,000 Mixed Use - - - - - - - - 103.2 - 103.2 -
Parks - - - - - - - - 103.2 - 103.2 -
Open Space - - - - - - - - 722.4 - 722.4 -
ROW - - - - - - - - 82.6 - 82.6 -
Subtotal - - - - - - - - 2,064.0 5,581 2,064.0 5,581
Country Estates - - - - - - - - 330.1 644 330.1 644
Low Density Residential - - - - - - - - 660.2 2,938 660.2 2,938 Medium Density Residential - - - - - - - - 264.1 2,496 264.1 2,496 High Density Residential - - - - - - - - 66.0 1,254 66.0 1,254 Mixed Use - - - - - - - - 129.5 - 129.5 -
Parks - - - - - - - - 129.5 - 129.5 -
Open Space - - - - - - - - 906.2 - 906.2 -
ROW - - - - - - - - 103.6 - 103.6 -
Subtotal - - - - - - - - 2,589.0 7,332 2,589.0 7,332
Buildout Total
Development/ Land Use
5-Year 10-Year 15-Year 20-Year
Vacant Infill Parcels
Deer Crossing
Ferrari Pavillion
Joiner Ranch East
Bella Breeze
Lincoln 270
Lincoln Place
Village 1(a)
Village 2
Village 3
Village 4
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Table 3-8. Future Incremental Land Use Projections By Development Areas Acres DU Acres DU Acres DU Acres DU Acres DU Acres DU
Buildout Total
Development/ Land Use
5-Year 10-Year 15-Year 20-Year
Country Estates - - 149.2 184 298.4 368 261.6 674.3 - - 709.2 1,227 Low Density Residential - 153.0 113.1 380 226.3 1,065 230.7 1,091.9 - - 570.1 2,690 Medium Density Residential - 269.0 141.8 669 283.5 1,875 16.3 16.8 - - 441.6 2,830 High Density Residential - 78.0 13.0 195 26.0 547 29.7 621.1 - - 68.7 1,441 Mixed Use - - 12.3 - 24.7 - 4.4 - - - 41.4 -
Commercial - - 65.1 - 130.3 - 0.9 - - - 196.3 -
Business Professional - - 21.7 - 43.3 - 94.9 - - - 159.9 - Parks - - 45.7 - 91.4 - 31.6 - - - 168.7 -
Open Space - - 231.0 - 462.0 - 697.2 - - - 1,390.2 -
Public - - 17.4 - 34.8 - 66.0 - - - 118.2 -
ROW - - 50.1 - 100.2 - 214.3 - - - 364.6 -
Subtotal - 500 860.4 1,428 1,720.9 3,856 1,647.6 2,404 - - 4,228.9 8,188 Village 6
Country Estates - - - - - - - - 129.7 253 129.7 253
Low Density Residential - - - - - - - - 700.6 3,118 700.6 3,118 Medium Density Residential - - - - - - - - 363.3 3,433 363.3 3,433 High Density Residential - - - - - - - - 103.8 1,972 103.8 1,972 Mixed Use - - - - - - - - 127.2 - 127.2 -
Parks - - - - - - - - 127.2 - 127.2 -
Open Space - - - - - - - - 890.4 - 890.4 -
ROW - - - - - - - - 101.8 - 101.8 -
Subtotal - - - - - - - - 2,544.0 8,776 2,544.0 8,776
Low Density Residential 25.1 147 84.0 470 68.1 399 - - 19.9 164 197.1 1,181 Medium Density Residential 57.6 539 60.9 595 33.6 314 - - 6.3 81 158.4 1,529 High Density Residential - - 17.2 334 12.4 241 - - - - 29.6 575 Mixed Use 4.9 - - - - - - - - - 4.9 -
Parks 34.1 - 27.3 - 15.8 - - - 12.5 - 89.7 -
Public 11.6 - - - - - - - - - 11.6 -
Open Space 120.2 - 64.8 - - - - - - - 185.0 -
ROW 7.1 - 11.9 - 7.1 - - - 1.1 - 27.1 -
Subtotal 260.6 686 266.1 1,399 137.0 955 - - 39.8 245 703.4 3,285 Commercial - - - - - - - - 1,814.4 - 1,814.4 -
ROW - - - - - - - - 201.6 - 201.6 -
Subtotal - - - - - - - - 2,016.0 - 2,016.0 -
Commercial - - 35.1 - 34.7 - - - - - 69.8 -
Low Density Residential 64.2 336 20.1 85 - - - - - - 84.3 421 Parks 4.0 - 0.6 - - - - - - - 4.6 -
Open Space 6.7 - 16.1 - - - - - - - 22.8 -
ROW - - 16.9 - - - - - - - 16.9 -
Subtotal 74.9 336 88.8 85 34.7 - - - - - 198.4 421
Commercial - - - - - - - - 926.1 - 926.1 -
ROW - - - - - - - - 102.9 - 102.9 -
Subtotal - - - - - - - - 1,029.0 - 1,029.0 -
Total 1,229.8 3,838 2,293.1 5,460 2,162.7 5,081 1,830.3 2,568 12,028.5 25,970 19,544.4 42,916 (a) Buildout includes planned development within City Limits and SOI identified in General Plan 2050. (b) Projected timing of development based on discussions with the City's Community Development Department.

DU = Dwelling Units
Village 7
SUD-A
SUD-C
SUD-B
Village 5
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Table 3-8 summarizes the future incremental land use by planned development and infill based on the timing provided by the City. The table identifies the land use type, projected dwelling units and/or acreage, and development timing (i.e., 5-year, 10-year, 15-year, 20-year, or buildout). It should be noted that the Village 1 area is actively under construction for the Esplanade at Turkey Creek and Turkey Creek Estates Developments. Approximately 40 percent of Esplanade and 15 percent of the Turkey Creek Estates residential homes have been constructed. The dwelling units for Village 1 shown in Table 3-8 have been reduced to reflect the remaining units for Esplanade and Turkey Creek Estates.

Table 3-9 summarizes the future cumulative planned development by land use designation. It is projected that approximately 16,947 new residential dwelling units will be added in the next 20 years and 42,916 new dwelling units will be added by buildout of the SOI. It is also projected that approximately 4,280 acres of non-residential land uses will be added in the next 20 years and 11,774 acres will be added by buildout of the SOI. Approximately 54 percent of the buildout non-residential area is composed of open space and right-of-way land use which is not planned to be irrigated.

Table 3-9. Summary of Future Cumulative Land Use Projections Future Land Use Designation 5-Year 10-Year 15-Year 20-Year Buildout(a) Residential, DU
Country / Low Density Estates(b) 154 457 955 1,652 3,383 Low Density Residential 2,074 4,374 5,867 6,987 18,372
Medium Density Residential 1,044 3,306 5,543 5,608 13,701 High Density Residential 66 1,160 2,013 2,700 7,460
Total Residential 3,338 9,297 14,378 16,947 42,916
Non-Residential, Acres
Mixed Use 5 57 83 87 528
Commercial 22 200 372 393 3,140
Business Professional 3 108 154 253 256
Industrial 100 237 337 436 536
Public 12 29 64 130 130
Parks 60 209 318 349 802
Open Space 350 913 1,446 2,162 5,255
ROW 22 118 240 470 1,127
Total Non-Residential 574 1,871 3,014 4,280 11,774
(a) Buildout includes planned developments within City Limits and SOI identified in General Plan 2050 (March 2008). (b) Projected timing of developments based on discussions with the City’s Community Development Department.

DU = Dwelling Units
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Notes:

1. GIS zoning and land use shapefiles
provided by the City of Lincoln in 2025.

City Limit
Sphere Of Influence
Village Boundary
Special Use District
Figure 3-8
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3.4 WATER USE FACTORS
Since 2019, the COVID pandemic occurred which altered how people work, with many continuing to work remotely from home at least part of the time. In addition, customers have continued to conserve water.

These changes have had an impact on water consumption trends within the City’s service area.

The City’s meter consumption data from 2023 was used to develop the updated water use factors which are documented in a technical memorandum included as Appendix B.

3.4.1 Water Use Factor Development Methodology
Unit water demand factors were developed using 2023 meter data and existing land use information in GIS format. The meter information was filtered to exclude meters which did not represent potable water consumption (i.e., reclaim water, hydrant water, and null). In addition, accounts without a full year’s worth of meter reads were excluded from the analysis. The City’s meter consumption data was spatially joined to the GIS parcels and land use. Some records were manually linked if the meter was located outside of its respective parcel. The unit water demand factor for each land use designation was calculated by dividing the total metered water consumption by the associated dwelling units or the parcel area per land use for residential and non-residential land uses respectively.

The parcel area calculation did not include streets, and therefore, resulted in “net” unit water use factors.

The “net” unit water use factors were adjusted to account for streets so they could be applied to the gross acreage information provided by City staff for future development.3 The following sections describe the updated unit water use factors by land use designation.

3.4.2 Residential Land Uses
Unit water use factor categories were determined by comparing the existing land use to the General Plan land use designations. Land use with similar usage characteristics were grouped into a single water use factor category (i.e., low density estates and country estates). Residential water use factors were developed in units of acre-feet per dwelling unit per year (af/du/yr).

3.4.3 Non-Residential Land Uses
Non-residential land uses were grouped together based on the similarity of their characteristics (i.e., neighborhood commercial and community commercial). The non-residential water use factors are in units of acre-feet per acre per year (af/ac/yr).

During the development of the non-residential water use factors, existing large industrial users, such as Sierra Pacific Industries, were excluded from the industrial water use factor since they are not representative of future industrial developments planned in the City’s General Plan. 3 The gross acreage within the existing City limits is 15,425 acres, and the net acreage within the City limits assigned to an existing or planned land use is 13,798 acres. Therefore, a factor of 1.12 was used to convert from net acreage to gross acreage.
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3.4.4 Recommended Water Use Factors
Table 3-10 summarizes the recommended unit water use factors for the City to use for future water system planning.

Table 3-10. Recommended Unit Water Demand Factors
Water Use Factor
General Plan Land Use
Designation(s)
Unit Water Use Factor
af/du/yr af/ac/yr
Residential
Low Density Estates
Low Density Estates

1.46 --
Country Estates
Low Density Residential Low Density Residential 0.39 -- Medium Density Residential Medium Density Residential 0.30 -- High Density Residential High Density Residential 0.18 -- Non-Residential
Commercial
Neighborhood Commercial --

1.45 Community Commercial --
Business and Professional
Business and Professional --

1.15 Employment Center --
Mixed Use(a) Mixed Use -- 2.00
Industrial
Industrial --
Light Industrial -- 0.47
Industrial Planned Development --
Public Facilities(b) Public Facilities -- 1.80
Parks and Recreation(b) Parks and Recreation -- 3.55
(a) The City did not have any Mixed Use consumption during the 2023 year, therefore, it is recommended for the City to continue using the Mixed Use unit water use factor of 2.00 af/ac/yr developed in 2021 as provided in Table 3-10. (b) The calculated Public Facilities and Parks and Recreation water use factors were significantly lower than the 2021 unit water use factors of 1.80 af/ac/yr and 3.55 af/ac/yr, respectively. To be conservative, it is recommended for the City to continue using the Public Facilities and Parks and Recreation unit use factors developed in 2021 as provided in Table 3-10.

3.5 FUTURE WATER DEMANDS AND REQUIRED WATER PRODUCTION
Water demands were projected for the GP SOI using the recommended water use factors applied to the future proposed developments. Future water production requirements were then estimated by adding the future water demand projections, which include NRW of 10 percent, to the existing baseline production.

3.5.1 Existing Baseline Demand
The average annual water production for the City’s water service area in 2023 was used to establish the existing baseline production. The average annual water production in 2023 was 9.0 mgd. 324
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3.5.2 Projected Future Water Demands
Water demands in 5-year increments over the next 20-years and the buildout water system were developed by applying the water use factors to the proposed land uses shown in Table 3-8. Table 3-11 summarizes the projected incremental average daily water demand for each development that represent new demands in the system.

Table 3-11. Projected Average Day Water Demand by Development, mgd(a,b,c) Development Name 5-Year 10-Year 15-Year 20-Year Buildout Vacant – Infill 0.1 0.1 0.1 0.1 0.1
Deer Crossing 0.01 - - - -
Ferrari Pavilion 0.02 - - - -
Joiner Ranch East 0.1 - - - -
Bella Breeze (Commercial) - 0.1 - 0.1 -
Lincoln Place and Lincoln 14 0.03 - - - -
Lincoln 270 - 0.2 - - -
Village 1 0.9 1.2 0.2 0.03 -
Village 2 - - - - 2.0
Village 3 - - - - 2.9
Village 4 - - - - 3.7
Village 5 0.2 1.0 2.2 1.8 -
Village 6 - - - - 3.6
Village 7 0.4 0.5 0.3 - 0.1
SUD-A - - - - 2.6
SUD-B 0.1 0.1 0.05 - -
SUD-C - - - - 1.3
Total 1.9 3.1 2.9 2.0 16.4
(a) Village 1, Village 5, Village 7, Lincoln 270, and SUD-B have active specific plans. The remaining villages do not have active specific plans but are anticipated to include a mix of land uses described in the General Plan 2050 (March 2008). (b) SUD-A and SUD-C do not have active specific plans but are anticipated to be Commercial land use described in the General Plan 2050 (March 2008).
(c) Projected ADD includes non-revenue water of 10 percent. mgd = million gallons per day

3.5.3 Projected Water Production Requirements
Table 3-12 summarizes the total projected water production requirements by the 5-year increments used to develop demands. Based on the projected land use development timing, the ADD will approximately be 18.9 mgd and a total MDD of 35.7 mgd by the 20-year timeframe. The buildout water system will have a total ADD of 35.3 mgd and a total MDD of 66.9 mgd.
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Table 3-12. Projected Water Production Requirements(a)
Phase ADD, mgd MDD, mgd(b)
Existing(c) 9.0 16.9
5-Year 10.9 20.5
10-Year 14.0 26.4
15-Year 16.9 31.9
20-Year 18.9 35.7
Buildout 35.3 66.9
(a) Projected demands include non-revenue water of 10 percent. (b) Average day to MDD factor equals 1.9.
(c) Existing demands based on 2023 demands in Table 3-2. mgd = million gallons per day
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CHAPTER 4
Water Supply Analysis
This chapter provides an overview of the City’s water supplies which include both surface water supplies and groundwater supplies. The availability and reliability of the City’s water supplies are evaluated in the City’s 2020 UWMP, which was incorporated into this WMPU. In addition, this chapter includes an integrated supply plan, which is intended to provide recommendations on how to meet the projected future demands (refer to Chapter 3) through a combination of groundwater and surface water supplies.

Key sections of this chapter include:
• Water Supply Overview
• Surface Water Supply
• Groundwater Supply
• Water Supply Plan

4.1 WATER SUPPLY OVERVIEW
The City’s existing water supply portfolio consists of the following sources:
• Surface water purchased from PCWA. Surface water is diverted from the American, Yuba, and Bear Rivers, and various tributaries and creeks in West Placer County, and is treated by PCWA at the Foothill Water Treatment Plant before delivery to the City via one PCWA transmission pipeline at two metering stations.
• Surface water purchased from NID. Surface water is diverted from the Yuba, Bear, and Deer Creek watershed and is conveyed through PCWA’s facilities where it is treated by PCWA at the Foothill Water Treatment Plant before delivery to the City via one PCWA transmission pipeline at two metering stations.
• Groundwater. Groundwater is pumped from City owned and operated wells from the underlying NASb.

In future years, the City will continue to rely on these sources to meet the projected demands.

Additional production capacity from all sources will be required and is discussed in more detail in the subsequent sections.

4.2 SURFACE WATER SUPPLY
The City does not use any self-supplied surface water. All surface water used by the City is purchased from PCWA and NID as described in this section. The surface water supply is conveyed through PCWA facilities.

The PCWA conveyance infrastructure includes the 42-inch diameter Penryn-Lincoln-Sunset pipeline which conveys supply to the points of delivery for the City. The surface water supply enters the City’s system at two metering stations. Each metering station has one regulated and one unregulated connection. The regulated connections provide metered flow into the City’s distribution system via the City’s two 5 MG tanks (the Conspiracy Point Tank No. 1 and the Verdera Tank No. 3). The regulated connections control the rate of flow into the City’s main service area to limit flow fluctuations. The unregulated connections provide metered flow into the City’s higher elevation pressure zones. Since there are no storage tanks located in the higher elevation pressure zones, the flow is unregulated and based on customer demand patterns. 327
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It is important to note PCWA and NID deliver untreated surface water directly to several customers within the City’s service area. This water is delivered under contracts between the supplier (PCWA or NID) and the end user. This water does not enter the City’s distribution system and the City does not bill these customers for untreated surface water use. Therefore, raw PCWA or NID water use is not included in this WMPU.

4.2.1 Placer County Water Agency
PCWA was created in 1957 by a special act of the California Legislature and is the primary water resource agency for Placer County. The boundaries of PCWA are coterminous with the boundaries of Placer County.

