Lincoln City Council
January 27, 2026

2026 REGULAR MEETING - CITY COUNCIL / LINCOLN REDEVELOPMENT SUCCESSOR AGENCY / LINCOLN PUBLIC FINANCING AUTHORITY*
January 27, 2026

CITY OF LINCOLN
2026 REGULAR MEETING - CITY COUNCIL /

LINCOLN REDEVELOPMENT SUCCESSOR AGENCY
/ LINCOLN PUBLIC FINANCING AUTHORITY*
January 27, 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
ZOOM
register by using this link:
https://us06web.zoom.us/webinar/register/WN_L1sVeRjjSwaygN5OEfk5ew or participate by calling US: +1 (669) 900-6833
use ID #842 1355 6096
and use *9 to raise hand to speak
600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 1 1. CALL TO ORDER

2. ROLL CALL

EXECUTIVE TEAM
Sean Scully, City Manager Kristine Mollenkopf, City Attorney 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.

CLOSED SESSION - 4:30pm
Initiation of litigation pursuant to paragraph (4) of subdivision (d) of Section 54956.9 (One potential case).

Conference with Legal Counsel - Existing Litigation. City of Lincoln v. The Gathering Inn, et al., Placer County Superior Court case no. S-CV-0053711 600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 2 3. PUBLIC COMMENT ON CLOSED SESSION *In person only.

4. CALL TO ORDER

5. ROLL CALL

6. REPORT FROM CLOSED SESSION (if any)

7. PLEDGE OF ALLEGIANCE

8. AGENDA MODIFICATIONS

9. PRESENTATIONS

10. 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.

11. CONSENT

12. PUBLIC HEARINGS

13. GENERAL BUSINESS
GENERAL SESSION - 6:00pm

INSPIRATION OR INVOCATION

9.A Moment of Silence for U.S. Congressman Doug LaMalfa (Mayor Pearl)

9.B Lincoln Fire Department's 2025 Annual Report Presentation (Fire Chief Mejia)

11.A Approval of Meeting Minutes of the January 13, 2026 Regular City Council Meeting. (Hope Ithurburn)

11.B Adopt a Resolution Authorizing the City Manager to Execute a Purchase Order for Two Autocar/New Way Residential Garbage Collection Trucks and Two Electric Vehicle (EV) Pickup Trucks for the Solid Waste Division. (Matthew Medill/Mike Osborne)

11.C Waive Second Reading and Adopt an Ordinance of the City Council of the City of Lincoln Amending the LMC to Regulate the Operation of Mobility Devices on City Sidewalks. (Kristi McKenney)

11.D Waive Second Reading and Adopt an Ordinance Repealing Chapter 5.40 of the Lincoln Municipal Code Entitled, "Fortunetelling and Occult Arts". (Kristi McKenney)

11.E Adopt a Resolution Approving Acquisition Funding Agreement for Century Communities Hidden Hills Project Utilizing BOLD Program Financing (Nita Wracker)

13.A Water Master Plan Update Presentation. (Araceli Cazarez) 600 Sixth Street ◆ Lincoln, CA 95648 ◆ www.lincolnca.gov ◆ 916-434-2400 3 14. CITY MANAGER REPORTS

15. COUNCIL INITIATED BUSINESS

16. COMMITTEE REPORTS

17. INFORMATION ITEMS

18. ADJOURNMENT

13.B Receive a Report of the City of Lincoln Truck Route Study. (Nita Wracker) 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 4 SUBJECT: Initiation of litigation pursuant to paragraph (4) of subdivision (d) of Section 54956.9 (One potential case).

SUBMITTED BY: City Clerk
DEPARTMENT: City Attorney's Office
DATE: January 27, 2026

STAFF REPORT
5 SUBJECT: Conference with Legal Counsel - Existing Litigation. City of Lincoln v. The Gathering Inn, et al., Placer County Superior Court case no. S-CV-0053711
SUBMITTED BY: City Clerk
DEPARTMENT: City Attorney's Office
DATE: January 27, 2026

STAFF REPORT
6 SUBJECT: Moment of Silence for U.S. Congressman Doug LaMalfa (Mayor Pearl)
SUBMITTED BY: City Clerk
DEPARTMENT: City Clerk's Office
DATE: January 27, 2026
Item Number 9.A

STAFF REPORT
7 SUBJECT: Lincoln Fire Department's 2025 Annual Report Presentation (Fire Chief Mejia)
SUBMITTED BY: Anthony Mejia
DEPARTMENT: Fire
DATE: January 27, 2026
Item Number 9.B
ATTACHMENTS:
2025 LFD Annual Report.pptx

STAFF REPORT
8 LFD 2025

ANNUAL REPORT
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13  Station Tours
 School Presentations
 School Career Fairs
 HOA Presentations
 Coffee with the Chief
 Retired Firefighter Coffee
 Senior Fair
 Fill the Boot for Burn
Victims
 4th of July Parade
 National Night Out
 Kids and Trucks
event
 Annual Turkey Drive
 Christmas Parade
 Neighborhood Santa
Tour
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18 THANK YOU FOR YOUR SUPPORT!
19 SUBJECT: Approval of Meeting Minutes of the January 13, 2026 Regular City Council Meeting. (Hope Ithurburn)
SUBMITTED BY: City Clerk
DEPARTMENT: City Manager's Office
DATE: January 27, 2026
Item Number 11.A
BACKGROUND/INTRODUCTION:

ATTACHMENTS:

DRAFT - MEETING MINUTES WITH HANDOUTS.pdf

STAFF REPORT
20 MINUTES

CITY OF LINCOLN CITY COUNCIL,

PUBLIC FINANCE AUTHORITY
and REDEVELOPMENT SUCCESSOR AGENCY
Regular Meeting
January 13, 2026

CLOSED SESSION MEETING
The meeting was conducted in person at City Hall, 600 6th Street, Lincoln, CA in the City Manager’s Conference Room.