PCWA serves more than 41,000 retail treated water connections, provides wholesale water (treated and/or untreated) to California American Water, the Cities of Lincoln and Roseville, San Juan Water District, and several smaller historical community systems. It also provides raw water supply to private customers for irrigation and other non-potable uses. PCWA’s water supplies are primarily delivered to customers within its Western Water System.

The areas served by PCWA’s Western Water System extend from the community of Alta in the east, westward down the Interstate 80 corridor to the Sutter, Sacramento, and Nevada county lines in the west, south and north; respectively. The Western Water System is comprised of four distinct administrative zones, named Zones 1, 2, 3 and 5. Each of these zones was formed as PCWA’s service area grew at distinct times. However, a new Zone 6 was formed in 2017 to include these other zones and to consolidate administrative rules across all pre-existing zones in the Western Water System. PCWA’s Zone 6 covers its entire Western Water System service area and includes the majority of the City’s existing limits and SOI (see Figure 4-1).

As discussed in Chapter 2, the City entered a water supply contract with PCWA for delivery of treated surface water in 2012 with a maximum delivery entitlement of 18.5 mgd. In 2021, the City’s PCWA maximum delivery entitlement was increased to 18.9 mgd per Facilities Agreement No. 2521. In 2023, the City adopted Resolution 2023-109 which approves a funding agreement between the City and PCWA for the construction of Ophir Water Treatment Plant and additional treated water capacity. PCWA has been planning construction of Ophir Water Treatment Plant for more than a decade to meet the growing needs of treated water in the western side of Placer County. To serve the needs of PCWA and the City, PCWA must construct the first phase of Ophir Water Treatment creating an additional capacity of 10 mgd. The additional treated water capacity is expected to be available to the City starting in Quarter 3 2030. Per the agreement, the City’s Partner Capacity cannot exceed 5 mgd and was planned to initiate in 2030 with

0.46 mgd and increase at an estimated 0.46 mgd each year, reaching full capacity in approximately 10 years. Any additional capacity would be made available upon the completion of Phase 2 of the Ophir Water Treatment Plant which is estimated for another 10 mgd. Water supply agreements with PCWA are included in Appendix A.
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The reliability of the water supply delivery to the City is grounded in the underlying water rights and contracts held by PCWA. These water rights and contracts for PCWA’s surface water supplies include the following:
• Middle Fork Project (MFP) Water – Water stored in the Middle Fork Project along the North Fork American River under water rights permits 13856 and 13858; • Central Valley Project (CVP) Water – CVP water supply from the American River under CVP Contract 14-060200-5082A with the United States Bureau of Reclamation; • Pacific Gas & Electric (PG&E) Water – Water purchased from PG&E from the Yuba River and Bear River under the 1982 Zone 3 Contract Purchase Agreement and the Water Supply Agreement, signed in February 2015; and
• Pre-1914 Appropriations Water – Water diverted from various small creeks and their tributaries in western Placer County, for the purpose of irrigation, under appropriative water rights S000959, S000967, S010397, and S010398.Terms associated with water supply permits and contracts dictate the volume of supplies and applicable place of use.

Table 4-1 outlines the allotted maximum supply from each surface water source. These supplies are more fully described in PCWA’s 2020 UWMP.

Table 4-1. PCWA Surface Water Supply Summary
Supply Source Water Right or Contracted Volume
Middle Fork Project American River 120,000 AFY
CVP Contract American River 35,000 AFY
PG&E Agreements Yuba and Bear Rivers 125,400 AFY
Pre-1914 Appropriative Rights Various tributaries and creeks in West Placer County
S000959 – 40 cubic feet per second
All other pre-1914 rights not
currently exercised
Total estimated yield of 3,400 AFY
Source: Table 6-2 from City’s 2020 Urban Water Management Plan.

AFY = Acre Feet Per Year
It should be noted that during the preparation of PCWA’s 2020 UWMP, PCWA coordinated with the City for the City’s water demand projections. As discussed in Chapter 4 of the PCWA 2020 UWMP, the City provided a 20-year demand forecast but did not provide a buildout forecast; therefore, PCWA used the City’s 2017 WMP, which anticipates the City’s total potential buildout water use to be around 35,986 AFY (32 mgd).
1 The PCWA 2020 UWMP further states that “while some of this demand may be met with other Lincoln water assets under some circumstances, Lincoln primarily plans for this demand to be served by PCWA supplies” (PCWA 2020 UWMP).

However, at the time of this WMPU, no agreements are in place between the City and PCWA to increase the City’s maximum delivery entitlement to the approximate 32 mgd identified in the PCWA 2020 UWMP. 1 Water Systems Consulting, Inc. June 2021. Placer County Water Agency 2020 Urban Water Management Plan.

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Additional agreements between the City and PCWA, as well as potential modifications and/or expansions to PCWA metering stations, would be required to provide this additional supply capacity. Therefore, for planning purposes of this WMPU, future PCWA supply assumptions are based on the existing agreements in effect at the time of preparation, as described above in this section.

As demonstrated in Chapter 4 of the PCWA 2020 UWMP, the City and PCWA will continue to coordinate as the City develops, ensuring that surface water supply infrastructure is funded, planned, and constructed to promote regional water supply affordability, sustainability, resilience, and reliability.

4.2.2 Nevada Irrigation District
NID is a California special district providing treated water and raw/irrigation water to its nearly 25,000 customers within portions of Nevada, Placer and Yuba counties. NID was created in 1921 by authorization of the Nevada County Board of Supervisors under the California Irrigation District Act of 1897, covering a 202,000 acre area within the county. In 1926, a select group of residents in Placer County chose to join NID, adding another 66,500 acres to the district service area (see Figure 4-1).

NID treated water service areas are located in and around Grass Valley, Nevada City, Banner Mountain, Glenbrook Basin, Loma Rica, Alta Sierra, Lake of the Pines, Penn Valley, Lake Wildwood, Smartsville and North Auburn. Additionally, per NID’s 2015 Agricultural Water Management Plan (AWMP), NID currently serves approximately 5,200 agricultural customers (raw water customers) representing a reported area of 32,323 acres located primarily at the lower end (lower elevation) of the NID system. Agricultural water use accounts for more than 90 percent of the total demand on NID’s water supply.

NID surface water is also supplied to some Placer County residential customers; primarily delivered indirectly through PCWA’s treatment and distribution system. The City entered the Temporary Agreement between the City, PCWA, and NID in 2004. The Temporary Agreement entitles the City to receive NID raw water supply to serve City customers within NID’s service area in 2004, but it does not specify an amount of water to be supplied by NID to the City. The water supply agreement with NID is included in Appendix A.

NID water supplies are primarily surface water supplies derived from watershed run-off from the Yuba, Bear, and Deer Creek watershed and consists of two primary supply sources as follows:
• Pre-1914 Appropriations – NID holds 25 pre-1914 water rights for direct diversion and storage of water, including three riparian rights
• Post-1914 Appropriations – NID holds 28 post-1914 appropriative water rights for direct diversion and storage of water
Terms contained within NID water right permits and contracts dictate the volume of supplies and applicable place of use. In addition to annual watershed runoff, NID’s surface water supplies also may include water purchased from PG&E and carryover storage left within its reservoirs from year to year.

Table 4-2 provides a summary of NID surface water supplies as documented in NID’s 2020 UWMP. 331
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Table 4-2. NID Surface Water Supply Summary
Supply Source Average Year Volume
Watershed Runoff Yuba, Bear and Deer Creek Watersheds 233,000 AFY PG&E Agreement Yuba, Bear and Deer Creek Watersheds 7,500 AFY Carryover Storage NID Reservoirs 144,000 AFY
Total 384,500 AFY
Source: Table 6-3 from City’s 2020 Urban Water Management Plan.

Per the Temporary Agreement, NID agreed to sell PCWA raw water that would be delivered to PCWA’s treatment plants. PCWA would treat and deliver equivalent quantities of water to the City, less losses, for distribution for the City’s customers that are within the boundaries of NID. Although the water supply agreement between NID and the City is still active, the City is currently not using any NID supply. NID raw supply cost has exceeded the cost of PCWA’s alternative water supplies, thus PCWA has not been purchasing raw water from NID. However, the City recognizes the value of the Pre-1914 water rights and endeavors to retain access to the water supply whether directly or indirectly through PCWA. The City, PCWA, and NID plan to revisit the Temporary Agreement for an update within the next five years.

4.3 GROUNDWATER SUPPLY
As discussed in Chapter 2, the City has five groundwater wells located in the western portion of the City. The City uses these wells in conjunction with its surface water supplies during normal and wet years to meet peak summer demands and provide water supply resiliency when PCWA supplies are limited. Use of the groundwater wells may increase during dry years when available surface water supplies may be limited.

The City’s current annual demands are met by approximately 90 percent surface water and the remaining 10 percent through groundwater.2 The City has responsibly managed its water supply by relying primarily on surface water, supplemented with groundwater as needed, to meet demand and operational requirements. In the future, the City may increase or decrease groundwater use (above or below 10 percent) through conjunctive use strategies to optimize system performance while protecting the aquifer. This section describes the history and management strategies of the groundwater subbasin underlying the City, as well as the volume of groundwater pumped by the City.

4.3.1 Groundwater Basin Description
The groundwater basin underlying the City is the NASb of the Sacramento Valley Groundwater Basin (5-21.64). The NASb is defined by the unconsolidated sedimentary deposits that are bounded by the Bear River on the north; the Feather and Sacramento Rivers on the west; the American River on the south; and the edge of the alluvial basin, where little or no groundwater flows into or out of the groundwater basin from the rock of the Sierra Nevada, on the east. Figure 4-2 shows the extent of the NASb.

The various geologic formations that constitute the water-bearing deposits underlying the NASb are described in the 2003 Update to the California DWR Bulletin 118. These formations include an unconfined aquifer system consisting of alluvial material occupying the upper 200 to 300 feet below ground surface, 2 State Water Resources Control Board. October 2023. 2023 Compliance Inspection Report of City of Lincoln Public Water System.
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and a semi-confined aquifer system consisting of fragmented volcanic rocks below the alluvium. The upper aquifer system consists of the Modesto, Riverbank, Turlock Lake, Victor, Fair Oaks, and Laguna Formations, along with Arroyo Seco and South Fork Gravels; the lower aquifer consists primarily of the Mehrten Formation.

The NASb is not an adjudicated basin and is not listed as critically overdrafted by DWR in the 2019 Groundwater Management Act 2019 Basin Prioritization. Furthermore, the subbasin has not been described in overdraft in DWR Bulletin 118, nor has Bulletin 118 projected the basin to become overdrafted with the current management of the subbasin.

4.3.1.1 Groundwater Basin Conditions
The NASb can be divided into three areas (Eastern, Central, and Western) based on differences in groundwater conditions.3 The City is located within Eastern Area which extends from the Placer County limits in the north to the City of Citrus Heights in the south. Due to the availability of surface water as a supply source for urban areas in the Eastern Area, groundwater levels are generally stable. In 2012, an aquifer water level depression was identified near the City which currently still exists. The depression varies in depth seasonally by about 5 to 10 feet.4Land subsidence is negligible and sea water intrusion is unlikely to occur in all areas of the NASb. The City, as a member of the Western Placer Groundwater Sustainability Agency, is closely monitoring groundwater levels to maintain sustainable conjunctive-use practices and protect aquifer health as described in more detail in the following section. 3 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section 5: Groundwater Conditions. 4 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section 5.2.3 Eastern Area. 333
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Generally, the quality of groundwater in the NASb is suitable for nearly all uses, with the exception of contamination plumes and localized quality issues.5In the Eastern Area, boron and total dissolved solids (TDS) levels were elevated in some locations near Sheridan, the City, and the City of Roseville.6 However, the TDS levels in the Eastern Area are generally stable or decreasing. Nitrate concentrations are trending upward in many areas of the NASb but remain below the maximum contaminant level (MCL) for drinking water standards.

4.3.1.2 Groundwater Management
The management of NASb groundwater resources is discussed below.

4.3.1.2.1 Western Placer County Groundwater Management Plan In 2007, the City adopted the Western Placer County Groundwater Management Plan (WPCGMP). The WPCGMP was developed to assist the City of Roseville, the City of Lincoln, PCWA, and California American Water in maintaining a safe, sustainable, and high-quality groundwater resource within a portion of the NASb. The WPCGMP provided a framework to coordinate groundwater management activities through a set of basin management objectives and specific implementation actions. The recommended sustainable yield for the entire NASb is 400,000 acre-feet per year (AFY), 95,000 AFY of which was assigned to Placer County water users in the WPCGMP.

4.3.1.2.2 Sustainable Groundwater Management Act
In September 2014, the California Legislature passed the SGMA, which required local agencies to form a GSA and adopt and implement a GSP to achieve the sustainable management of groundwater basins over a 20-year time frame. The SGMA also required any agencies within medium and high priority basins to prepare GSPs by January 2022. The NASb was ranked as a high priority basin, and therefore, required the preparation of the NASb GSP, further discussed in the section below.

4.3.1.2.3 North American Subbasin Groundwater Sustainability Plan Since the NASb underlies portions of three counties (Placer, Sacramento, and Sutter), management of the basin is a collaborative effort of the following five GSAs:
• Reclamation District 1001 GSA
• Sacramento Groundwater Authority GSA
• South Sutter Water District GSA
• Sutter County GSA
• West Placer GSA
The City is a member of the West Placer GSA which also includes the City of Roseville, Placer County, PCWA, NID, and California American Water. In compliance with the SGMA, the five GSAs collaborated to develop the NASb GSP which was completed in December 2021 and approved by the State in July 2023.

The focus of the NASb GSP is to identify required actions to maintain a safe, sustainable and high-quality 5 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section 5.8: Groundwater Quality. 6 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section 5.8.1 Occurrence of Commonly Evaluated Constituents in Groundwater.
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groundwater resource that can meet backup, emergency, and peak water demands without adversely affecting other groundwater uses within the NASb area or within adjacent groundwater basins.

Section 6 of the NASb discusses the development of water budgets for historical, current, and future (including and excluding climate change) conditions of the NASb. Table 4-3 summarizes the average annual estimated change in groundwater storage under each of these conditions. As shown in Table 4-3, the NASb has a surplus of groundwater storage for all conditions except for the future condition with climate change. With climate change, the NASb is estimated to have a future storage deficit of about 3,500 AFY. The total sustainable yield of the NASb was estimated to be 336,000 AFY and the NASb is currently under its estimated sustainable yield by more than 10 percent.7 Table 4-3. Estimated Groundwater Change in Storage
Groundwater Model Baseline Condition
Average Annual Groundwater Storage
Change, acre-feet
Historical (Water Years 2009 through 2018) 31,000
Current (Water Years 1970 through 2019) 14,900
Projected Future Demands over 50 years (using 1970 - 2019 hydrology) 5,400 Projected Future Demands over 50 years with Climate Change (using 1970 - 2019 hydrology) (3,500)
Source: From Table ES-1 of the 2021 North American Subbasin Groundwater Sustainability Plan.

Section 9 of the NASb GSP identifies two projects and five management actions to help reach the NASb sustainability goal.8 The only project that directly involves the City is the Regional Conjunctive Use Expansion Project. As summarized from Section 9.2 of the NASb GSP, the Regional Conjunctive Use Expansion Project will provide additional surface water during wet years to reduce existing demand on groundwater through the reoperation of existing water treatment and distribution facilities. Agencies expected to participate by altering their groundwater extraction patterns to increase conjunctive use include California American Water, Citrus Heights Water District, City of Lincoln, City of Sacramento, Golden State Water Company, Rio Linda/Elverta Community Water District, Sacramento County Water Agency, and Sacramento Suburban Water District.

The following descriptions of the five management actions are taken directly from Section ES 9 of the NASb GSP.9

1. Continue development of the Sacramento Regional Water Bank, which will expand conjunctive use to further ensure basin sustainability. 7 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section 6 Water Budgets. 8 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section 9 Projects and Management Programs.
9 GEI Consultants. December 2021. North American Subbasin Groundwater Sustainability Plan. Section ES 9 Projects and Management Actions.
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2. Explore potential revisions to Placer, Sacramento, and Sutter counties’ and the City of Roseville’s well permitting programs to assess whether the permitting ordinances can be improved to be more protective of domestic wells, groundwater dependent ecosystems (GDEs) and interconnected surface water, along with reducing potential impacts to designated representative wells.

3. Proactively coordinate with land use agencies on their development of plans and approvals of new developments, to improve communications with the agencies and inform them of findings of the NASb GSP, annual report findings, and whether groundwater can be relied upon for future growth without causing undesirable results.

4. Improve data collection and communication with domestic and other shallow well owners to protect these beneficial users of groundwater in the NASb.

5. Continue monitoring and assessment of the NASb’s GDEs to better understand these ecosystems to help protect them.

4.3.2 Historical Groundwater Use
Historically, the City relied upon significant quantities of groundwater to meet demands but has since transitioned to proactive conjunctive use practices including acquiring surface water from PCWA and NID. The City uses groundwater during periods where treated surface water through PCWA’s system is less available, and to manage summer maximum day and peak hour water demands. For the foreseeable future, availability of surface water supplies from PCWA will continue to be utilized as the City’s primary water supply, and the City will continue to invest in its groundwater supplies to increase water supply resiliency and meet peak demands including fire protection while continuing to explore water supply alternatives.

As discussed in Chapter 3, average annual groundwater use over the last 5 years was approximately 123 MG, or 4 percent of City potable water supplies. In normal and wet years, the City primarily uses groundwater to supplement PCWA surface water supply during peak demand periods. In dry years, City groundwater use may increase to offset reductions in and/or limitations of available surface water supply.

Therefore, the City’s future supply criteria include development of adequate groundwater capacity to meet up to 50 percent of a maximum day demand to improve supply redundancy and reliability. As the City continues to grow, the City will endeavor to explore feasible opportunities to increase surface water supplies from PCWA and/or perfect the NID raw water supply for beneficial use and additional water supply resiliency potentially providing further diversification of its water supply portfolio.

4.4 WATER SUPPLY PLAN
This section compares available supplies with projected water demands (summarizing supply capacity and demand assumptions used for the analysis) and presents a recommended supply plan, so that the City can reliably meet the projected future demands. Appendix C provides a system servicing plan with a more detailed comparison of projected demands and supply recommendations based on the phased planned growth.

4.4.1 Existing Supply Production Capacity
The City’s water supplies are introduced into the City’s water distribution system via two metering stations from PCWA and five groundwater wells. Table 4-4 summarizes the existing capacity available through water rights agreements with PCWA and groundwater.
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Table 4-4. Existing Supply Capacity for the City of Lincoln Supply Source Capacity, mgd
Surface Water 19.0
Groundwater Total (Firm)(a) 8.1 (5.9)
Total (Firm) 27.1 (24.9)
(a) Firm groundwater capacity assumes the largest well is out of service.

Based on the existing capacity of supply sources, the City has adequate supplies to meet the existing maximum day demand of 16.9 mgd.

4.4.2 Potential Future Supply Sources
As discussed in Chapter 3, the City is experiencing rapid growth, and the planned developments result in increased demands which will require new water resources be developed. The City’s ultimate plan is to continue to rely on surface water for 90 percent of the annual demand but also develop enough groundwater supply to meet 50 percent of maximum day demand for planning purposes. However, it should be noted the City does recognize alternative additional surface water supplies, to the extent feasible, would complement and potentially offset the magnitude of future reliance on groundwater.

To meet future demands and improve supply reliability, the City is exploring other supply sources, including:
• Aquifer Storage and Recovery Wells
• Groundwater Recharge
• Recycled Water

4.4.2.1 Aquifer Storage and Recovery Wells
To meet future demands, the construction of new groundwater wells is necessary. To mitigate potential impacts on the groundwater basin, the City intends to equip a strategic subset of future wells with aquifer storage and recovery (ASR) capability.

ASR is a water management strategy that involves the injection of treated surface water into a suitable aquifer during times when surplus water is available, typically winter months when demands are low. The stored water can then be recovered and used for potable supply during periods of high demand, such as the summer or for emergency conditions.

4.4.2.2 Groundwater Recharge
In addition to ASR, the City is working with other agencies that rely on NASb to develop potential groundwater recharge to help ensure a sustainable groundwater basin for all users. The West Placer Groundwater Sustainability Agency (WPGSA) has been leading the effort to regionally determine recharge projects that will benefit groundwater users of the basin which includes the City. 338
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WPGSA completed a groundwater recharge site feasibility study in 202310. The study helped to identify multiple sites throughout western Placer County that would be suitable for groundwater recharge and develop criteria to rank the priority of potential projects. Locations identified include potential sites within the City’s existing city limits as well as the sphere of influence. Since potential sites have now been identified, the next step is to perform field investigation and testing to further evaluate whether implementation of recharge is viable.

4.4.2.3 Recycled Water
Wastewater flows from the City are treated at the Lincoln-Sewer Maintenance District 1 Wastewater Authority (LiSWA) wastewater treatment and reclamation facility (WWTRF). The WWTRF produces Title 22 recycled water that is used for agricultural use at reclamation areas outside the existing City limits and for irrigation and industrial use within the City’s limits.

The City is interested in expanding the municipal use of recycled water. As part of the on-going Village 5 planning, a reclaimed water system is being considered to serve irrigation demands. Backbone recycled water pipeline infrastructure is included in Village 5 master planning and needs to be reconciled with the City’s Reclaimed Water Master Plan completed in 2019.11 For this WMPU, it is assumed that future parks and landscape corridors will be irrigated with potable water and not recycled water. Therefore, if the City does develop recycled water for irrigation in new developments, the future potable water demands could potentially be partially offset by the recycled water.

4.4.3 Projected Water Demands
Chapter 3 summarizes demand projections for the City’s system (refer to Table 3-11). Unit water use factors, developed from historical water use data, were used to estimate the future water use. Maximum day demands were calculated as 1.9 times the average daily demand, using the peaking factor adopted for this update. Maximum day demand is estimated at 35.7 mgd in the 20-year planning timeframe and

66.9 mgd by buildout of the entire sphere of influence. 10 GEI Consultants. March 2023. Groundwater Recharge Site Feasibility Evaluations West Placer County, California 11 Stantec. December 2019. City of Lincoln - Reclamation Master Plan 339
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4.4.4 Comparison of Supply Production Capacity and Demands Figure 4-3 compares historical and projected water demands with the City’s surface water and firm groundwater production capacities. As discussed in Section 4.2.1, future PCWA supply assumptions are based on the existing agreements in effect at the time of preparation of this WMPU. As the figure shows, when the City’s annual average demand reaches approximately 32 mgd, the surface water supplies from PCWA’s existing facilities may not be capable of supplying 90 percent of the demand and the City may require increased usage of groundwater to help support the average annual demands.

Also, based on the City’s criteria of developing adequate groundwater capacity to meet 50 percent of maximum day demands, the City will need to explore all potential alternatives such as constructing new interconnections with adjacent water systems, new treatment plant capacity, new groundwater well capacity, and leverage reclaimed water supplies to offset and mitigate potable water demand. Without alternatives, the City will need to construct a new well approximately every 4 to 5 years assuming a capacity of 1.7 mgd (1,200 gpm) per well.

The City will continue to pursue a conjunctive use strategy that maximizes available surface water supplies and supplements them with groundwater to meet future demands while concurrently exploring all available water supply alternatives. The City will also evaluate opportunities for groundwater use, including recharge and ASR, to ensure that impacts to the groundwater basin remain sustainable. 340
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0 10
20 30
40 50
60 70
80 20152020202520302035204020452050205520602065207020752080 Million Gallons per Day (mgd)
Year
Figure 4-3. Projected Supply and Demand Comparison
Existing Surface Water Supply PCWA Contracted Surface Water Supply (Ophir Phase 1) Future PCWA Surface Water Supply (Ophir Phase 2 & 3) Existing Firm Groundwater Supply Future Water Supply Historical Max Day Demand
Projected Max Day Demand (calc) Historical Annual Demand Projected Annual Demand (calc)
Note:
- Buildout timeframe is estimated for graphical purposes and may not reflect actual buildout of the system.
- Future PCWA Surface Water Supply is based on current agreements. - Future water supplies may include a diversified mix including increased PCWA surface water supply, groundwater use, expanded treatment capacity, and greater use of reclaimed water to offset potable demand.

While groundwater is currently the most controllable and developed option, all these sources will be advanced as feasible to ensure flexibility and resilience.
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CHAPTER 5
System Performance Criteria
The purpose of this chapter is to define the recommended performance and operational criteria for the City’s water distribution system. These criteria include required fire flow, pump station capacity, system storage capacity (including operational, fire flow, and emergency storage components), minimum and maximum system pressures, and maximum pipeline velocity and head loss.

Table 5-1 summarizes the recommended criteria, and the following sections of this chapter present the recommended performance and operational criteria for sizing the City’s water system:
• General Water System Guidelines
• Water System Performance
• Facility Sizing Criteria

5.1 GENERAL WATER SYSTEM GUIDELINES
Before discussing specific water system evaluation criteria, it is helpful to provide some general guidelines that a water system should follow. This section identifies requirements for a reliable water system that delivers high quality water.

5.1.1 Water System Reliability
Attention to enhancing the reliability of the system under all conditions is an important part of maintaining high quality water service. Water system reliability is achieved through a number of system features including: (1) appropriately sized storage facilities; (2) redundant or “firm” pumping capacity, transmission/distribution, and supply facilities where required; and (3) alternative power supplies.

Reliability and water quality are also improved by designing looped water distribution pipelines and avoiding dead-end distribution pipelines whenever possible. Looping pipeline configurations reduces the potential for stagnant water and the associated problems of poor taste and low chlorine residuals. In addition, proper valve placement is also necessary to maintain reliable and flexible system operation under both normal and emergency operating conditions.

5.1.2 Water Quality Standards
Water quality standards largely pertain to protecting public health and consistently delivering a satisfactory product to the customer. The United States Environmental Protection Agency (EPA) and the SWRCB Division of Drinking Water (DDW) are the agencies responsible for establishing water quality standards. The EPA and the DDW prescribe regulations that limit the amount of certain contaminants in the water provided by a public water system. The City, as a water purveyor, is responsible for ensuring that the applicable water quality standards and regulations are met at all times. 342
Table 5-1. Summary of Recommended Water System Performance and Operational Criteria Component Criteria Remarks / Issues
Fire Flow Requirements
Country Estates 1,500 gpm
Low-Density Residential 1,500 gpm
Medium Density Residential 3,000 gpm
High Density/Multi-Family Residential 3,000 gpm
Commercial 3,000 gpm
Schools 4,000 gpm
Other(a) 4,000 gpm
Firm Capacity
Firm Placer County Water Agency (PCWA) Capacity Defined as City's maximum delivery entitlement of 18.9 mgd as identified in the City's agreement with PCWA.

Firm Booster Pump Station Capacity Defined as total booster pump station capacity with the largest pump offline at each station.

The City's future water system is expected to include installation of new at-grade pump stations at future storage tanks.

Firm Groundwater Well Capacity Defined as 50 percent of maximum day demand for buildout system. The City will require new wells to have aquifer storage and recovery (ASR) capability.

Supply Capacity
Water Supply Capacity Provide firm supply capacity equal to maximum day demand. Met through a combination of purchased water and groundwater with wells operating at firm capacity.

Pumping Capacity Sizing
Pumping Capacity
- Zones with Gravity Storage must provide firm pumping capacity or gravity supply capacity that is sufficient to meet maximum day demand. Fire flows should be provided from storage.
- Zones without Gravity Storage must provide firm pumping capacity equal to the larger of either (1) the maximum day demand plus fire flow, or (2) the peak hour demand.

Backup Power Equal to the firm capacity of the pumping facility. Plug-in adaptor at pumping location with available portable generator.

Storage Capacity Sizing
Operational Equal to 25 percent of maximum day demand
Fire Equal to the largest fire flow requirement in pressure zone multiplied by the CFC's recommended duration.

Varies depending on land use and associated fire flow requirement in a given pressure zone.

Emergency Equal to 60 percent of maximum day demand.

Emergency Groundwater Credit (EGWC) Equal to the 80 percent of maximum day demand.

The 375 Pressure Zone is the only pressure zone that receives groundwater supply. The emergency storage for the 375 Pressure Zone is assumed to be met by EGWC, and its associated tanks will provide emergency storage to the upper pressure zones.

Storage Facility Capacity Operational + Fire + Emergency - EGWC Storage capacity should be evaluated by pressure zone.

Distribution and Transmission Pipeline Sizing
Normal Operating Conditions
Maximum Pressure [psi] 120(b)
Minimum Pressure (Maximum Day Demand) [psi] 50
Minimum Pressure (Peak Hour Demand) [psi] 40
Maximum Velocity [ft/sec] 7
Maximum Head loss (Maximum Day and Peak Hour Demand)
[ft/1000 ft] 3
Fire Flow Conditions
Minimum Pressure [psi] 20
Maximum Velocity [ft/sec] 10
Fire flows are for planning purposes and are based on the 2022 California Fire Code (CFC) and the City of Lincoln Design Standards.

Actual requirements are established by the City of Lincoln Fire Department. The Fire Department will conform to the 2022 CFC's recommendations for fire flow durations.

Criteria based on requirements for new development. Existing distribution mains will be evaluated on a case-by-case basis. (a) Other includes industrial areas and other individual high value buildings. (b) Per California Plumbing Code, an individual PRV must be installed on the service line if service pressure is greater than 80 psi. n-c-206-60-24-56-e-ch5
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5.2 WATER SYSTEM PERFORMANCE CRITERIA
This section describes the recommended water system performance criteria for system supply capacity, fire flows, and distribution system pressures.

5.2.1 Water System Supply Capacity
Under normal (i.e., non-emergency) demand conditions, the City must have a firm supply capacity capable of meeting maximum day demand under existing and future conditions. Adopted peaking factors for maximum day and peak hour demands are discussed in Chapter 3.

The following definitions of firm capacity will be used when considering the City’s water supply:
• Firm PCWA Capacity: Firm water supply from PCWA will be assumed to be the City’s maximum delivery entitlement of 18.9 mgd as identified in the City’s agreement with PCWA (Appendix A).
• Firm Groundwater Capacity: Firm groundwater supply will be assumed to be the City’s ultimate plan of developing enough groundwater to meet 50 percent of maximum day demand. The City will require new wells to have ASR capability.

It should be noted that storage facilities are intended to help balance supplies and demands during peak use and emergency conditions but are not considered a supply source to meet maximum day demand requirements.

5.2.2 Fire Flow Requirements
The City of Lincoln Fire Department (Fire Department) is focused on the availability of adequate water supply during fire activity within its service area. The City is responsible for water supply and distribution, while the Fire Department establishes minimum water flows required for firefighting purposes.

The Fire Department conforms to the 2025 California Fire Code (CFC) to establish the minimum fire flows and durations for specific buildings. The CFC also establishes the minimum residual pressure of 20 pounds per square inch (psi) required within a water system during a fire flow condition.

The City’s water system should concurrently meet maximum day demands during a fire flow event and maintain at least 20 psi residual pressure for all customer service locations in the distribution system. Fire flows and the expected duration are also used to establish storage requirements.

The Fire Department is responsible for setting and enforcing fire flow requirements as future developments are approved. However, for planning purposes, the minimum recommended fire flow requirements are generalized based on land use type, as shown in Table 5-2, since actual future building types and/or design details are not yet known. The Lincoln Municipal Code (Title 15 – Buildings and Construction, Section 15.04.170) specifies additional requirements for automatic sprinkler systems to be installed for all new construction including residential structures and buildings that undergo a substantial improvement and/or change of occupancy classification. Therefore, the minimum recommended fire flow criteria that have been established assume new buildings are equipped with automatic sprinkler systems; buildings without sprinklers will require higher fire flow requirements. 344
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Table 5-2. City of Lincoln Recommended Fire Flow Planning Criteria(a,b) Land Use Category Fire Flow, gpm
Country Estates (1-2.9 du/ac) 1,500
Low-Density Residential (3-5.9 du/ac) 1,500
Medium Density Residential (6-12.9 du/ac) 3,000
High Density/Multi-Family Residential (13-20 du/ac) 3,000 Commercial 3,000
Schools 4,000
Other(c) 4,000
(a) Fire flow requirements assume new buildings are fully equipped with automatic sprinkler systems per the Lincoln Municipal Code (Title 15 – Buildings and Construction, Section 15.04.170). (b) The City of Lincoln Fire Department will conform to the 2022 CFC’s recommendations for fire flow durations. (c) Other includes industrial areas and other individual high value buildings. gpm = gallons per minute

5.2.3 Distribution System Pressure
Adequate system pressure is a basic indicator of acceptable water distribution system performance. The recommended performance standards for system pressures are summarized in Table 5-1.

These performance standards are applied to all areas that fall within the normal customer service elevation ranges for each pressure zone. Customers outside of the normal service elevation ranges may require an individual pressure regulator or pump.

5.3 FACILITY SIZING CRITERIA
This section describes the recommended criteria governing the size of water facilities within the City’s service area, including pump stations, backup power, storage facilities, and pipelines.

5.3.1 Pump Station Capacity and Backup Power
The City’s only BPS is the Catta Verdera BPS which only operates during times of peak demand to provide supplemental supply. The City may potentially install new at-grade pump stations at new storage tanks to meet future demands. Sufficient water system pumping capacity should be provided to meet demands of the pressure zone under the conditions listed below. Pump stations in a pressure zone must be sized to serve other pressure zone(s) dependent upon them for supply. • Pressure Zones with Storage must provide firm pumping capacity or gravity supply capacity equal to the maximum day demand. Fire flows should be provided from storage. • Pressure Zones without Storage must provide firm pumping capacity equal to the larger of either (1) the maximum day demand plus fire flow, or (2) the peak hour demand.