CLOSED SESSION AGENDA ITEMS
A. Conference with Labor Negotiator – Pursuant to Government Code Section 54957.6, City Designated Representative: Veronica Rodriguez, Organization: Lincoln Professional Firefighters Association

1. CALL TO ORDER -The meeting was called to order by Mayor Pearl at 5:00pm.

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

3. 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.

4. CALL TO ORDER by Mayor Pearl at 6:00 PM

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

6. PLEDGE OF ALLEGIANCE – led by Mark Andreatta.

7. REPORT FROM CLOSED SESSION – City Attorney reported there was no reportable action.

8. AGENDA MODIFICATIONS – Council Initiated Business moved to after Public Comment.

9. PRESENTATIONS – None.

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

JURISDICTION OF THE COUNCIL
The following provided public comment:

Karen Meredith
Ruth Cox
21

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
January 13, 2026
Marjorie Proffitt
Donelle Collins
Rita Piziali
Sandi Dolbee
Jennifer Johnson
Carole Edwards
Karie Geiger
Lenore Ward
Steve Bringman
Stan Nader
Linda Youngmayr
Garrett Culp
Branden Culp
Matthew Oliver
Isabella Work
Byron Chapman
Gloria Eugan
Angelica Buklerns
Marguerite Schellentrager
Pastor Carmen
Dan Catania
Stacey Hollis
Beth Bourne
Rachel Ortiz
Adrian Jatan
Kennedy Kruse
Jake Poulsen
Maria Rizzardo
William Preston
James Jenkins
Rae-Anne Barrett
Rebecca Warner
Will Smidt
Olga Rodriguez
Joanna Loya
Jerusha Loya
Elliot Armstrong
Comment via Zoom:

Lena Labosky
Seeing no further public comments, Mayor Pearl closed public comment.

15. COUNCIL INITIATED BUSINESS
Councilmember Andreatta made a statement.

Mayor Pearl spoke in regards to Councilmember Andreatta’s statement.

Multiple Councilmembers requested reviewing Council’s code of conduct. 22

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
January 13, 2026

11. 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.

11.A Approval of Meeting Minutes of December 9, 2025, Regular City Council meeting.

11.B Adopt RESOLUTION 2026-001 Approving the City Council Appointments to the City of Lincoln Boards, Commissions, and Committees and the External Joint Power Agencies Regional Boards, Commissions, and Committees and Receive the Local Appointment List as required by California Government Code 54970, Maddy Act.

11.C Adopt RESOLUTION 2026-002 Authorizing the City Manager to Execute a Task Order Amendment No. 1 with Kimley-Horn for Engineering Services related to the Traffic Signal Analysis & Implementation Project (CIP 692).

11.D Adopt RESOLUTION 2026-003 Approving the Annual Report for the Fiscal Year Ending June 30, 2025, and Making Findings as Required by the Mitigation Fee Act.

11.E Adopt RESOLUTION 2026-004 Approving the Improvement Plans and Technical Specifications and Authorizing the Engineering Department to Proceed with Bidding the Project for Construction for the Water Rehabilitation FY 23/24 (CIP 654).

11.F Adopt RESOLUTION 2026-005 Authorizing the City Manager to Execute a Task Order for Professional Services With R.E.Y Engineers, Inc. In The Amount Of $336,163 For the Design of K St, O St, P St & 5th St Water Rehabilitation Capital Improvement Project (CIP 713).

11.G Adopt RESOLUTION 2026-006 Authorizing the City Manager to Execute a Task Order with DKS Associates for Professional Engineering Services in the Amount of $125,000 for the Bikeways Master Plan 2026 Update Project.

11.H Adopt RESOLUTION 2026-007 Approving the Recognized Obligation Payment Schedule (ROPS) Pursuant to Health and Safety Code Section 34177(I) for the Period of July 1, 2026, through June 30, 2027.

Byron Chapman made a public comment regarding item 11.B City Attorney Kristine Mollenkopf made a clarification in regards to item 11.B Mayor Pearl called for a motion of approval for the items. Councilmember Reedy motioned to 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
23

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
January 13, 2026

12. PUBLIC HEARINGS

12.A Waive Full Reading and Introduce an Ordinance by Title Only, Regulating Electric Mobility Devices and further finding the Ordinance is exempt from environmental review under the California Environmental Quality Act.

Deputy City Attorney Kristi McKenney introduced the item and Police Office Brett Schneider presented to Council with a brief discussion following. Mayor Pearl opened the public hearing.