Firm pump station capacity assumes total pump station capacity with the largest pump out of service at each pump station. These conservative assumptions ensure the reliability and flexibility of the system to provide sufficient pumping capacity during peak demand conditions. 345
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5.3.1.1 Critical Supply and Pumping Facilities
Critical pumping facilities are defined as those facilities that provide service to a pressure zone(s) without sufficient emergency storage (see Section 5.3.2.3) and that meet one of the following criteria:
• The largest pumping facility that provides water to a particular pressure zone and/or water service area
• A pumping facility that provides the sole source of water to single or multiple water pressure zones
• A pumping facility that provides water from key groundwater supply wells (determined based on capacity, water quality and location)
• All tank pump stations
All critical pumping facilities should be equipped with an on-site, back-up power generator. At less critical facilities, a plug-in adapter and transfer switch can be used to allow interconnection to a generator appropriately permitted (i.e., mobile or stationary) with the State, which will be brought to the site by City staff during a prolonged power outage. In addition, sites without permanent generators should be configured to have hook ups for portable generators.

5.3.2 Storage Facility Capacity Criteria
The total water storage capacity required for each pressure zone is based on the following three major components:
• Operational Storage
• Fire Flow Storage
• Emergency Storage
A discussion of these three storage components, along with a discussion of “credits” for groundwater supply available within each zone is discussed below. Also described are potential operational strategies for the City’s storage facilities based on seasonal water demand patterns (i.e., winter vs. summer) to help optimize system operations by facilitating tank turnover to minimize water quality issues (e.g., stale water, loss of disinfectant residual).

5.3.2.1 Operational Storage
Operational storage is defined as the amount of stored water needed to meet peak demands in excess of normal supply delivery. Since water supplies are generally designed to meet maximum day demands, operational storage is typically used to supply peak demands (e.g., the difference between peak hour and maximum day demand). Supplies replenish operational storage during periods of lower demand. 346
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In accordance with American Water Works Association (AWWA) guidelines,1it is recommended the City plans for an operational storage volume equivalent to 25 percent of the maximum day demand.2

5.3.2.2 Fire Flow Storage
Fire storage is the volume of water reserved for fire suppression. As discussed in Section 5.2.1, fire flow requirements are based on generalized land uses. Required fire flow for each pressure zone is calculated using the land uses within the zone and the largest associated fire flow requirement shown in Table 5-2.

The fire storage volume requirement for each zone is determined by multiplying the required fire flow rate by the 2022 CFC’s required duration time.

5.3.2.3 Emergency Storage
Emergency storage helps meet demands during an unforeseen or unplanned event that may degrade the quality or quantity of potable water supplies available to serve customers. There are three types of emergency events that a water utility typically prepares for:
• Minor emergency. A fairly routine, normal, or localized event that affects a few customers, such as a pipeline break, malfunctioning valve, hydrant break, or a brief power loss. Utilities plan for minor emergencies and typically have staff and materials available to address them. • Major emergency. A disaster that affects an entire, or large, portion of a water system, lowers the quantity and quality of the water, or places the health and safety of the community at risk.

Examples include water treatment plant failures, raw water contamination, and/or major power grid outages. Water utilities infrequently experience major emergencies.3 • Natural disaster. A disaster caused by natural forces or events that create water utility emergencies. Examples include earthquakes, forest or brush fires, hurricanes, tornados or high winds, floods, and other severe weather conditions such as freezing or drought that damage or cause water system facilities to not be able to operate.

Determination of the required volume of emergency storage is a system-specific policy decision based on the assessment of the risk of failures and the desired degree of system reliability. The amount of required emergency storage is a function of several factors including the diversity of the supply sources, redundancy and reliability of the production facilities, and the anticipated length of the emergency outage. In developing an emergency storage requirement for the City, typical industry standards were used. 1 AWWA Manual M32, Distribution Network Analysis for Water Utilities (AWWA, 2012) states that for large systems, the equalizing storage requirement is typically 15 to 20 percent of the total maximum day demand over a 24- hour period, but equalizing storage could exceed 30 percent for small service areas or arid climates (page 116).

The AWWA Water Distribution Handbook (AWWA, 2000) (Section 3.2.2.2 Storage) states that the volume of operational storage required is a function of the diurnal demand fluctuation in a community and is commonly estimated at 25 percent of the total maximum day demand. 2 Tully & Young. April 2017. City of Lincoln 2017 Water Master Plan. Section 9.5.2 Storage. 3 In 2024 and 2025, supply from PCWA was impacted by damage to PG&E Spaulding Powerhouses No. 1 and No. 2.

The impacts forced PCWA customers to reduce the supply they received. For the City, this meant they needed to rely on groundwater pumping to meet demands.
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The AWWA states that no formula exists for determining the amount of emergency storage required, and that the decision will be made by the utility based on a judgement about the perceived vulnerability of the system. The City requires an emergency storage volume equivalent to 60 percent of maximum day demand.

5.3.2.4 Emergency Groundwater Storage Credit
Based on the available City groundwater wells, an emergency groundwater credit (EGWC) can account for a portion of the recommended emergency storage. The following must be true to use the groundwater supply to offset the need to provide surface storage:
• Groundwater supply is of potable water quality and can be reliably accessed (i.e., wells are equipped with an on-site emergency generator or a plug-in adapter and transfer switch). • Groundwater supply is not already being relied upon to meet the City’s average day demand requirements.
• Sufficient water distribution facilities are available to distribute this water to demand areas.

It will be assumed that only the firm groundwater supply will be available for an emergency groundwater storage credit to offset the City’s emergency storage requirement (i.e., 80 percent of maximum day demand); however, the EGWC cannot exceed the emergency storage requirement. EGWC is only applicable to pressure zones with available groundwater supply (i.e., the 375 Zone).

5.3.2.5 Total Storage Capacity Recommended
The recommended City potable water storage capacity should be determined using the following formula, with each component defined below:

Total Recommended Storage Capacity = Operational + Fire Flow + Emergency – Emergency Groundwater Storage Credit
• Operational: Volume of water necessary to meet diurnal peaks observed throughout the day, assumed to be equivalent to 25 percent of the maximum day demand. • Fire Flow: Volume of water necessary to supply a single large fire flow event in each pressure zone.
• Emergency: Volume of water necessary to provide 60 percent of a maximum day demand. • Emergency Groundwater Storage Credit: Equal to the firm groundwater supply that can be reliably accessed, assumed to be 80 percent of maximum day demand.

The amount of total system storage and system peaking capacity required to meet these criteria will change over time as the City’s potable water demands increase.

5.3.2.6 Storage Operational Strategies
The operations of the City’s storage tanks can be varied seasonally to optimize tank operations and facilitate tank turnover to maintain water quality throughout the system. If water demands are evaluated seasonally (e.g., winter vs. summer), the required operational storage volumes for the winter months would be less than the required storage volumes for the summer months as the water demands are lower.

Therefore, storage levels in the tanks could be maintained at lower levels in the winter months to facilitate better tank turnover or selected tanks could be removed from service during the low demand conditions, provided that fire-fighting ability is not compromised. 348
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5.3.3 Valve Capacity Criteria (For Zones Supplied by Pressure Reducing Stations) The 475 Zone, 610 Zone, and 650 Zone are currently the City’s only pressure regulated areas. Since these pressure zones do not have a BPS or a storage tank, the total valve capacity of the PRS should be equal to the peak hour demand plus fire flow condition.

Future areas that are determined to have static pressures greater than 120 psi are recommended to be served via PRSs. For these future areas, the PRSs will also need to have sufficient total capacity to be able to meet the peak hour demand plus fire flow condition.

It is generally recommended that maximum pressures at customer service locations not exceed 80 psi. Should pressures exceed 80 psi at customer service locations, individual pressure regulating valves should be installed in accordance with California Plumbing Code requirements (Section 608.2 Excessive Water Pressure) to avoid potential damage to customer fixtures (e.g., water heaters, hoses, etc.).

5.3.4 Water Transmission and Distribution Pipeline Criteria The following criteria will be used as guidelines for sizing new transmission and distribution pipelines.

However, the existing water system will be primarily evaluated using system pressure as the criterion.

Pipeline velocity and head loss are secondary criteria that help prioritize water system improvements, along with pipeline age, material type, and location in the system. If the pressure criterion is satisfied, an existing pipeline with high velocities is not necessarily problematic. The following list summarizes the general definitions and City standards for transmission and distribution pipelines:
• Transmission pipelines are defined as having a diameter greater than or equal to 18-inch. • Distribution pipelines are defined as having a diameter less than 18-inch. • All new pipelines are required to have a minimum diameter of 6-inch in residential areas and 8-inch in non-residential areas unless otherwise required or allowed by the City. • New transmission and distribution pipelines to serve the future planning areas within the City’s water service area should be located within designated utility corridors wherever possible. These designated utility corridors should be within public rights-of-way to minimize or eliminate the need for utility easements within private property.

Velocity and head loss criteria are used as indicators to locate and prioritize where water system improvement may be needed. The recommended criteria for water transmission and distribution system pipelines are summarized in Table 5-1.
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CHAPTER 6
Hydraulic Model Update and Calibration
This chapter describes the update and calibration of the City’s existing water distribution system hydraulic model to reflect existing conditions. The City’s water system GIS was used to confirm the configuration of water system facilities in the existing model. The hydraulic model was calibrated to a high degree of accuracy, per general guidelines established by the American Water Works Association Manual of Practice 32 (AWWA M32), and to a level that is acceptable for use for planning purposes or detailed design/operational studies. The resulting updated hydraulic model was subsequently used to evaluate the adequacy of the City’s existing and future water systems to meet existing and future needs (see Chapters 7 and 8, respectively).

The hydraulic model updates and calibration efforts are described in the following sections of this chapter:
• Hydraulic Model Background
• Hydraulic Model Update Methodology
• Hydraulic Model Update
• Hydraulic Model Extended Period Simulation (EPS) Calibration

6.1 HYDRAULIC MODEL BACKGROUND
The City’s original hydraulic model was developed in the early 2000s using H2ONET software. For the 2017 WMP, the hydraulic model was converted and updated using Innovyze InfoWater software. In 2018, the City requested West Yost to perform a peer review of the hydraulic model which resulted in West Yost re- building the City’s water system hydraulic model using the City’s updated GIS water system. In 2023, West Yost updated and calibrated the model using 2021 water consumption data and converted the InfoWater model to InfoWater Pro. As part of the on-going hydraulic modeling support West Yost provides to the City, the hydraulic model is consistently updated with new development projects. For this WMPU, West Yost converted the hydraulic model from InfoWater Pro to Aquanuity AquaTwin Water software.

6.2 HYDRAULIC MODEL UPDATE METHODOLOGY
West Yost completed the following tasks to update the City’s hydraulic model:
• Converted the updated InfoWater Pro model to Aquanuity’s AquaTwin Water software; • Used the existing City water distribution GIS to verify that the existing hydraulic model system configuration (pipeline sizes, alignments, connections, and other facility sizes and locations) is representative of the current water system; • Incorporated small diameter PRVs at all existing PRSs (refer to Table 2-6 for valve diameters and PRS locations) that were not originally in the InfoWater Pro hydraulic model; • Allocated 2023 water consumption using spatially located meter data to assign demands where they occur in the system;
• Assigned elevations to new nodes using the Placer County’s digital elevation model (DEM) and/or Central Valley Floodplain Evaluation and Delineation (CVFED)’s DEM; and • Dynamically calibrated the City’s water system hydraulic model to simulate pressures, levels and flows observed in the field and recorded by the City’s SCADA system. 350
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To accomplish these tasks, West Yost worked closely with City staff to obtain and review the following available data:
• As-built information, where needed, for storage tanks, control valves, wells, and pump stations; • System operation plans;
• Metered account water consumption data;
• Historical SCADA system data; and
• Pressure data gathered using hydrant pressure recorders (HPRs).

The updated hydraulic model was calibrated under maximum day demand conditions using an updated diurnal demand pattern for a 24-hour EPS. The calibration utilized SCADA and field collected data from July 11, 2024, which was the peak demand day concurrent with the HPR data collection.

6.3 HYDRAULIC MODEL UPDATE
The following sections describe the findings of West Yost’s model review, and the specific updates made to the water distribution system hydraulic model.

6.3.1 Model Pipeline Configuration Update
West Yost compared the latest hydraulic model with the GIS geodatabase file provided by City staff to verify and, if needed, update the pipeline diameters and configurations of the existing model to be consistent with the GIS geodatabase. Additionally, the City consistently has the hydraulic model updated with new development projects that are in construction or scheduled to be completed soon as part of on-going hydraulic modeling support. Therefore, no pipelines or major facilities were required to be added or updated.

6.3.2 Pipeline Roughness Characteristics
Hazen-Williams coefficients, C-factors, are used in the Hazen-Williams equation to calculate friction loss in ducts and pipes. C-factors indicate the roughness (or smoothness) of the interior of a pipeline. The lower the C-factor, the rougher the pipeline interior and the higher the friction loss in the pipeline.

Typically, C-factors are assigned to pipelines based on the characteristics of the pipeline (e.g., age, material type, and size). The City’s GIS geodatabase contains information on install year, material type, and pipe age. During West Yost’s 2018 re-building of the City’s hydraulic model, C-factors were assigned on the basis of material type and age and results verified through SCADA calibration. For the purposes of this update, C-factors were not reassigned.

6.3.3 Water Demand Allocation
The City’s GIS geodatabase contains a feature class for spatially located water meters. City staff provided a spreadsheet containing meter IDs, register numbers, and water consumption for 2023 to use for the hydraulic model as it represents the latest complete year of water consumption. The water use data for 2023 was linked to the water meter feature class by register number. All of the 2023 metered water consumption was able to be linked to the spatially located water meters. 351
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The 2023 consumption data was allocated by spatially assigning meters to the nearest pipeline. The demand allocation results were reviewed to confirm that the demands were allocated appropriately (i.e., demands not placed on large transmission pipelines or to the wrong pressure zone).

6.3.4 Elevation Extraction
The node features in the hydraulic model require that elevations be assigned to calculate pressures in the system. It is important to use the most accurate elevation data available when assigning elevations to the hydraulic model. All existing nodes in the hydraulic model already had an assigned elevation which were not updated. Elevations were manually assigned using either CVFED’s DEM or Placer County’s DEM.

Elevations assigned in the hydraulic model range from a low of 116 feet above sea level in the furthest west of the distribution system, near the Lincoln Regional Airport, to a high of 584 feet above sea level along Bella Circle on the east side.

6.3.5 Water System Facilities
After the pipelines and nodes were confirmed in the hydraulic model, major system facilities (i.e., groundwater wells, storage tanks, Catta Verdera BPS, and PRSs) were reviewed in the model to confirm correct configuration. Tank elevations (i.e., base, inlet, and overflow) were verified based on available information. Existing pump curves for the Catta Verdera BPS and wells in the hydraulic model were not updated. The City’s existing PRSs in the field include multiple PRVs, however, the hydraulic model only included a single PRV to represent each PRS. The associated PRVs for each PRS were updated in the hydraulic model and settings for each PRV were updated as needed.

6.3.6 Hourly Pattern Development
City staff provided SCADA system data in 30-minute intervals from July 8, 2024 to July 15, 2024, which corresponds with the HPR monitoring period. The SCADA information included flows, tank levels, and pressures for most of the City’s water system facilities (i.e., tanks, wells, PRSs, and Catta Verdera BPS) that were in operation during the monitoring period. Since SCADA flow data for the PRSs are not monitored, the pressure zones were grouped into three zone groups (i.e., Lower Zones [375, 475, 575], 750 and 610 Zones, and 775 and 650 Zones) based on how the zones are connected and available SCADA data to develop the hourly diurnal patterns.

The Lower Zones are supplied predominantly by the two PCWA regulated connection points (one located at the metering station supplying Conspiracy Point Tank and one located at the metering station at Verdera Tank No. 3 supplying Verdera Tank No. 3) and are supplemented with water from existing groundwater wells. The 750 and 610 Zones are supplied by the PCWA unregulated connection at the metering station at Verdera Tank No. 3 (i.e., the Verdera Tank No. 3 bypass). The 775 and 650 Zones are supplied by the unregulated connection at the metering station at Conspiracy Point Tank (i.e., the Conspiracy Point Tank bypass). Refer to Chapter 2 for specific detail on supply facilities that supply each individual pressure zone.

To conduct the extended period calibration, West Yost compiled PCWA metering station flows, tank levels, well production, and pump flows to develop diurnalsfor each of the three zone groups. The diurnal pattern from July 11, 2024 was selected for calibration because the peak demand occurred on that day during the HPR monitoring period. Figure 6-1 shows the diurnals for each of the zone groups. These diurnals were similar in shape to the curves developed for the 2023 calibration. 352
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Figure 6-1. Calibration Day Diurnal Patterns (July 11, 2024)

6.4 HYDRAULIC MODEL EPS CALIBRATION
Calibrating a hydraulic model to replicate field operating conditions requires thorough knowledge of how the water system performs over a range of operating conditions. To ensure that the hydraulic model was correctly configured and capable of producing results that are consistent with those observed in the field, a detailed EPS calibration process for summer conditions was conducted.

The hydraulic model EPS calibration was developed using SCADA data for the maximum demand day of July 11, 2024 during the HPR monitoring period of July 8, 2024 to July 15, 2024. For the EPS calibration, 24 HPRs were deployed to collect supplemental pressure data that was subsequently used to compare model predicted results at various locations throughout the system, including high and low elevation locations, locations that are hydraulically distant from supply points, and locations chosen by the City.