The following provided public comment:

Byron Chapman
Stan Nader
Jason Daggett
Darla Gutierrez
Mary Nader
Comment via Zoom:

Judie Panneton
Seeing no further public comments, Mayor Pearl called for a motion of approval for the item.

Councilmember Brown 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

12.B Waive Full Reading and Introduce an Ordinance by Title Only, Repealing Chapter 5.40 of the Municipal Code, entitled "Fortune Telling and Occult Arts".

Deputy City Attorney Kristi McKenney presented to Council with a brief discussion following.

Councilmember Ben Brown left the meeting at 8:50 PM.

Mayor Pearl opened the public hearing. The following provided public comment:

Stan Nader
Seeing no further public comments, Mayor Pearl called for a motion of approval for the item.

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

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

Absent: Brown
Abstain: None
Councilmember Ben Brown returned at 8:53 PM.
24

City Council, Public Finance Authority and
Redevelopment Successor Agency
Regular Meeting Minutes
January 13, 2026

13. GENERAL BUSINESS
None.

14. CITY MANAGER REPORTS
City Manager Sean Scully gave an update to Council regarding numerous items including the water master plan, new utility billing system, parking lot solar project, and fiber master plan.

16. COMMITTEE REPORTS
Councilmember Reedy provided an update to Council from Lincoln-Sewer Maintenance District 1 Wastewater Authority (LiSWA) and Western Placer Waste Management Authority (WPWMA).

17. INFORMATION ITEMS
Councilmember Andreatta requested a new date for the skate park groundbreaking event.

18. ADJOURNMENT
Mayor Pearl adjourned the meeting at 9:05 pm.

Respectfully submitted by Blair Hutchison, Deputy City Clerk ________________________________________
Blair Hutchison, Deputy City Clerk
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SUBJECT: Adopt a Resolution Authorizing the City Manager to Execute a Purchase Order for Two Autocar/New Way Residential
Garbage Collection Trucks and Two Electric Vehicle (EV) Pickup Trucks for the Solid Waste Division. (Matthew
Medill/Mike Osborne)
SUBMITTED BY: Mike Osborne
DEPARTMENT: Public Works
DATE: January 27, 2026
Item Number 11.B
STAFF RECOMMENDATION:

Staff recommends that City Council adopt a resolution authorizing the City Manager to execute a purchase order for up to $975,000 to procure two Autocar/New Way residential garbage collection trucks and another purchase order for up to $175,000 to procure two EV Pickup trucks for the Solid Waste Division, including a total of $25,000 for contingencies.

BACKGROUND/INTRODUCTION:

Through extensive research and experience with daily use on city routes, the Autocar/New Way Sidewinder configuration has been determined by staff to be the current best choice for collection of residential garbage. Once the new residential collection trucks are in service, approximately a year from now, staff will auction two 2018 Autocar Liberty Side Loaders that will have exceeded their feasible useful life.

California’s Advanced Clean Fleet (ACF) rules mandate that 50% of all new medium- and heavy-duty vehicle purchases by the City be zero-emission. Because electric garbage trucks and many other heavy-duty vehicles remain new, costly, and of unproven reliability, the City has chosen to purchase standard internal combustion engine (ICE) diesel replacement vehicles for heavy-duty needs to ensure dependable essential services and transition the medium-duty fleet to zero-emission vehicles to meet the 50% requirement.

This approach typically saves over $100,000 per new heavy-duty ICE vehicle compared to its electric counterpart. Recently staff priced an electric garbage truck at over $900,000 whereas a comparable ICE garbage truck and EV pickup together is less than $600,000 saving the City over $300,000. To balance the two proposed ICE diesel garbage trucks, two medium-duty electric pickup trucks are required. The extended-range battery option is recommended if towing is anticipated.

FINDINGS/ANALYSIS:

STAFF REPORT
57 The purchase of two solid waste collection vehicles is included in the FY 2025–26 list of budgeted CIP vehicles and equipment. These procurements support the City’s ongoing efforts to maintain efficient waste management operations and accommodate increasing collection demands. The proposed garbage trucks were priced by Western Truck Center through the Sourcewell Cooperative Purchasing Program. The two proposed EV pickup trucks are priced in accordance with the State of California cooperative purchasing contract through the Department of General Services. Staff will source the lowest cost EV Pickup trucks that meets our requirements.

Consequently, staff recommends that City Council adopt a resolution authorizing the City Manager to execute a purchase order for up to $975,000 to procure two Autocar/New Way residential garbage collection trucks and another purchase order for up to $175,000 to procure and upfit two EV Pickup trucks for the Solid Waste Division.

LEVINE ACT COMPLIANCE:

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 matter does not implicate the disclosure requirements of the Levine Act.

FISCAL IMPACT:

These projects are funded in fiscal year 2025/2026 with Fund 7350 PFE solid waste.

Budgeted for CIP V2511 in Fund 7350 $1,300,000
Projected Costs (Fund 7350)
Two Autocar/New Way Residential Garbage Collection Trucks $975,000 Two EV Pickup Trucks $175,000
Contingency $25,000
Fund 7350 Total Encumbrance $1,175,000
Budget Remaining for CIP V2511 in Fund 7350 $125,000
ATTACHMENTS:

ATTACHMENT A Cooperative Purchasing Quote for One Autocar New Way Residential Garbage Collection Truck.docx
ATTACHMENT B Representative Photo of Proposed Garbage Truck.docx ATTACHMENT C Cooperative Purchasing Quote for One EV Truck.docx ATTACHMENT D Representateive Photo of Proposed EV Truck.docx Resolution.docx
58 Attachment A
Cooperative Purchasing Quote for One Autocar/New Way Residential Garbage Collection Truck (Two will be Needed)
59 Attachment B
Representative Photo of Proposed Residential Garbage Collection Truck 60 Attachment C
Cooperative Purchasing Quote for One EV (Two will be Needed) 61 Attachment D
Representative Photo of Proposed EV
62 Resolution No. 2026-XXX

RESOLUTION 2026-XXX

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LINCOLN

AUTHORIZING THE CITY MANAGER TO EXECUTE A PURCHASE ORDER FOR $975,000 TO PROCURE TWO AUTOCAR/NEW WAY RESIDENTIAL

GARBAGE COLLECTION TRUCKS AND ANOTHER PURCHASE ORDER FOR $175,000 TO PROCURE TWO ELECTRIC VEHICLE (EV) PICKUP TRUCKS FOR THE SOLID WASTE DIVISION, INCLUDING A TOTAL OF $25,000 FOR

CONTINGENCIES
WHEREAS, two Autocar/New Way residential garbage collection trucks are needed to replace two older residential garbage trucks and meet the increasing residential solid waste collection needs of the City; and WHEREAS, through extensive research and experience with daily use on City routes, the Autocar/New Way residential garbage collection truck configuration has been determined by the staff to be the current best choice for collection of residential garbage; and
WHEREAS, the two Autocar/New Way residential garbage collection trucks were priced through Sourcewell’s Cooperative Purchasing Program; and WHEREAS, the Solid Waste Rate Study completed in 2023 included $1.5M in the Capital Improvement Plan for 2025 and 2026 in Solid Waste fund 7350 for garbage/waste collection trucks, and therefore the proposed purchases are in alignment with the Solid Waste Rate Study; and
WHEREAS, the purchase of the two residential solid waste collection vehicles proposed here is included in the FY 25/26 list of budgeted CIP vehicles and equipment under CIP V2511, and these procurements support the City's ongoing effort to ensure efficient waste management operations; and WHEREAS, California’s Advanced Clean Fleet (ACF) rules require the City to purchase an EV to balance out the purchase of any vehicle powered by internal combustion, so two EVs will be needed to balance the two proposed dieselpowered garbage trucks; and WHEREAS, the purchase of the two required EVs proposed here is adequately funded by the same CIP V2511 budget; and
WHEREAS, the two proposed EV trucks are priced according to the State contract for cooperative purchasing through the California Department of General Services.

NOW, THEREFORE, BE IT RESOLVED, that the City Council of the City of Lincoln hereby authorizes the City Manager to execute a purchase order for $975,000 to 63 Resolution No. 2026-XXX

procure two Autocar/New Way residential garbage collection trucks and another purchase order for $175,000 to procure two EV trucks for the Solid Waste Division, including a total of $25,000 for contingencies.

PASSED AND ADOPTED this 27th day of January, 2026 by the following vote:

AYES: Councilmembers:

NOES: Councilmembers:

ABSENT: Councilmembers:

ABSTAIN: Councilmembers:

Richard Pearl, Mayor
ATTEST:

Hope Ithurburn, City Clerk
64 SUBJECT: Waive Second Reading and Adopt an Ordinance of the City Council of the City of Lincoln Amending the LMC to Regulate the Operation of Mobility Devices on City Sidewalks. (Kristi McKenney)
SUBMITTED BY: Kristi McKenney
DEPARTMENT: City Attorney's Office
DATE: January 27, 2026
Item Number 11.C
STAFF RECOMMENDATION:

Staff recommends the City Council waive second reading and adopt an Ordinance regulating the operation of mobility devices on city sidewalks, and further finding the Ordinance is exempt from environmental review under the California Environmental Quality Act (“CEQA”).

BACKGROUND/INTRODUCTION:

On January 13, 2025, the City Council held a public hearing, waived first reading, and, introduced by title only an Ordinance adding Lincoln Municipal Code Chapter 12.19 regulating the operation of mobility devices on city sidewalks, and finding the Ordinance was exempt from CEQA.

This second reading is necessary to enact the Ordinance.

ATTACHMENTS:

Operation_of_Regulated_Mobility_Devices__2_.pdf

STAFF REPORT
65 Ordinance No.

ORDINANCE NO. XXXX

AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF LINCOLN, CALIFORNIA,

AMENDING THE LINCOLN MUNICIPAL CODE TO REGULATE THE OPERATION OF

MOBILITY DEVICES ON CITY SIDEWALKS
WHEREAS, the City of Lincoln has experienced a significant increase in the use of motorized devices, including electric bicycles (e-bikes) and electric motorized scooters (e-scooters), on public rights-of-way; and
WHEREAS, e-bikes and e-scooters are capable of traveling at speeds significantly greater than pedestrian walking speeds, creating a dangerous speed differential on sidewalks and increasing the risk of collisions; and
WHEREAS, these devices often operate quietly, making it difficult for pedestrians, particularly seniors, children, and persons with disabilities, to be aware of their approach from behind; and
WHEREAS, the City Council finds that sidewalks are designed and intended primarily for pedestrian use, and their use by motorized vehicles creates an unsafe environment that discourages walking and impedes safe passage; and
WHEREAS, the City has a compelling interest in ensuring the safety, accessibility, and general welfare of pedestrians on its public sidewalks; and WHEREAS, the City currently does not have regulations for mobility devices; and WHEREAS, the California Vehicle Code, including but not limited to sections 21206 and 21235, grants the City of Lincoln the authority to regulate the operation of bicycles, electric bicycles, and motorized scooters on public sidewalks to protect public safety.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF LINCOLN does ordain as follows:

Section 1. Incorporation of Recitals. The City Council hereby incorporates by reference the recitals set forth above.