Twenty HPRs were provided by West Yost and four HPRs were provided by the City. The locations where the HPRs were set up in the system are shown on Figure 6-2.

The hourly diurnal patterns developed for each zone group were applied to the demand nodes in the model. The model was set up to replicate the system operations by applying controls to facilities based on specific conditions (i.e., well pumps on or off based on tank level). Model predicted results (i.e., facility flows and pressures, tank levels, and HPR pressures) were plotted and compared to the SCADA system and field collected HPR data for July 11, 2024 to verify whether the City’s hydraulic model accurately predicts field conditions.
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Notes:

1. Facilities and hydrants shown based on GIS data provided by the City in April 2024.

2. HPRs 1 to 10 and 12 to 15 are locations previously used for the 2019 model calibration.

3. HPR 11 is a new location added by West Yost and HPRs 16 to 24 are new locations added by the City
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Distribution Pipeline (<18-inch)
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City of Lincoln
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Prepared by: Prepared for:

Figure 6-2
HPR Locations
Overview Map
Fig6-2_HPROverview: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch6_Lincoln_WMPU.aprx - ayan - 12/30/2025 N
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Model predicted flows and levels were matched as closely as possible and aimed to be within 10 percent of field recorded data. Pressure trends were checked to see whether results were within ±5 psi of field trends. Minor adjustments to the model were made (i.e., pump settings and PRV pressure settings), if needed, to better match field data when results from the hydraulic model did not trend well with the field data. Results from the calibration are discussed in the following sections.

6.4.1 Hydraulic Model EPS Calibration Results
The 2023 demands allocated in the model discussed in Section 6.3.3 were scaled to match demands for the calibration day of July 11, 2024. The calibration diurnals were applied to the scaled demands for the associated zone group.

Graphs of the comparisons between model simulated results and SCADA values for the calibration date of July 11, 2024 are provided in Appendix D. For the model EPS calibration scenario, HPR results are also shown and are provided in Appendix E. Figures are grouped to show results for facilities in the Lower Zones, 750 and 610 Zones, and 775 and 650 Zones.

Hours where the field recorded data deviates slightly from the model predicted results may be due to the zone group diurnal not completely capturing the nuances of water use trends in each pressure zone within the zone group.

6.4.1.1 Lower Zones EPS Calibration Results
Figures D-1 through D-15 of Appendix D show results for the EPS calibration of the facilities in the Lower Zones with available SCADA data (i.e., PCWA regulated connections, three tanks, five groundwater wells, and three PRSs). It should be noted only the Westwood and Nelson Wells were operating on calibration day. Model simulated flows, tank levels, and system pressures trend very closely with field recorded data and are within 10 percent and 5 psi, respectively.

Figures E-1 to E-21 from Appendix E show the HPR pressure comparison between the model simulated results and the recorded field pressures in the Lower Zones. The pressure trends collected by the HPRs installed in the Lower Zones generally match similarly with the pressure results from the model simulation and are within approximately 5 psi. However, the model simulated pressures for HPR 7 (Figure E-7), HPR 16 (Figure E-14), and HPR 24 (Figure E-21) are off by more than 5 psi than the field recorded pressures. Since the majority of model results for the remaining HPRs fall within 5 psi, it is assumed that HPRs 7 and 16 may not have been properly calibrated and therefore collected data incorrectly. However, this does not affect the reliability of the overall model, as the majority of results remain within the acceptable range.

6.4.1.2 750 and 610 Zones EPS Calibration Results
Figures D-16 through D-18 of Appendix D show results for the EPS calibration of the facilities within the 750 and 610 Zones (i.e., Verdera Tank No.3 bypass, Catta Verdera BPS, and Village 18 PRS). The model simulated results trend very closely with the field recorded flows and pressures and are within 10 percent and 5 psi, respectively.

Figures E-22 and E-23 from Appendix E show the HPR pressure comparison between the model simulated results and the recorded field pressures in the 750 and 610 Zones. As shown on Figure E-22, unfortunately, HPR 21 in the 750 Zone did not record pressures. The pressure trends collected by HPR 14 in the 610 Zone shown on Figure E-23 trend similarly with the pressure results from the model simulation and are within 5 psi. 355
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6.4.1.3 775 and 650 Zones EPS Calibration Results
Figures D-19 through D-21 of Appendix D show results for the EPS calibration of the facilities within the 775 and 650 Zones (i.e., Conspiracy Point Tank bypass, Village 13 PRS, and Village 17 PRS). The model simulated results trend very closely with the field recorded flows and pressures and are within 10 percent and 5 psi, respectively.

Figures E-24 from Appendix E shows the HPR pressure comparison between the model simulated results and the recorded field pressures for HPR 12 in the 775 Zone. The pressures collected by the HPR trends very similarly with the pressure results from the model simulation and are within 5 psi.

6.4.2 Hydraulic Model EPS Calibration Findings and Conclusions Majority of the hydraulic model EPS calibration results were within the acceptable ranges (i.e., within 10 percent for flows and tank levels and within 5 psi for pressures). Therefore, it can be concluded that the hydraulic model provides a reasonable representation of the City’s water distribution system and can be used for planning evaluations and design/operational analysis for a variety of flow conditions.

Additionally, City staff should continue to update and verify facilities data and pipeline system configurations in the hydraulic model as facilities are constructed or replaced to maintain a hydraulic model that will continue to accurately represent the City’s water distribution system. 356
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CHAPTER 7
Existing System Evaluation
This chapter presents the evaluation of the City’s existing water system, as described in Chapter 2, and its ability to meet the recommended performance and operational criteria described in Chapter 5 under various existing water demand conditions. This evaluation includes an analysis of water supply capacity, storage capacity, and pumping capacity, as well as the existing water distribution system’s ability to meet recommended operational and design criteria under normal and emergency scenarios.

West Yost conducted this evaluation using the calibrated hydraulic model described in Chapter 6.

Recommendations from this evaluation are used to develop a recommended capital improvement program, which is detailed in Chapter 10.

The following sections present the evaluation methodology and results from the existing water system evaluation:
• Existing Water Demands
• Existing Water Supply and Water System Facility Capacity Evaluation • Existing Water Distribution System Performance Evaluation • Summary of Findings and Recommendations for the Existing Water System

7.1 EXISTING WATER DEMANDS
The City’s existing baseline water demands are summarized by pressure zone in Table 7-1. As described in Chapter 3, the system-wide baseline average day demand for the purposes of this WMP is approximately 9.0 mgd and represents the average annual water production from 2023. Approximately 78 percent of the City’s overall demand is located within the 375 Pressure Zone.

Chapter 3 describes development of the diurnal patterns for each pressure zone group using consumption and production data from summer of 2023. Maximum day demands were calculated using the maximum day peaking factor developed from the average day and maximum day demands from 2023. Peak hour demands were calculated using the peak hour factor for the City’s entire system based on the summer demand diurnal curves developed using the peak week in summer of 2023.

Table 7-1. Existing Baseline Demands
Pressure Zone
Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c) gpm mgd gpm mgd gpm mgd
375 4,895 7.0 9,301 13.4 20,462 29.4
475 398 0.6 756 1.0 1,663 2.0
575 559 0.8 1,062 1.5 2,336 3.3
610 54 0.1 103 0.1 227 0.3
650 199 0.3 378 0.5 832 1.1
750 115 0.2 219 0.3 482 0.6
775 44 0.1 84 0.1 185 0.2
Total Demand 6,264 9.0 11,903 16.9 26,187 36.9
(a) Average day demand is based on 2023 average day demand data (refer to Table 3-6). (b) Maximum day demand is based on the 2023 maximum day demand data (refer to Table 3-6). (c) Peak hour demand is calculated using a peaking factor of 2.2 times the maximum day demand (refer to Table 3-7). gpm = gallons per minute; mgd = million gallons per day 357
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7.2 EXISTING WATER SUPPLY AND WATER SYSTEM FACILITY CAPACITY EVALUATION The following capacity evaluations were conducted for the existing water system and are discussed in more detail in subsequent sections:
• Supply Capacity Evaluation
• Pumping Capacity Evaluation
• Storage Capacity Evaluation
• Pressure Regulating Station Capacity Evaluation

7.2.1 Supply Capacity Evaluation
As described in Chapter 5, the recommended supply capacity criterion requires the City to provide firm supply capacity equal to the maximum day demand. For the existing water system, firm groundwater well capacity is defined as the City’s active well capacity with the largest groundwater well offline. Table 7-2 summarizes the results of the supply capacity evaluation and shows that the City has a surplus of existing supply capacity.

Table 7-2. Comparison of Required versus Available Existing Supply Capacity Component Capacity, mgd Notes
Demand
[A] Existing Maximum Day Demand 16.9 System-wide maximum day demand (refer to Table 7-1)
Supply
[B] Surface Water from PCWA 18.9 Entitlement under Contract for Treated Water Supply with PCWA(a)
[C] Groundwater 5.9 Existing firm capacity at groundwater wells(b) [D] Total Supply 24.8 [D] = [B] + [C]
[E] Supply Capacity Surplus (Deficit) 7.9 [E] = [D] - [A] (a) The firm water supply from PCWA is assumed to be the City's maximum delivery entitlement of 18.9 mgd (refer to Table 5-1). (b) Firm groundwater well capacity for the existing system is defined as the City's active well capacity with the largest groundwater well offline.
mgd = million gallons per day

7.2.2 Pumping Capacity Evaluation
Existing pumping capacity in the City’s water system was evaluated to assess its ability to deliver a reliable firm capacity to meet demand conditions outlined in Chapter 5, dependent on whether the pressure zone has gravity storage. The City’s only existing booster pump station is the Catta Verdera BPS serving the 750 Zone which supplies the 610 Zone through pressure regulating stations. Since the 750 Zone does not have gravity storage, pumps at the Catta Verdera BPS need to have sufficient pumping capacity to deliver the greater of either the maximum day demand plus fire flow or the peak hour demand. 358
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Table 7-3 compares the existing firm pumping capacity with required firm pumping capacity for the 750 Zone for existing water demand conditions. As shown in Table 7-3, the 750 Zone has a firm pumping capacity deficit. However, since the unregulated connection at the new PCWA metering station at the Verdera Tank No. 3 site provides adequate supply to the 750 and 610 Zones, the Catta Verdera BPS currently only operates during times of peak demand to provide supplemental supply. The City is also considering upgrading the pump motors with a variable frequency drive. Therefore, no recommendations are made to address the existing pumping capacity deficit.

Table 7-3. Comparison of Required versus Available Existing Pumping Capacity Pressure Zone
Supported
Zone
Pump Station
Name
Required
Pumping
Capacity, gpm(a)
[A]
Booster Pump
Station Firm
Capacity(c)
[B]
Existing Pump
Capacity Surplus
(Deficit), gpm
[C] = [B] - [A]
750 610 Catta Verdera
Pump Station 1,822 900 (922)(c)
(a) Required pumping capacity shown is the MDD plus fire flow for the pressure zone itself and all supported zones. The 750 Zone supplies the 610 Zone; therefore, the required pumping capacity includes the MDD for the 750 Zone and the 610 Zone (refer to Table 7-1). The largest fire flow requirement in the two zones is 1,500 gpm for low density residential land use. (b) Includes the firm capacity of all booster pump stations supplying the pressure zone. Firm pump capacity at booster pump stations is defined as total booster pump station capacity with the largest pump out of service (refer to Table 2-5). (c) The unregulated connection at the PCWA metering station at the Verdera Tank No. 3 site installed in 2021 provides adequate supply to the 750 and 610 Zones. The Catta Verdera BPS currently operates during times of peak demand as supplemental supply. Therefore, no recommendations are made to address the existing pumping capacity deficit. gpm = gallons per minute

7.2.3 Storage Capacity Evaluation
Water storage provides operational storage to balance differences in demands and supplies, emergency storage in case of a supply failure, and water to fight fires. The City’s water system has two sources of available storage: above-ground storage (i.e., storage tanks) and storage available in the groundwater basin. Together, these two sources of storage must be sufficient to meet the City’s operational, emergency, and fire flow storage criteria. The City’s water storage capacity requirements are further described in Chapter 5.

The existing water storage facilities, along with the available EGWC, were evaluated to determine whether the City’s existing storage is sufficient to meet recommended operational, emergency, and fire flow storage for existing conditions. Table 7-4 summarizes results from the storage capacity evaluation. As shown in Table 7-4, there is a storage capacity surplus in the 575 Zone and storage capacity deficits in the 375, 750, and 775 Zones.

As discussed in Chapter 2, the 375 Zone receives its main source of supply through three pressure regulating stations, two from the 575 Zone (Twelve Bridges and Eastridge) and one from the 475 Zone (Wildomar), and is supplemented with supply from its own groundwater wells. Therefore, the required operational storage for the 375 Zone is assigned to the 575 Zone, while the required storage capacity for the 375 Zone is composed of the remaining fire and emergency storage components. The 475, 610, and 650 Zones are pressure regulated zones (i.e., pressure zones served solely by pressure regulating stations without a booster pump station or storage tank) and are grouped with the pressure zone they receive supply from.
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Additionally, the 375 Zone is the only pressure zone that can use EGWC since it is the only pressure zone with groundwater wells. The EGWC equals the firm capacity of the active groundwater wells that can be reliably accessed (i.e., well facilities equipped with auxiliary power). The EGWC cannot exceed the emergency storage requirement and wells included for the EGWC also cannot already be relied upon to meet the City’s average day demand. Three out of five of the City’s active groundwater wells (Well 2, Westwood Well, and Fiddyment Well) have backup power and are not needed to meet average day demands. To obtain the firm capacity of the active groundwater wells that can be reliably accessed, the well capacity of the Fiddyment Well is excluded since it has the largest well capacity out of the three wells.

The storage capacity deficit in the 375 Zone is due to the emergency storage component. It is assumed the 575 Zone can transfer its surplus storage capacity to the 375 Zone via gravity transfer through the existing pressure regulating stations. Therefore, no additional storage tanks are recommended for the 375 Zone. However, it is recommended that the City consider acquiring dedicated backup power sources for the Moore and Nelson Wells, which would improve well reliability and allow these wellsto be counted as part of the EGWC. With backup power at the Moore and Nelson Wells, the EGWC would increase by

1.76 MG for a total EGWC of 4.2 MG1resulting in a storage capacity surplus of 1.57 MG for the 375 Zone.

The 750 and 775 Zones do not have any existing storage tanks. If the unregulated PCWA connections supplying these zones go offline, the 775 Zone has no alternative water supply source. Although the 750 Zone can be supplied by the Catta Verdera BPS, and subsequently the 650 and 610 Zones through pressure regulating stations, there is a pumping capacity deficit as shown in Table 7-3. To alleviate the storage capacity deficits and provide redundancy, it is recommended that the City construct a two (2) mgd emergency booster pump station at the Verdera Tank No. 3 site for the 750 Zone and a four (4) mgd emergency booster pump station at the Conspiracy Point Tank site for the 775 Zone. A hydraulic evaluation showing the results of a loss of the unregulated PCWA connections with and without these improvements is discussed in Section 7.3.2.
1 With backup power at the Moore and Nelson Wells, the firm capacity of the active groundwater wells that can be reliably accessed would increase to 5.9 MG. However, since EGWC cannot exceed the emergency storage amount, the EGWC would be equal to the emergency storage amount of 4.2 MG.
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Table 7-4. Comparison of Required versus Available Storage Capacity Pressure
Zone
Supported
Pressure
Zones
Storage
Available
Required Storage Capacity, MG Available Storage Capacity, MG Existing Storage
Capacity
Surplus
(Deficit), MG
[H] = [G] - [D]
Operational(a)
[A]
Fire
Flow(b)
[B]
Emergency(c)
[C]
Storage
Capacity
Requirement
[D] = [A] + [B]
+ [C]
Existing
Available
Storage(d)
[E]
Emergency
Groundwater
Storage
Credit(e)
[F]
Storage
Capacity
Available
[G] = [E] +
[F]
375 - 3 MG Tank - 0.96 4.20 5.16 2.53 2.44 4.97 (0.19)
575 475
375
Verdera Tank
No. 3
Conspiracy
Point Tank

3.98 0.96 0.82 5.76 8.75 0.00 8.75 2.99
750 610 - 0.10 0.18 0.15 0.43 0.00 0.00 0.00 (0.43)
775 650 - 0.15 0.54 0.21 0.90 0.00 0.00 0.00 (0.90)
(a) Operational storage is 25 percent of 2023 maximum day demand (MDD) data of each pressure zone (refer to Table 7-1). (b) Fire storage is equal to the volume of the largest fire flow event that could occur in each pressure zone (refer to Table 5-1). (c) Emergency storage is 60 percent of 2023 average day demand (ADD) data of each pressure zone (refer to Table 7-1). (d) Available tank storage capacity was calculated taking into account 5 feet of dead storage and 2 feet of high alarm level in each storage tank (refer to Section 2.3.4). (e) The Emergency Groundwater Storage Credit (EGWC) includes the firm capacity of groundwater supply that can be reliably accessed. In order for groundwater supply to count toward the EGWC it must: (1) be equipped with backup power, (2) not already be relied upon to meet City average day demand (ADD) requirements, and (3) have sufficient distribution facilities available to distribute to demand areas. The EGWC includes the firm capacity of wells with backup power. The EGWC cannot exceed the emergency storage requirement. 361
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7.2.4 Pressure Regulating Station Capacity Evaluation
The existing pressure regulating stations in the City’s water system were evaluated to assess their ability to reliably supply the existing water service area. As described in Chapter 5, the criterion for pressure zones served solely by pressure regulating stations without a booster pump station or storage tank requires the City’s pressure regulating stations to have sufficient capacity to meet the peak hour demand plus fire flow condition.

Table 7-5 compares existing available pressure regulating station capacity with required capacity for pressure zones that are completely dependent on pressure regulating stations for supply. As shown in Table 7-5, the pressure regulating stations for the pressure regulated zones have sufficient capacity to meet the requirements.

Table 7-5. Comparison of Available versus Required Existing Pressure Regulating Station Capacity Pressure
Zone
Pressure
Regulating
Station
Supplied
By
Valve
Diameter,
inches
Available PRS
Capacity,
gpm(a)
[A]
Required PRS Capacity, gpm Existing
PRS
Capacity
Surplus
(Deficit),
gpm
[E] =
[A] - [D]
Peak Hour
Demand(b)
[B]
Fire Flow
Demand(c)
[C]
PRS Capacity
Requirement
[D] = [B] + [C]
475
Spring
Valley #1 575
3 580
1,663 1,500 3,163 18,587
8 3,900
Spring
Valley #2 575
3 580
8 3,900
Stoneridge 575
6 2,250
14 10,540
475 Zone Total 21,750
650
Village 13 775
4 990
832 3,000 3,832 10,448
10 6,150
Village 17 750
4 990
10 6,150
650 Zone Total 14,280
610
Village 18 750
3 580
227 1,500 1,727 13,403
10 6,150
Village 19 750
6 2,250
10 6,150
610 Zone Total 15,130
(a) Valve capacity is estimated based on intermittent maximum flow capacity for ClaVal Model 90-01 pressure reducing valves. However, actual flow capacity will vary depending on system conditions. (b) Refer to Table 7-1 for peak hour demand.
(c) Largest fire flow event that could occur in each pressure zone (refer to Table 5-1). 362
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7.3 EXISTING WATER DISTRIBUTION SYSTEM PERFORMANCE EVALUATION The water distribution system performance evaluation identifies necessary improvements to support existing water demands while meeting the City’s recommended water system planning and design criteria, presented in Chapter 5. The updated model and calibrated model described in Chapter 6 was used to evaluate the City’s existing water distribution system. The following evaluations were performed to assess system performance under existing demand conditions:
• Normal Operations:
— Average Day Demand Scenario: This scenario evaluated service pressures during an average day demand condition.
— Maximum Day Demand Scenario: This scenario evaluated service pressures during a maximum day demand condition.
— Water Age Scenario: This scenario evaluated system water age during a winter demand condition.
• Emergency Operations:
— Maximum Day Demand plus Fire Flow Scenario: This scenario evaluated system fire flow availability under a maximum day demand condition.
— Additional Emergency Scenarios: These scenarios evaluated system performance under emergency conditions during a maximum day demand condition.

The results presented are based on the maximum and minimum day diurnal demand patterns (i.e., pressure zone groups, irrigation meters, and large users) derived from 2023 SCADA data and previously presented in Chapter 3. These diurnal patterns were incorporated into the hydraulic model for their associated demand conditions as discussed in the following sections. Results are also based on model controls from the calibrated hydraulic model, which were adjusted as needed for each evaluation. For normal (i.e., non-emergency) operations, model controls were adjusted to reflect typical normal operating conditions observed in the 2023 SCADA data provided in Chapter 3.

7.3.1 Normal Operations

7.3.1.1 Average Day Demand
The normal operations of the City’s water distribution system were evaluated under average day demand conditions (i.e., non-fire). An overview of the evaluation and a discussion of the results are presented in the following sections.

7.3.1.1.1 Evaluation Overview
A 72-hour EPS was conducted using the hydraulic model to evaluate system performance under an average day demand condition with the maximum day diurnal patterns incorporated. As shown in Table 7-1, the average day demand is 6,264 gpm (9.0 mgd) for the existing system. The operational criteria applicable during average day demand conditions are detailed in Chapter 5. The existing system analysis assumes the water system demand will be met by a combination of the PCWA metering stations and existing storage tanks. Groundwater wells and the Catta Verdera BPS were assumed to be offline since these are typically only used during maximum day with peak hour demands and/or emergencies. 363
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7.3.1.1.2 Evaluation Results
Approximate tank level ranges under average day demand conditions are as follows: the 3 MG Tank ranges from 11 to 17 feet, the Conspiracy Point Tank ranges from 16 to 19 feet, and Verdera Tank No. 3 ranges from 14 to 17 feet.

Results from the average day demand condition indicate the existing water system generally meets the City’s minimum and maximum pressure criterion at most customer service locations. Figure 7-1 presents the minimum instantaneous pressures during the EPS. In general, most areas of the City’s distribution system meet the minimum pressure requirement of 40 psi under peak hour demand. The majority of the City’s distribution system experiences pressures ranging between 80 to 100 psi. Pockets of pressures ranging from 40 to 60 psi typically occur around areas that are on the high end of a pressure zone’s service elevation range and/or are served by a dead-end pipeline. Locations with pressures below 40 psi occur adjacent to major system facilities where the associated pipelines do not have service connections.

Velocities in the majority of the water distribution system do not exceed 7 feet per second (fps), except for 25 linear feet of 8-inch diameter pipeline at the intersection of 1st Street and Joiner Parkway, which experiences a maximum velocity of 10.5 fps. One 24-inch diameter pipeline and three 12-inch diameter pipelines tie into this 8-inch diameter pipeline, which create a bottleneck resulting in high velocities. It is recommended that this 8-inch diameter pipeline be replaced with a new 16-inch diameter pipeline to mitigate high velocities.

7.3.1.2 Maximum Day Demand with Peak Hour
The normal operations of the City’s water distribution system were evaluated under maximum day with peak hour demand conditions (i.e., non-fire). An overview of the evaluation and a discussion of the results are presented in the following sections.

7.3.1.2.1 Evaluation Overview
A 72-hour EPS was conducted using the hydraulic model to evaluate system performance under a maximum day with peak hour demand condition with the maximum day diurnal patterns incorporated.

As shown in Table 7-1, for the existing system, the maximum day demand is 11,903 gpm (16.9 mgd) and the total system peak hour demand is 26,187 gpm (36.9 mgd). The operational criteria applicable during maximum day with peak hour demand conditions are detailed in Chapter 5. The existing system analysis assumes the water system demand will be met by a combination of the PCWA metering stations, existing storage tanks, two groundwater wells, and if needed, the Catta Verdera BPS.

7.3.1.2.2 Evaluation Results
Approximate tank level ranges under average day demand conditions are as follows: the 3 MG Tank ranges from 13 to 23 feet, the Conspiracy Point Tank ranges from 17 to 21 feet, and Verdera Tank No. 3 ranges from 14 to 18 feet.

Results from the maximum day with peak hour demand condition indicate the existing water system generally meets the City’s minimum and maximum pressure criterion at most customer service locations.

Figure 7-2 presents the minimum instantaneous pressures during the EPS. In general, pressures slightly decrease compared to the average day demand results; however, most areas of the City’s distribution system meet the minimum pressure requirement of 40 psi under peak hour demand. The majority of the City’s distribution system experiences pressures ranging between 60 to 80 psi and between 80 to 100 psi. 364
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Pockets of pressures ranging from 40 to 60 psi typically occur around areas that are on the high end of a pressure zone’s service elevation range and/or are served by a dead-end pipeline. Locations with pressures below 40 psi occur adjacent to major system facilities where the associated pipelines do not have service connections.

Velocities in the majority of the water distribution system do not exceed 7 fps, except for 69 linear feet of 8-inch diameter pipeline at the intersection of E Street and McBean Park Drive, which experiences a maximum velocity of 7.7 fps, and the previously identified 8-inch diameter pipeline at 1st Street and Joiner Parkway, which experiences an increased maximum velocity of 21 fps.

The 8-inch diameter pipeline at E Street and McBean Park Drive ties into 18-inch, 12-inch, and 10-inch diameter pipelines which create a bottleneck resulting in high velocities. It is recommended that this 8-inch diameter pipeline be replaced with a new 12-inch diameter pipeline to mitigate high velocities.

7.3.1.3 Water Age
A water age evaluation was performed on the City’s existing water distribution system to determine areas in the distribution system that may be vulnerable to potential water quality issues. When water stays stagnant in the distribution system for extended periods due to lack of turnover, water age can increase which can lead to taste and odor concerns, increased potential for disinfection byproduct formation, and potential water quality and/or public health risks. Areas identified with older water age may be used to inform development of water management strategies (e.g., targeted flushing programs and operational changes) to improve water quality within the distribution system.

The water age of the City’s existing water distribution system during normal operations was evaluated under a typical winter demand condition. An overview of the evaluation and a discussion of the results are presented in the following sections.

7.3.1.3.1 Evaluation Overview
For purposes of this evaluation, water age is assumed to begin upon entry into the City’s distribution system at the PCWA metering stations. A 30-day EPS was conducted using the hydraulic model to evaluate water age under a typical minimum day demand condition; however, only results from the last 24 days of the simulation are presented, as these results are not affected by initial conditions. The minimum day demand diurnal patterns were incorporated into the hydraulic model for the water age evaluation. Water age was evaluated under a minimum week demand condition of 3,230 gpm (4.7 mgd), previously used to develop the minimum day demand diurnal in Chapter 3. The existing system analysis assumes the winter demand would be met by a combination of the PCWA metering stations and existing storage tanks.

Groundwater wells and the Catta Verdera BPS were assumed to be offline since these are typically only used during maximum day with peak hour demands and/or emergencies.

It is important to note that locations of the oldest water are typically found on dead-end pipelines (i.e., service laterals) with little or no demand assigned in the hydraulic model and are not representative of the overall water age of the distribution system water served to the City’s customers.

7.3.1.3.2 Evaluation Results
Water age in storage tanks has an important influence on the water age in the distribution system. The water age in tanks depends on different factors such as inlet/outlet configuration, total volume in the tank, and system demands supplied from the tank. Table 7-6 summarizes the average water age and average tank level of the three tanks during the water age evaluation. Since the three storage tanks in the 365
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City’s water system have a turnover rate of less than 1 foot over a 24-hour (1 day) period, the resulting water age in the three tanks remains constant. The water age in the Conspiracy Point Tank and Verdera Tank No. 3 are both around 1.5 days old since both tanks receive fresh supply directly from the regulated PCWA connections, while the water age in the 3 MG Tank is slightly older at approximately

2.4 days old due to being fed by older water from the distribution system.

Table 7-6. Summary of Water Age Results in Existing Storage Tanks(a) Storage Tank Name Average Water Age, hours Average Tank Level, feet Conspiracy Point Tank 34 (1.4 days) 20.7
Verdera Tank No.3 39 (1.6 days) 19.5
3 MG Tank 58 (2.4 days) 9.4
(a) Results are based on the last 24 days of a 30-day EPS.

Figure 7-3 shows the maximum water age results for City’s water system. Model results indicate the majority of the 375 Zone has a maximum water age ranging from 4 to 7 days. Areas in the 375 Zone with younger water age ranging from 2 to 3 days occur closest to the supply sources into the zone (i.e., near a PRS and/or the 3 MG Tank). The remaining zones (475, 575, 610, 750, and 775 Zones) generally have a maximum water age of less than 3 days. Areas in the remaining zones with older water age of 3 to 4 days occur at dead-end pipelines and/or at areas far from the supply sources into the zone.

The oldest water in the overall system (greater than 7 days) is located in the far north and west furthest from the supply sources and/or at dead-end pipelines with minimal demand. Notable locations with the oldest water include the Turkey Creek Estates development in the far east, the developments in the far northeast, and the Airport area in the far northwest. It should be noted the Liberty development shows water age greater than 7 days, however, this development is new and no associated demands have been added to the existing condition model scenario. Only the pipelines for the Liberty development have been constructed and no units have been constructed at the time of this evaluation.

The Turkey Creek Estates development is a newer development with minimal demands and is supplied by a single dead-end 18-inch diameter transmission pipeline. As development continues in the area, a future connection to Village 1 to the south will provide looping and improve water age in the Turkey Creek Estates. The developments in the northeastern extent of City limits are located north of the Auburn Ravine which limits the ability to easily construct looping. This limitation contributes to its older water age. As development occurs in Village 1, a new transmission pipeline is planned to cross the Auburn Ravine and connect to the northeastern developments, which will add looping and improve water age.

The Airport area has minimal demands and is supplied by 12-inch diameter pipelines which were sized to meet large fire flows (i.e., 3,000 to 4,000 gpm). Due to the low demands, there is less water flowing through the larger diameter pipes which can lead to stagnant water and resulting in older water age.

The City may consider updating its flushing program to include parameters to include water quality. No recommendations are made for the turnover in the City’s tanks since City operational staff are able to adjust operations daily to optimize turnover which the hydraulic model is unable to capture. 366
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7.3.2 Emergency Operations

7.3.2.1 Maximum Day Demand Plus Fire Flow
The maximum day demand plus fire flow scenario evaluates the existing fire flow availability in the City’s distribution system under a maximum day demand condition. An overview of the evaluation and a discussion of the results are presented in the sections below.

7.3.2.1.1 Evaluation Overview
To evaluate the existing water system fire flow availability, AquaTwin Water’s fire flow module was used to determine the available fire flow at all junctions that represent hydrant locations throughout the system, while maintaining a minimum residual system pressure of 20 psi at all customer service locations.

The fire flow evaluation assumed that the fire event would occur during the hour where the peaking factor on the maximum day diurnal is closest to 1. Hour 48 from the maximum day demand plus peak hour EPS was chosen to run the fire flow analysis on. The purpose of this assumption is to confirm that storage is sufficient to supply fire flows during a typical maximum day demand. Maximum velocity is not considered in this evaluation because it is a secondary design criterion.

7.3.2.1.2 Evaluation Results
Figure 7-4 summarizes the percent of available fire flow available at each tested location with respect to its fire flow requirement. Results presented on Figure 7-4 are representative of the system’s capacity and do not represent available flow from a specific hydrant. Typically, fire flows exceeding 1,500 gpm are met by multiple hydrants.

As shown on Figure 7-4, there are several locations that do not meet the recommended fire flow criteria.

The majority of the tested locations that do not meet the recommended fire flow criteria are along older and/or small diameter pipelines (especially in the downtown area), areas with larger fire flow requirements (i.e., 4,000 gpm), or areas with a lack of looping where high head losses limit the ability to provide recommended fire flows while maintaining pressures greater than 20 psi.

Existing pipelines are assumed to meet fire flow standards that were in place at the time of construction, which may have been lower than the current standards. Therefore, the evaluation of the City’s water system under existing demand conditions does not recommend specific pipeline improvements to increase existing fire flow capacity. However, a rehabilitation and replacement (R&R) program, described in detail in Chapter 9, is recommended to replace older and smaller diameter pipelines.

7.3.2.2 Additional Emergency Scenarios
In coordination with the City, 11 emergency scenarios were developed to evaluate the performance of the existing water distribution system under emergency conditions. Each emergency scenario listed below was evaluated under maximum day demand with peak hour conditions using a 96-hour EPS, with the emergency event assumed to occur at hour 24. The operational criteria applicable during maximum day demand under peak hour demand conditions are detailed in Chapter 5 (i.e., minimum pressure of 40 psi under peak hour demand at customer service locations and maximum velocity of seven (7) fps in 367
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distribution pipelines). Results are presented for the final 72 hours of each simulation, as these reflect system performance during the emergency and are not influenced by initial conditions. An overview of each evaluation and a discussion of the results are presented in the following sections:
• Emergency Scenario 1: Loss of all PCWA water sources
• Emergency Scenario 2: Unregulated PCWA Source and Catta Verdera BPS Failure • Emergency Scenario 3: 775 Zone Unregulated PCWA Connection Failure • Emergency Scenario 4: 750 Zone Unregulated PCWA Connection Failure • Emergency Scenario 5: Conspiracy Point Tank 30-inch Diameter Pipeline Failure • Emergency Scenario 6: Three Largest Groundwater Wells Offline • Emergency Scenario 7: Stoneridge Blvd 24-inch Diameter Pipeline Failure • Emergency Scenario 8: 3 MG Tank 20-inch Diameter Pipeline Failure • Emergency Scenario 9: Verdera Tank No. 3 36-inch Diameter Pipeline Failure • Emergency Scenario 10: Zone Control Valve in the Camino Cielo Walking Path Failure • Emergency Scenario 11: Zone Control Valve at Anton Lane and Andover Lane Failure All storage tanks are assumed to start at 60 percent full, as directed by the City, which correspond to initial tank levels of 20 feet in the Conspiracy Point Tank, 19 feet in Verdera Tank No. 3, and 17 feet in the 3 MG Tank. Results described in the following sections are based on this assumption and may vary if actual tank levels are lower or higher at the time of an emergency. No other operational changes are made from normal operating conditions unless otherwise stated.