Section 2. CEQA Analysis. This Ordinance is not subject to the California Environmental Quality Act (“CEQA”), as codified at Public Resources Code §§ 21000, et seq., and as further governed by 14 California Code of Regulations §§ 15000, et seq., because it is not a project as contemplated by 14 C.C.R. § 15378.

Section 3. Severability. If any section, sub-section, sentence, clause, phrase or portion of this Ordinance is for any reason held to be invalid or unconstitutional by the decision of any court of competent jurisdiction, such decision shall not affect the validity of the remaining portions of the Ordinance. City Council hereby declares that it would have adopted the Ordinance and each section, sub-section, sentence, clause, phrase or 66 Ordinance No.

portion thereof, irrespective of the fact that any one or more sections, sub-sections, sentences, clauses, phrases or portions to be declared invalid or unconstitutional.

Section 4. Publication. Within fifteen days of passage of this Ordinance, the City Clerk shall cause the full text of the Ordinance, with the names of those City Councilmembers voting for and against the Ordinance, to be published in the Lincoln News Messenger. In lieu of publishing the full text of the Ordinance, the City Clerk, if so directed by the City Attorney and within fifteen days, shall cause a summary of the Ordinance, prepared by the City Attorney and with the names of the City Councilmembers voting for and against the Ordinance, to be published in the Lincoln News Messenger, and shall post in the office of the City Clerk a certified copy of the City Councilmembers voting for and against the Ordinance. The publication of a summary of the Ordinance in lieu of the full text of the Ordinance is authorized only where the requirements of Government Code § 36933(c)(1) are met.

Section 5. Enactment. Chapter 5.25 of the Lincoln Municipal Code is hereby enacted as follows:

Chapter 12.90 OPERATION OF REGULATED MOBILITY DEVICES

12.90.010 Purpose.

The City hereby adopts the motorized mobility device ordinance to promote the safety of persons using electric bicycles, electric personal assistive mobility devices, electrically motorized boards, motorized scooters, low-speed vehicles, and other similar vehicles, all defined as “motorized mobility devices” herein, while maximizing recreational opportunities and fully exempting disabled persons operating electric mobility devices from these requirements.

12.90.020 Definitions.
“Bicycle” has the same meaning as in California Vehicle Code Section 231, as it may be amended from time to time.
“Electric bicycle” has the same meaning as in California Vehicle Code Section 312.5, as it may be amended from time to time.
“Electric personal assistive mobility device” has the same meaning as in California Vehicle Code Section 313, as it may be amended from time to time. “Electrically motorized boards” has the same meaning as in California Vehicle Code Section 313.5, as it may be amended from time to time.
“Low speed vehicle” has the same meaning as in California Vehicle Code Section 385.5, as it may be amended from time to time.
67 Ordinance No.

“Motorized scooter” has the same meaning as in California Vehicle Code Section 407.5, as it may be amended from time to time.
“E-Conveyance” means any electric bicycle, electric scooter, electric skateboard, or other device that is designed to convey one or more people and is capable of being powered by human propulsion or electric motor propulsion. “Operator” means a person who owns, operates, and/or controls a regulated mobility device.
“Public area” means any outdoor area that is open to the members of the public for public use, whether owned or operated by the city or a private party. “Regulated mobility device” means bicycles, electric bicycles, electric personal assistive mobility devices, electrically motorized boards, low-speed vehicles, motorized scooters, shared mobility devices, or other similar vehicles. “Rider” means a traveler riding in or on a regulated mobility device who is not operating it.
“Shared mobility device” has the same meaning as in California Civil Code Section 2505, as it may be amended from time to time.
“Vehicle” has the same meaning as in California Vehicle Code Section 670, as it may be amended from time to time.

12.90.020 Operation of regulated mobility devices.

No person shall ride a bicycle or e-conveyance in an unsafe manner on a public street, public right-of-way, public place, or place open to the public for vehicle or pedestrian travel.

A. Riding in an unsafe manner means an operation:

1. In a manner that violates an existing traffic safety law; or

2. In a manner that constitutes a danger to the operator, a passenger, other motorists, other riders, pedestrians, or property.

B. Examples of riding in an unsafe manner may include, but are not limited to, the following examples:

1. Riding on a public street or bikeway against the flow of traffic.

2. Not yielding to vehicles or pedestrians when required.

3. Operating an e-conveyance in a manner it was not designed for, including carrying passengers when not designed for carrying passengers. 68 Ordinance No.

4. Failing to obey posted traffic or other signs.

5. A person under the age of 18 riding without a properly fitted and fastened helmet.

6. Engaging in racing or speed contests.

7. Carrying any package, bundle, item or article which prohibits the operator from having full control and forward visibility at all times.

8. Operating a bicycle or e-conveyance at a speed greater than is reasonable and prudent under the conditions then existing taking into account the weather, pedestrian and vehicular traffic, and the surface and width of the sidewalk or roadway.

9. Performing any acrobatics, tricks, wheelies, or stunts when pedestrians or moving vehicles are close proximity.

C. Any person operating a bicycle or e-conveyance upon a street at a speed less than the normal speed of traffic moving in the same direction at such time shall ride as close as practicable to the right-hand curb or edge of the roadway, except under any of the following situations:

1. When overtaking and passing another bicycle, e-conveyance, or vehicle proceeding in the same direction.

2. When preparing for a left turn at an intersection or into a private road or driveway.

3. When reasonably necessary to avoid conditions (including, but not limited to, fixed or moving objects, vehicles, e-conveyances, bicycles, pedestrians, animals, surface hazards, or narrow width lanes) that make it unsafe to continue along the right-hand curb or edge.

4. When operating as close as practicable to the left-hand curb or edge of the roadway on a one-way street.

D. Persons riding or operating bicycles or electric bicycles shall not ride more than two abreast, except on paths or parts of a roadway set aside for the exclusive use of bicycles.

E. Any person operating a bicycle or e-conveyance who is emerging from an alley, driveway, bicycle path, building or otherwise approaching upon a sidewalk or sidewalk area, shall yield the right-of-way to all pedestrians on such sidewalk or sidewalk area, and upon entering a bicycle lane, highway, or street shall yield the right-of-way to all vehicles, bicycles, or e-conveyances on the roadway.
69 Ordinance No.

F. No operating or riding on sidewalks, walking trails, or golf cart trails.

No person shall operate or ride a regulated mobility device upon any sidewalk, walking trail, or golf cart trail within the city limits of Lincoln, California, except:

1. A person may ride a bicycle or electric bicycle on any area designated as a driveway; or

2. Any area designated as a bikeway by the City Council.

12.90.030 Equipment.

A. All persons under the age of 18 operating or riding as a passenger upon a bicycle or e-conveyance on a public street, public right-of-way, public place, or place open to the public for vehicle and pedestrian travel must wear a properly fitted and fastened bicycle helmet.

B. No person shall operate a bicycle or electric bicycle on a roadway unless it is equipped with a brake that will enable the operator to make one braked wheel skid on dry, level, clean pavement.

C. All bicycles and electric bicycles shall have reflectors affixed to both the front and back wheels and on the rear of the bicycle or electric bicycle.

D. All bicycles and electric bicycles operated during darkness upon shall be equipped with a lamp emitting a white light that, while the bicycle is in motion, illuminates the ground in front of the bicycle or electric bicycle and is visible from a distance of 300 feet in front and from the sides of the bicycle.

12.90.040 Parking.

No persons shall leave or park a bicycle, motorized bicycle, or e-conveyance in a manner that obstructs the pedestrian travel way of any sidewalk or pedestrian path, or on public property in violation of any official sign prohibiting parking or bicycles at a location.

12.90.050 Enforcement.

Violations of this section are subject to the following standards.

A. Any person violating any provision of this division is guilty of an infraction or misdemeanor, at the discretion of the issuing officer and subject to a fine not to exceed $50.

B. If any person under the age of 18 is cited for violating this section, the City officer issuing the infraction may impound the electric bicycle, motor-driven cycle, pocket bike or any other electric or motorized conveyance to the City of Lincoln Police Department, such that the electric bicycle, motor-driven cycle, pocket bike or any other electric or motorized conveyance shall be released to a responsible adult upon payment of the impound fee established by the City Council.
70 Ordinance No.

12.90.060 Exemptions.

A. Public agency personnel.

Notwithstanding any other provision of this chapter, or any other section of this code, city and public agency personnel may operate regulated mobility devices or other vehicles at any place in the city in the performance of their official duties.

B. Disability.

Notwithstanding any other provision of this Code, nothing is intended to apply or otherwise restrict electric bicycles, motor-driven cycles, pocket bikes or any other electric or motorized conveyances operated by any officer employed by the City while on duty, or as utilized in a safe manner by physically disabled persons as defined under the Americans with Disabilities Act (42 U.S.C. Section 12101 et seq.)

12.90.070 Severability.

If any portion of this chapter, or its application to particular persons or circumstances, is held to be invalid or unconstitutional by a final decision of a court of competent jurisdiction, the decision will not affect the validity of the remaining portions of this chapter or the application of the chapter to persons or circumstances not similarly situated.

INTRODUCED at a regular meeting of the City Council of the City of Lincoln held on January 13, 2026, by the following vote:

AYES: Andreatta, Brown, Eklund, Pearl, Reedy
NOES: None
ABSENT: None
ABSTAIN: None
PASSED AND ADOPTED at a regular meeting of the City Council of the City of Lincoln held on 27th day of January, 2026, by the following vote:

AYES: Councilmembers:

NOES: Councilmembers:

ABSENT: Councilmembers:

ABSTAIN: Councilmembers:

Richard Pearl, Mayor
ATTEST:
71 Ordinance No.