It should be noted for most of the emergency scenarios the same distribution pipelines identified in the 375 Zone for the normal operations evaluation have a maximum velocity greater than 7 fps. For some emergency scenarios, additional distribution pipelines are greater than 7 fps but remain under 10 fps. No recommendations are made for these pipelines. Only new pipeline locations with velocities greater than 10 fps are identified in the results.

7.3.2.2.1 Emergency Scenario 1: Loss of All PCWA Water Sources Emergency Scenario 1 assumes loss of all PCWA regulated and unregulated supply sources. The City’s five groundwater wells and the Catta Verdera BPS are active for this scenario. As expected, pressures in the upper zones (i.e., 775, 650, 750, and 610 Zones) supplied by the unregulated connections immediately drop below 40 psi when the supply is lost as there are no other available supply facilities to these zones.

Also as anticipated, approximately seven hours after loss of supply, the tank levels in both the Conspiracy Point Tank and Verdera Tank No. 3 reach their minimum levels which cause pressures to drop below 40 psi in the 475 and 575 Zones. Since the 375 Zone has groundwater wells as additional supply, the level in the 3 MG Tank reaches its minimum level after 12 hours of supply loss and pressures within the zone drop below 40 psi after 20 hours of supply loss.

The scenario was re-evaluated with the recommended emergency BPSs from the storage capacity evaluation for the 750 and 775 Zones. Pressures in the upper zones drop below 40 psi after seven hours of loss of supply, while values for the rest of the zones remain the same. 368
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To mitigate loss of PCWA supply, the City is recommended to evaluate additional supply sources discussed in Chapter 4 (i.e., ASR wells, groundwater recharge, recycled water) and consider expanding groundwater well capacity. These recommendations are further discussed and evaluated in Chapter 8. Customers would also be required to significantly reduce water use to extend the available supply. Per the City’s Water Shortage Contingency Plan, the loss of PCWA supply would result in a shortage stage of level 6 being declared which requires water be used for health and safety purposes only. Additionally, the 750 Zone and 775 Zone emergency BPSs are recommended to be constructed to ensure continued service to the upper zones.

7.3.2.2.2 Emergency Scenario 2: Unregulated PCWA Source and Catta Verdera BPS Failure Emergency Scenario 2 assumes the loss of unregulated PCWA supply and the failure of the Catta Verdera BPS. As discussed in the previous scenario, the 775 Zone has no alternative supply source besides supply from PCWA. Without the Catta Verdera BPS, the 750, 650, and 610 Zones would also have no supply.

The scenario was re-evaluated with the inclusion of the 750 Zone and 775 Zone BPSs, which allowed the upper zones to be supplied from the 575 Zone tanks. Inflow from the regulated PCWA connections were slightly increased, but remained within the contracted amount, to account for the demands in the upper zones. Without this adjustment, after three days of supply loss, the levels in the Conspiracy Point Tank and Verdera Tank No. 3 would drop to approximately 13 feet and 9 feet, respectively. This drop in the 575 Zone tank levels would cause minimum pressures in the 475 and 575 Zones to decrease but remain above 40 psi during peak hour.

Although the Catta Verdera BPS is currently equipped with a portable generator, installation of a permanent generator is recommended. Construction of the 775 Zone emergency BPS is also recommended, as the zone lacks backup supply. While complete failure of the Catta Verdera BPS is considered unlikely, construction of the 750 Zone emergency BPS is recommended to further enhance system redundancy and reliability.

7.3.2.2.3 Emergency Scenario 3: 775 Zone Unregulated PCWA Connection Failure Emergency Scenario 3 assumes the failure of the unregulated PCWA connection supplying the 775 and 650 Zones with Catta Verdera BPS online. As previously discussed, the 775 Zone has no alternative supply source. However, the 650 Zone can receive supply from the 750 Zone via the Village 17 PRS. The Catta Verdera BPS operates and provides additional supply into the 750 Zone to support the 650 Zone demands.

The scenario was re-evaluated assuming construction of the 775 Zone emergency BPS. In this case, the Catta Verdera BPS did not operate, as the 775 Zone BPS also supplied the 650 Zone. Similar to Emergency Scenario 2, inflow from the regulated PCWA connections were slightly increased; if not adjusted, after three days of supply loss, the levels in the Conspiracy Point Tank and Verdera Tank No. 3 drop to approximately 15 feet and 12 feet, respectively. This drop in the 575 Zone tank levels would cause minimum pressures in the 475 and 575 Zones to decrease but remain above 40 psi during peak hour. As with Emergency Scenario 2, it is recommended the emergency 775 Zone emergency BPS be constructed.

7.3.2.2.4 Emergency Scenario 4: 750 Zone Unregulated PCWA Connection Failure Emergency Scenario 4 assumes the failure of the unregulated PCWA connection supplying the 750 and 610 Zones with the Catta Verdera BPS online. As discussed in Chapter 2, prior to the installation of the unregulated PCWA connection, the Catta Verdera BPS historically provided supply to these zones. In the 369
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event of an unregulated PCWA connection failure, the Catta Verdera BPS is capable of meeting zone demands which was confirmed when this scenario was evaluated in the model.

In the event of the 750 Zone unregulated connection failure, the Catta Verdera BPS becomes a critical pumping facility as defined by the criteria in Chapter 5. Therefore, it is recommended to install a permanent generator at the facility to ensure reliable operation. The construction of the 750 Zone emergency BPS is not required for this emergency scenario as the Catta Verdera BPS can provide adequate supply to the 750 and 610 Zones.

7.3.2.2.5 Emergency Scenario 5: Conspiracy Point Tank 30-inch Diameter Pipeline Failure Emergency Scenario 5 assumes a break in the 30-inch diameter transmission pipeline downstream of the Conspiracy Point Tank into the distribution system. Assuming the outflow from the Conspiracy Point Tank is shut off after the pipeline break, the Conspiracy Point Tank levels would continuously increase.

However, City operations staff continuously monitor tank levels through SCADA and would make an immediate adjustment to the inflow into the Conspiracy Point Tank to prevent the tank from overflowing.

The 3 MG Tank reaches its minimum level after six hours, and Verdera Tank No. 3 reaches its minimum level after 10 hours. Minimum pressures in the majority of the system drop below 40 psi five hours after the pipeline break.

Adjustments to model controls were made to identify operational recommendations. Within four hours after the pipeline break (i.e., before pressures drop below 40 psi and the Conspiracy Point Tank overflows), it is recommended City operations staff make the following adjustments to maintain adequate service during repairs:
• Shut off valve for the 30-inch diameter transmission pipeline downstream of the Conspiracy Point Tank
• Shut off supply into the Conspiracy Point Tank
• Increase supply through the regulated PCWA connection at the metering station at the Verdera Tank No. 3 site
• Turn on all groundwater wells
• Reduce inflow significantly into the 3 MG Tank
With these adjustments, the levels in the active tanks are generally lower than levels during normal operations; Verdera Tank No. 3 ranges from approximately 7 to 14 feet, while the 3 MG Tank ranges from approximately 9 to 20 feet. Figure 7-5 shows the change in minimum pressures compared to normal operations under maximum day demand (Figure 7-2). Pressures in the western portion of the 375 Zone increase by 5 to 10 psi, while pressures in the 575 Zone decrease by 5 to 10 psi north of Stonebridge Boulevard and by more than 10 psi south of Stonebridge Boulevard. However, almost all customer service locations remain above 40 psi under peak hour demand, with the exception of three locations near Rossi Lane, where minimum pressures are approximately 35 to 36 psi, as shown on Figure 7-5.

7.3.2.2.6 Emergency Scenario 6: Three Largest Groundwater Wells Offline Emergency Scenario 6 assumes the City’s three largest capacity groundwater wells (i.e., Nelson, Fiddyment, and Moore Road Wells) are offline. Operations remain the same as the normal operations under maximum day demand evaluation except the two wells that are operating are the two smallest capacity wells: Well 2 (800 gpm) and Westwood Well (900 gpm). Results of the evaluation indicate that 370
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there are minimal effects on the system if the three largest capacity wells are offline. Pressures drop minimally (0 to 1.5 psi) compared to the pressures from the normal operations under maximum day demand. There are no customer service locations that experience pressures below 40 psi during peak hour. No recommendations are made for this scenario.

7.3.2.2.7 Emergency Scenario 7: Stoneridge Blvd 24-inch Diameter Pipeline Failure Emergency Scenario 7 assumes a break in the 24-inch diameter transmission pipeline in Stonebridge Boulevard west of the Catta Verdera BPS. Figure 7-6 shows the change in minimum pressures compared to normal operations under maximum day demand (Figure 7-2). As shown on Figure 7-6, minimum pressures in the 575 Zone north of Twelve Bridges Drive decrease by five (5) to more than 15 psi, with the greatest impacts occurring in neighborhoods north and south of Stonebridge Boulevard (i.e., along Hidden Hills Lane, Monument Drive, Winding Way, Blue Heron Loop, Kingfisher Lane, and Spring Valley Parkway). Minimum pressures in the 575 Zone south of Twelve Bridges Drive increase slightly by 0 to 5 psi, while pressures in the rest of the system decrease minimally by 0 to 5 psi. However, no customer service locationsin the entire system drop below 40 psi under peak hour demand. No recommendations are made for this scenario.

7.3.2.2.8 Emergency Scenario 8: 3 MG Tank 20-inch Diameter Pipeline Failure Emergency Scenario 8 assumes a break in the 20-inch diameter transmission pipeline downstream of the 3 MG Tank into the distribution system. Assuming the outflow from the 3 MG Tank is shut off after the pipeline break, the 3 MG Tank levels would continuously increase. However, City operations staff continuously monitor tank levels through SCADA and would make an immediate adjustment to the inflow into the 3 MG Tank to prevent the tank from overflowing. The Conspiracy Point Tank reaches its minimum level after 33 hours, and Verdera Tank No.3 reaches its minimum level after 32 hours. Minimum pressures in the Turkey Creek Estates and Lincoln Meadows developments drop below 40 psi five hours after the pipeline break.

Similar to Emergency Scenario 5, adjustments to model controls were made to identify operational recommendations. Within four hours after the pipeline break (i.e., before pressures drop below 40 psi), it is recommended City operations staff make the following adjustments to maintain adequate service to customers while the pipeline is being repaired:
• Shut off valve for the 20-inch diameter transmission pipeline downstream of the 3 MG Tank • Reduce inflow into the 3 MG Tank
• Turn on two groundwater wells
• Decrease supply through the regulated PCWA connection at the metering station at the Conspiracy Point Tank site
• Decrease supply through the regulated PCWA connection at the metering station at the Verdera Tank No. 3 site
With these adjustments, tank levels are generally lower than levels during normal operations; the 3 MG Tank ranges from approximately 11 to 16 feet, the Conspiracy Point Tank ranges from approximately 11 to 19 feet, while Verdera Tank No. 3 ranges from approximately 8 to 16 feet. Figure 7-7 shows the change in minimum pressures compared to normal operations under maximum day demand (Figure 7-2). As shown on Figure 7-7, the Esplanade and Turkey Creek Estates developments in the 375 Zone experience the largest minimum pressure decrease by more than 10 psi and pressures southwest of Esplanade decrease 371
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by 10 to 15 psi. Majority of pressures in the remaining 375 Zone decrease by 5 to 10 psi, while pressures in the remainder of the system decrease minimally by 0 to 5 psi. However, most customer service locations remain above 40 psi under peak hour demand, with the exception of Turkey Creek Estates, where minimum pressures are approximately 35 to 39 psi, as shown on Figure 7-7.

The City may consider installing a temporary emergency BPS to help boost pressures in Turkey Creek Estates in the event of emergency. However, it should be noted, within the next five years, the 20-inch diameter transmission pipeline is planned to be replaced by a 30-inch diameter transmission pipeline and a new pressure zone (450 Zone) will be created to serve Village 1 developments located in high elevations.

This transmission pipeline replacement and new 450 Zone are planned to be completed as part of the Leavell Ranch Project in Village 1 and West Yost is currently conducting a water system hydraulic evaluation to assess the impacts of this development on the City’s water system. The proposed 450 Zone will be supplied through a PRS from the 575 Zone with a secondary PRS from the 610 Zone. Additionally, as part of the Leavell Ranch development, an emergency PRS from the 450 to 375 Zone near Turkey Creek Estates is recommended to be constructed which will provide a secondary supply avenue for the 375 Zone.

This emergency PRS would help alleviate low pressures in the event of the 20-inch diameter pipeline (or new 30-inch diameter pipeline) failure. Recommendations associated with the Leavell Ranch Project are further evaluated and discussed in Chapter 8.

7.3.2.2.9 Emergency Scenario 9: Verdera Tank No. 3 36-inch Diameter Pipeline Failure Emergency Scenario 9 assumes a break in the 36-inch diameter transmission pipeline downstream of Verdera Tank No. 3 into the distribution system. Assuming the outflow from Verdera Tank No. 3 is shut off after the pipeline break, Verdera Tank No. 3 tank levels would continuously increase. However, City operations staff continuously monitor tank levels through SCADA and would make an immediate adjustment to the inflow into Verdera Tank No. 3 to prevent the tank from overflowing. The Conspiracy Point Tank reaches its minimum level after seven hours, and the 3 MG Tank reaches its minimum level after 11 hours. Minimum pressures at several locations in the system drop below 40 psi five hours after the pipeline break.

Similar to Emergency Scenario 5, adjustments to model controls were made to identify operational recommendations. Within four hours after the pipeline break (i.e., before pressures drop below 40 psi), it is recommended City operations staff make the following adjustments to maintain adequate service to customers while the pipeline is being repaired:
• Shut off valve for the 36-inch diameter transmission pipeline downstream of Verdera Tank No. 3
• Shut off supply into Verdera Tank No. 3
• Increase supply through the regulated PCWA connection at the metering station at the Conspiracy Point Tank site
• Turn on all groundwater wells
• Reduce inflow significantly into the 3 MG Tank
With these adjustments, the levels in the active tanks are generally lower than levels during normal operations; Conspiracy Point Tank ranges from approximately 7 to 15 feet, while the 3 MG Tank ranges from approximately 9 to 20 feet. Figure 7-8 shows the change in minimum pressures compared to normal operations under maximum day demand (Figure 7-2). Pressures in the western portion of the 375 Zone 372
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increase by 5 to 10 psi, while pressures in the 575 Zone decrease by more than 10 psi north of Twelve Bridges Drive and by 5 to 10 psi south of Twelve Bridges Drive. However, almost all customer service locations remain above 40 psi under peak hour demand, with the exception of three locations near Rossi Lane, where minimum pressures are approximately 36 to 38 psi, as shown on Figure 7-8.

7.3.2.2.10 Emergency Scenario 10: Zone Control Valve in the Camino Cielo Walking Path Failure Emergency Scenario 10 assumes failure of the normally closed 12-inch diameter zone control valve located in the Camino Cielo walking path, which separates the 610 and 575 Zones. For this scenario, the valve is assumed to fail fully open, resulting in an average flow of 1,050 gpm and a maximum flow of 1,400 gpm from the 610 Zone to the 575 Zone.

With the 610 Zone supplying the 575 Zone, flow from the unregulated PCWA connection in the 750 Zone increases substantially to meet the additional 575 Zone demands and significantly exceeds the contracted maximum deliverable amount by 226 percent. The Catta Verdera BPS also operates continuously to support demands in the 750 and 610 Zones, but because it draws from the 575 Zone it is effectively pumping in a loop. Additionally, the 575 Zone tanks continuously fill and reach overflow levels about three days after the valve failure, while the level in the 3 MG Tank is approximately 23 feet.

The main concern with a sudden failure of a zone control valve is the resulting pressure changes and high velocities. In the 610 Zone, minimum pressures decrease on average by six (6) psi; however, no customer service locations drop below 40 psi. In the 575 Zone, maximum pressures increase by four (4) to five (5) psi, with most locations remaining below 120 psi. Figure 7-9 shows the maximum pressures under maximum day demand in the 575 Zone. As shown on Figure 7-9, a few customer service locations north and south of Stonebridge Boulevard (i.e., along Winding Way, Blue Heron Loop, and Monument Drive) and at the southeastern border of the 575 Zone exceed the maximum pressure criterion, however, pressures remain at or below 125 psi. Areas with known maximum pressures near 135 psi along Hidden Hills Lane increase to approximately 136 to 139 psi. Pressures in the remainder of the system remain similar to normal conditions.

It is recommended City consider the following to maintain adequate service to customers while the zone control valve is being repaired:
• Shut off the Catta Verdera BPS to prevent pumping in a circle • Close valves feeding the 12-inch diameter pipeline connected to the zone control valve to isolate the valve for repair
• Install motor-operated valves upstream and downstream of the 12-inch diameter pipelines to be able to quickly isolate the valve for repair

7.3.2.2.11 Emergency Scenario 11: Zone Control Valve at Anton Lane and Andover Lane Failure Emergency Scenario 11 assumes the failure of the normally closed 8-inch diameter zone control valve located at the intersection of Anton Lane and Andover Lane, which separates the 475 and 375 Zones. For this scenario, the valve is assumed to fail fully open, resulting in an average flow of 2,224 gpm and a maximum flow of 2,400 gpm from the 475 Zone to the 375 Zone. Due to the increase in supply from the 475 Zone, supply from the 3 MG Tank would decrease and tank levels would continuously increase.