Hope Ithurburn, City Clerk
72 SUBJECT: Waive Second Reading and Adopt an Ordinance Repealing Chapter 5.40 of the Lincoln Municipal Code Entitled,
"Fortunetelling and Occult Arts". (Kristi McKenney)
SUBMITTED BY: Kristi McKenney
DEPARTMENT: City Attorney's Office
DATE: January 27, 2026
Item Number 11.D
STAFF RECOMMENDATION:

Staff recommends the City Council waive second reading and adopt an Ordinance repealing Chapter 5.40 of the Lincoln Municipal Code, and further finding the Ordinance is exempt from environmental review under the California Environmental Quality Act (“CEQA”).

BACKGROUND/INTRODUCTION:

On January 13, 2025, the City Council held a public hearing, waived first reading, and, introduced by title only an Ordinance to repeal Chapter 5.40 of the Lincoln Municipal Code entitled "Fortunetelling and Occult Arts", and finding the Ordinance was exempt from CEQA.

This second reading is necessary to enact the Ordinance.

ATTACHMENTS:

Ordinance to Repeal Occult and Fortunetelling ordinance.docx

STAFF REPORT
73 Ordinance No.

ORDINANCE NO. XXXX

AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF LINCOLN REPEALING CHAPTER 5.40 OF THE MUNICIPAL CODE, ENTITLED "FORTUNETELLING AND OCCULT ARTS"
WHEREAS, the City previously adopted Chapter 5.40 in 2004 with the stated purpose of regulating fortunetelling and occult arts to further the public interest, safety, and welfare by providing minimum qualifications for practitioners, and to prescribe licensing means for those engaging in the practice for profit; and
WHEREAS, the use and sale of items associated with occult arts, such as tarot cards, meditation cards, crystals, and general spiritual or metaphysical products, have become ubiquitous in general commerce, being commonly sold both in traditional gift shops and through online retail platforms, demonstrating the mainstream acceptance of these goods and rendering overly restrictive regulation unnecessary; and WHEREAS, the existing regulations impose specific application requirements, including extensive personal and criminal history information, an investigation process by the Chief of Police, and a two-stage approval process requiring both a favorable police decision and a Planning Commission Conditional Use Permit. These rigorous requirements and the broad definitions of "Fortuneteller" and "Fortunetelling and occult arts" may impose an undue regulatory burden on expressive and communicative activity; and WHEREAS, the practice of fortunetelling, while subject to fraud regulation, constitutes a form of expression protected by the First Amendment of the U.S. Constitution, as held in the California Supreme Court case, Spiritual Psychic Science Church v. City of Azuza in 1985, particularly when viewed as the communication of spiritual, philosophical, or psychological belief systems. The current, highly restrictive licensing scheme presents a significant risk of violating constitutional protections for free speech and religious expression; and
WHEREAS, the City's general business license and zoning requirements, along with existing State and local laws concerning fraud, consumer protection, and general public welfare, are deemed sufficient to address legitimate public safety and criminal concerns related to these businesses without the need for a specialized and potentially constitutionally suspect regulatory action; and
WHEREAS, the City Council determines that Chapter 5.40 is overly broad, unduly restrictive, and redundant with other laws, and that its continued existence is not in the best interest of the City, as it potentially compromises citizens' constitutional rights while failing to add substantive public protection beyond what is provided by general law. 74 Ordinance No.

NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF LINCOLN does ordain as follows:

Section 1. Incorporation of Recitals. The City Council hereby incorporates by reference the recitals set forth above.

Section 2. CEQA Analysis. This Ordinance is not subject to the California Environmental Quality Act (“CEQA”), as codified at Public Resources Code §§ 21000, et seq., and as further governed by 14 California Code of Regulations §§ 15000, et seq., because it is not a project as contemplated by 14 C.C.R. § 15378.

Section 3. Severability. If any section, sub-section, sentence, clause, phrase or portion of this Ordinance is for any reason held to be invalid or unconstitutional by the decision of any court of competent jurisdiction, such decision shall not affect the validity of the remaining portions of the Ordinance. City Council hereby declares that it would have adopted the Ordinance and each section, sub-section, sentence, clause, phrase or portion thereof, irrespective of the fact that any one or more sections, sub-sections, sentences, clauses, phrases or portions to be declared invalid or unconstitutional.

Section 4. Publication. Within fifteen days of passage of this Ordinance, the City Clerk shall cause the full text of the Ordinance, with the names of those City Councilmembers voting for and against the Ordinance, to be published in the Lincoln News Messenger. In lieu of publishing the full text of the Ordinance, the City Clerk, if so directed by the City Attorney and within fifteen days, shall cause a summary of the Ordinance, prepared by the City Attorney and with the names of the City Councilmembers voting for and against the Ordinance, to be published in the Lincoln News Messenger, and shall post in the office of the City Clerk a certified copy of the City Councilmembers voting for and against the Ordinance. The publication of a summary of the Ordinance in lieu of the full text of the Ordinance is authorized only where the requirements of Government Code § 36933(c)(1) are met.

Section 5. Repeal. Chapter 5.40 of the Lincoln Municipal Code is hereby repealed in its entirety.