However, City operations staff continuously monitor tank levels through SCADA and would make an 373
Chapter 7
Existing System Evaluation
N-C-206-60-24-56-WP-R-WMP
7-18 City of Lincoln
Water Master Plan Update
January 2026
immediate adjustment to the inflow into the 3 MG Tank to prevent the tank from overflowing. Tank levels in the Conspiracy Point Tank and Verdera Tank No. 3 are at 10 feet and 4 feet, respectively.

As previously discussed, the main concern with a sudden failure of a zone control valve is the resulting pressure changes and high velocities. Figure 7-10 shows the change in minimum pressures compared to normal operations under maximum day demand (Figure 7-2) and locations of maximum velocity exceedances. In the 475 Zone, minimum pressures near the valve decrease by five (5) to more than 15 psi, while the remainder of the zone experiences minimal decreases of 0 to 1 psi; no customer service locations drop below 40 psi during peak hour. In the 375 Zone, maximum pressures closest to the valve increase by 2 to 3 psi, with no locations exceeding 120 psi.

As shown on Figure 7-10, the largest pressure decreases and highest velocities occur upstream of the valve along the 8-inch diameter pipelines in Anton Lane and in Beckwith Lane between Anton Lane and Monument Drive. This segment experiences extremely high velocities, with an average of 14.3 fps and maximum values ranging from 10 to 15 fps. These high velocities for long-sustained periods can lead to pipeline breaks. Pressures and velocities in the remainder of the system remain similar to normal conditions. No recommendations are made for this scenario, however, the City should be aware of the pipelines in this location if the valve failure were to occur.

7.4 SUMMARY OF FINDINGS AND RECOMMENDATIONS FOR THE EXISTING

WATER SYSTEM
Findings and recommended improvements for the existing water system are summarized below.

Figure 7-11 summarizes all recommended improvements for the existing water system. These recommendations are used to develop a recommended capital improvement program, which is further described in Chapter 10.
• Supply
— No supply-related improvements are recommended.
• Storage and Pumping
— Address the existing storage deficit in the 375 Pressure Zone through installation of dedicated on-site backup power at the Nelson and Moore Wells to provide 1.76 MG of EGWC and improve system reliability.
— Address the existing storage deficit in the 750 Pressure Zone through construction of a new emergency booster pump station at the Verdera Tank No. 3 tank site with a minimum capacity of two (2) mgd.
— Address the existing storage deficit in the 775 Pressure Zone through construction of a new emergency booster pump station at the Conspiracy Point Tank site with a minimum capacity of four (4) mgd.
• Pipelines
— Replace 8-inch diameter pipeline at intersection of 1st Street and Joiner Parkway with a new 16-inch diameter pipeline to mitigate velocity exceedance. — Replace 8-inch diameter pipeline at intersection of E Street and McBean Park Drive with a new 12-inch diameter pipeline to mitigate velocity exceedance. 374
Chapter 7
Existing System Evaluation
N-C-206-60-24-56-WP-R-WMP
7-19 City of Lincoln
Water Master Plan Update
January 2026
• Rehabilitation and Replacement
— Enhance the City’s existing pipeline R&R program to accelerate the replacement of aging and undersized distribution pipelines on a proactive and programmatic basis before they fail and require emergency repair and replacement. A recommended program is described in Chapter 9. Upsizing many of the smaller diameter pipelines would improve fire flow in the downtown area of the City.
• Other Recommendations
— Update flushing program to include water quality parameters to improve water quality in the developments in northeastern extent of City limits, the Turkey Creek Estates development, and the Airport Area.
375
TU
TU
TU
XW
XW
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XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
2!!
2!!
¬«65
¬«193

N I C O L A U S R D

D E L W E
B
B
B
L
V
D

E A S T A V E
E
J
O

I N E R
P
K
W
Y

T W E L V E B R I D G E S
D
R

N E L S O N L N
S I E
R
R
A
C
O
L
L
E
G
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B
L V D
M C C
O
U
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T
N
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Y
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D
J
O I N
E
R
P
K WY
P
A
R
K
D R

G L A D D I N G R D

V E N T U R E D R

M O O R E R D

A V I A T I O N B L V D

V I R G I N I A T O W N R D

S H E R I D A N

L I N C O L N

B L V D

A T H E N S A V E

W I S E R D

F I D D Y M E N T R D

N D O W D R D S D O W D R D

E C A T L E T T R D

L I N C O L N
B
L
V
D
Conspiracy
Point Tank
Verdera
Tank #3
3 MG Tank Moore
Rd Well
Nelson
Well
Fiddyment
Well
Notes:

1. Total system average day demand
is 9.0 million gallons per day
(refer to Table 7-1).

2. Velocities in the entire system are less
than 7 feet per second.

Minimum System Pressure
Less than 40 psi
40 - 60 psi
60 - 80 psi
80 - 100 psi
Greater than 100 psi
Existing System Facilites
2!!
Placer County Water
Agency Metering Station
") Groundwater Well
[PS ±
Catta Verdera Pump
Station
XW
Pressure Regulating
Station
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Existing Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
City Limit
Figure 7-1
Minimum Pressure at
Average Day Demand
Existing Water System
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-1_ADD_MinPsi: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU.aprx - ayan - 12/30/2025 376
TU
TU
TU
XW
XW
XW
XW XW
XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
2!!
2!!
¬«65
¬«193

N I C O L A U S R D

D E L W E
B
B
B
L
V
D

E A S T A V E
E
J
O

I N E R
P
K
W
Y

T W E L V E B R I D G E S
D
R

N E L S O N L N
S I E
R
R
A
C
O
L
L
E
G
E
B
L V D
M C C
O
U
R
T
N
E
Y
R
D
J
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E
R
P
K WY
P
A
R
K
D R

G L A D D I N G R D

V E N T U R E D R

M O O R E R D

A V I A T I O N B L V D

V I R G I N I A T O W N R D

S H E R I D A N

L I N C O L N

B L V D

A T H E N S A V E

W I S E R D

F I D D Y M E N T R D

N D O W D R D S D O W D R D

E C A T L E T T R D

L I N C O L N
B
L
V
D
Conspiracy
Point Tank
Verdera
Tank #3
3 MG Tank Moore
Rd Well
Nelson
Well
Fiddyment
Well
Notes:

1. Total system maximum day demand
is 16.9 mgd and peak hour demand
is 36.9 mgd (refer to Table 7-1).

3. Velocities in the entire system are less
than 7 fps.

Minimum System Pressure
Less than 40 psi
40 - 60 psi
60 - 80 psi
80 - 100 psi
Greater than 100 psi
Existing System Facilites
2!!
Placer County Water
Agency Metering Station
") Groundwater Well
[PS ±
Catta Verdera Pump
Station
XW
Pressure Regulating
Station
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Existing Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
City Limit
Figure 7-2
Minimum Pressure at
Maximum Day Demand
Existing Water System
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-2_MDD_MinPsi: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU.aprx - ayan - 12/30/2025 377
TU
TU
TU
XW
XW
XW
XW XW
XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
2!!
2!!
¬«65
¬«193

N I C O L A U S R D

D E L W E
B
B
B
L
V
D

E A S T A V E
E
J
O

I N E R
P
K
W
Y

T W E L V E B R I D G E S
D
R

N E L S O N L N
S I E
R
R
A
C
O
L
L
E
G
E
B
L V D
M C C
O
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T
N
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Y
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J
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E
R
P
K WY
P
A
R
K
D R

G L A D D I N G R D

V E N T U R E D R

M O O R E R D

A V I A T I O N B L V D

V I R G I N I A T O W N R D

S H E R I D A N

L I N C O L N

B L V D

A T H E N S A V E

W I S E R D

F I D D Y M E N T R D

N D O W D R D S D O W D R D

E C A T L E T T R D

L I N C O L N
B
L
V
D
Conspiracy
Point Tank
Verdera
Tank #3
3 MG Tank
Moore
Rd Well
Nelson
Well
Fiddyment
Well
Notes:

1. Total system minimum day demand
is 4.7 mgd which was used to develop
the minimum day diurnal in Chapter 3.

2. Water age was evaluated over a
30-day period.

Maximum Water Age
Less than 2 days
2 - 3 days
3 - 4 days
4 - 7 days
Greater than 7 days
Existing System Facilites
2!!
Placer County Water
Agency Metering Station
") Groundwater Well
[PS ±
Catta Verdera Pump
Station
XW
Pressure Regulating
Station
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Existing Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
City Limit
Figure 7-3
Maximum Water Age at
Minimum Day Demand
Existing Water System
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-3_WaterAge: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU.aprx - ayan - 12/30/2025 378
TU
TU
TU
XW
XW
XW
XW XW
XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
2!!
2!!
¬«65
¬«193

N I C O L A U S R D

D E L W E
B
B
B
L
V
D

E A S T A V E
E
J
O
I
N E R
P
K
W
Y

T W E L V E B R I D G E S D R

N E L S O N L N
S I E
R
R
A
C
O
L
L
E
G
E
B
L V D
M C C
O
U
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T
N
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R
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W
Y
P
A
R
K
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G L A D D I N G R D

V E N T U R E D R

M O O R E R D

A V I A T I O N B L V D

V I R G I N I A T O W N R D

S H E R I D A N

L I N C O L N

B L V D

A T H E N S A V E

W I S E R D

F I D D Y M E N T R D

N D O W D R D S D O W D R D

E C A T L E T T R D

L I N C O L N B L V D
Conspiracy
Point Tank
Verdera
Tank #3
3 MG Tank
Well
#2
Moore
Rd Well
Nelson
Well
Fiddyment
Well
Percent of Available Fire Flow
≥ 100% of Criteria
75 - 100% of Criteria
50 - 75% of Criteria
< 50% of Criteria
Existing System Facilites
2!!
Placer County Water
Agency Metering Station
") Groundwater Well
[PS ±
Catta Verdera Pump
Station
XW
Pressure Regulating
Station
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Existing Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
City Limit
Figure 7-4
Percent of Fire Flow
Requirement Available
Existing Water System
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-4_MDD_FF: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU.aprx - ayan - 12/30/2025 Notes:

1. The available flow at each junction is
the maximum flow available while
maintaining 20 psi residual system
pressure and a maximum velocity
of 10 fps in future pipelines.

2. Available fire flow is what is available in
the distribution system, and does not
take into account losses through
hydrant assemblies and laterals.

3. Tested locations that do not meet
recommended fire flow criteria are
areas with larger fire flow requirements
and/or located at older and/or small
diameter dead-end pipelines.
379
TU
TU
TU
XW
XW
XW
XW XW
XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
2!!
2!!
¬«65
¬«193

N I C O L A U S R D
D E L
W
E
B
B
B
L
V
D

E A S T A V E
E
J
O I N
E
R
P
K
W
Y

T W E L V E B R I D G E S D R

N E L S O N L N
S I E
R
R
A
C
O

L L E G E

B L V D
M
C
C
O
U
R
T
N
E
Y
R
D
J
O I N
E
R
P
K
W
Y
P
A
R
K
D R

G L A D D I N G R D

V E N T U R E D R

M O O R E R D

A V I A T I O N B L V D

V I R G I N I A T O W N R D

S H E R I D A N

L I N C O L N

B L V D

A T H E N S A V E

W I S E R D

F I D D Y M E N T R D

N D O W D R D S D O W D R D

E C A T L E T T R D
L
I
N
C
O
L
N
B
L
V
D
35 36
35 Conspiracy
Point Tank
3 MG Tank
Verdera
Tank #3
Well #2
Westwood Well
Moore Rd
Well
Nelson
Well
Fiddyment
Well
Notes:

1. Emergency Scenario 5 assumes a
break in the 30-inch diameter main
from the Conspiracy Point Tank with
the following operational changes
from normal conditions: all wells are
operating, inflow to the 3 MG Tank
is reduced, and PCWA inflow to
Verdera Tank #3 is increased.

2. Results shown are the difference in
minimum pressures between existing
normal (Figure 7-2) and emergency
conditions under maximum day
demand with peak hour.

3. Junctions with minimum pressures
below 40 psi are labelled.

Transmission Main Break
Change in Pressure
Greater than -10 psi
-10 to -5 psi
-5 to 0 psi
0 to 5 psi
5 to 10 psi
Greater than 10 psi
System Facilites
2!!
Placer County Water
Agency Metering Station
[PS ±
Catta Verdera Pump
Station
XW
Pressure Regulating
Station
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
Existing City Limit
Figure 7-5
Change in
Minimum Pressures
Emergency Scenario 5
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-5_EM_5_PSI: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU_Emergency.aprx - ayan - 10/21/2025 380
TU
TU
TU
XW
XW
XW
XW
XW
XW
XW
XW
XW
XW
[PS ±
2!!
2!!

E J O I N E R P K W Y D E L
W E
B
B
B
L
V
D

H I D D E N H I L L S L N

E A S T R I D G E
D
R

S O U T H C R E E K
D
R
C A M
I
N
O
V
E
R
D
E R A

B L U E H E R O N L O O
P

V I S T A D E
M
A
D
E
R
A

S E C R E T
L
A
K
E

L O O P

M O N U M E N T D R

K I N G F I S H E R L N

W I N D I N G W A Y
L
A
D
E
R
A
D
R

R I D G E C R E S
T
D R

T W E L V E B R I D G
E
S
D
R

S P R I
N
G
V
A
L
L
E
Y
P
K
W
Y

S T O N E R I D G E

B L V D
S
I
E
R
R
A
C
O
L

L E G E B L V D

M O N T E V E R D E
D R

C A M I N O C I E L O
Conspiracy
Point Tank
3 MG
Tank
Verdera
Tank #3
Twelve Bridges
Spring Valley 1
Spring Valley 2
Wildomar
Stoneridge
Village 18
Village 17
Village 13
Village 19
Eastridge
Notes:

1. Emergency Scenario 7 assumes a break
in the 24-inch diameter main in
Stonebridge Boulevard with no
operational changes from normal
conditions.

2. Results shown are the difference in
minimum pressures between existing
normal (Figure 7-2) and emergency
conditions under maximum day
demand with peak hour.

3. No service locations have minimum
pressures below 40 psi.

Transmission Main Break
Change in Pressure
Greater than -15 psi
-15 to -10 psi
-10 to -5 psi
-5 to 0 psi
0 to 5 psi
System Facilites
2!!
Placer County Water
Agency Metering Station
[PS ±
Catta Verdera Pump
Station
XW
Pressure Regulating
Station
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
Existing City Limit
Figure 7-6
Change in
Minimum Pressures
Emergency Scenario 7
0 1,000 2,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-6_EM_7_PSI: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU_Emergency.aprx - ayan - 10/21/2025 381
TU
¬«193

M C B E A N P A R K D R

L I N C O L N
B
L
V
D
6 T H S T
5 T H S T
4 T H S T
3 R D S T

E A S T A V E
F
E
R

R A R I

R A N C H R D
1 S T S T
O S T
O V
E
R
L
A
N
D
L N
I
N
G
R
A
M
P
K
W
Y
7 T H S T
D S T
O
A
K
T
R
E
E
L
N
V I R
G

I N I A T O W N R D

D E L W E B B B L V D
J S T
I S T
H S T
E S T
W
A
G
O N

W H E E L L N
S U N

C I T Y
B
L V
D

J O I N E R P K W Y
39 39
36 38
37 34
34 33
33 34
38 37 38
37 37
35 35
39 38
35 38
3 MG Tank
Notes:

1. Emergency Scenario 8 assumes a
break in the 20-inch diameter main
from the 3 MG Tank with the
following operational changes
from normal conditions: 2 wells are
operating full-time, inflow to the
3 MG Tank is reduced, and PCWA
inflow to both 575 Zone tanks is
decreased.

2. Results shown are the difference in
minimum pressures between existing
normal (Figure 7-2) and emergency
conditions under maximum day
demand with peak hour.

3. Junctions with minimum pressures
below 40 psi are labelled.

Transmission Main Break
Change in Pressure
Greater than -15 psi
-15 to -10 psi
-10 to -5 psi
-5 to 0 psi
0 to 5 psi
System Facilities
TU Storage Tank
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Boundaries
375 Zone
475 Zone
575 Zone
610 Zone
Existing City Limit
Figure 7-7
Change in
Minimum Pressures
Emergency Scenario 8
0 1,000 2,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-7_EM_8_PSI: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU_Emergency.aprx - ayan - 10/21/2025 382
TU
TU
TU
XW
XW
XW
XW XW
XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
2!!
2!!
¬«65
¬«193

N I C O L A U S R D
D E L
W
E
B
B
B
L
V
D

E A S T A V E
E
J
O
I
N
E
R
P
K
W
Y

T W E L V E B R I D G E S D R

N E L S O N L N
S I E
R
R
A
C
O

L L E G E

B L V D
M
C
C
O
U
R
T
N
E
Y
R
D
J
O I N
E
R
P
K
W
Y
P
A
R
K
D R