INTRODUCED at a regular meeting of the City Council of the City of Lincoln held on January 13, 2026, by the following vote:

AYES: Andreatta, Eklund, Pearl, Reedy
NOES: None
ABSENT: Brown
ABSTAIN: None
75 Ordinance No.

PASSED AND ADOPTED at a regular meeting of the City Council of the City of Lincoln held on 27th day of January, 2026, by the following vote:

AYES: Councilmembers:

NOES: Councilmembers:

ABSENT: Councilmembers:

ABSTAIN: Councilmembers:

Richard Pearl, Mayor
ATTEST:

Hope Ithurburn, City Clerk
76 SUBJECT: Adopt a Resolution Approving Acquisition Funding Agreement for Century Communities Hidden Hills Project Utilizing BOLD Program Financing (Nita Wracker)
SUBMITTED BY: Nita Wracker
DEPARTMENT: Finance
DATE: January 27, 2026
Item Number 11.E
STAFF RECOMMENDATION:

Adopt a resolution approving Acquisition Funding Agreement for Century Communities’ Hidden Hills Project Utilizing BOLD Program Financing.

BACKGROUND/INTRODUCTION:

On November 12, 2019, the City Council approved Resolution No. 2019-261, which authorized the use of the “BOLD Program” offered by the California Municipal Finance Authority (“CMFA”) for developers within the City wishing to finance infrastructure and/or impact fees through the program, subject to the approval of final City documents on a project-by-project basis thereafter. Since that time, Century Communities of California, LLC, as the developer of the “Hidden Hills” project in the City, has applied to CMFA to participate in BOLD financing for the project, and there has now been established by CMFA, its “California Municipal Finance Authority Community Facilities District No. 2024-11 (City of Lincoln – Hidden Hills)” (the “CFD”). Land within the CFD is planned to develop in 233 single-family homes.

Before the City’s infrastructure and/or impact fees may be financed through the BOLD Program, the City and CMFA must enter into a “joint community facilities agreement,” as defined in the Mello-Roos Act, setting forth their joint understanding that certain CFD proceeds will be used by the City for authorized purposes. The attached Agreement related to the CFD serves that purpose.

Background on CMFA. The City is a member of CMFA, which is a State-wide joint powers authority (“JPA”) whose members are numerous public entities throughout California. CMFA has the authority to issue bonds to meet its mission of supporting economic development, job creation and social programs throughout the State of California, while giving back to California communities. By supporting member communities and their local charities with a portion of the revenue generated through the issuance of taxexempt bonds for public, private and non-profit entities, CMFA is able to directly contribute to building strong communities to support the health and welfare of the residents of California.

STAFF REPORT
77 Background on the BOLD Program. CMFA recognizes that new residential development often challenges the mission of municipalities to provide infrastructure and schools, since new development triggers the need to construct, acquire, or otherwise provide additional public facilities to accommodate that growth. The BOLD Program offers a means to finance new or continuing construction of infrastructure and public facilities through bonds the CMFA issues as an alternative to issuance of landsecured bonds directly by a public entity. The BOLD Program is designed to help local government municipalities, schools and land developers throughout the State work together to cost effectively finance public infrastructure projects and development fees.

The BOLD program provides land-secured financing for public improvements necessary for development. Utilization of the BOLD Program is a partial solution to the significant understaffing, deficiencies and inefficiencies the City may experience as it attempts to balance the workload of a multiplicity of large land development projects and other staffing obligations.

FINDINGS/ANALYSIS:

The City Council has already approved the use of the BOLD Program in the City generally, and acquisition into similar agreements for other development projects specifically. The additional step of approving the Acquisition Funding Agreement for the “Hidden Hills” project will ensure the BOLD Program works as intended by the City for this particular project, setting forth the terms and conditions upon which bond proceeds may be used to acquire eligible facilities of the City.

ENVIRONMENTAL REVIEW:

This Resolution is not subject to the California Environmental Quality Act (“CEQA”), as codified at Public Resources Code §§ 21000, et seq., and as further governed by 14 California Code of Regulations §§ 15000, et seq., because it is not a project as contemplated by 14 C.C.R. § 15378. Even if this Resolution were subject to CEQA, the City Council finds this Resolution exempt from the requirements of CEQA pursuant to 14 C.C.R. § 15061(b)(3), because there is no possibility it will have a significant effect on the environment.

FISCAL IMPACT:

None. There are no costs or expenses to the City associated with this action. All of the costs and expenses related to the formation, issuance of bonds and ongoing administration for the CFD is the responsibility of CMFA and there is no liability or fiscal impact on the City, except that the City may have certain public facilities financed through the BOLD Program.

ATTACHMENTS:

Acquisition Agreement for Hidden Hills (Century Communities).docx Lincoln_-_BOLD_CFD_2024-11_Resolution.docx
78 -1-

ACQUISITION FUNDING AGREEMENT
Relating to:

California Municipal Finance Authority
Community Facilities District No. 2024-11
(City of Lincoln – Hidden Hills)
THIS ACQUISITION FUNDING AGREEMENT (“Agreement”) is made and entered into as of __________, 2026 among Century Communities of California, LLC, a Delaware limited liability company (the “Developer”), the California Municipal Finance Authority, a joint exercise of powers agency organized and existing under the laws of the State of California (the “Authority”), and the City of Lincoln, a municipal corporation organized and existing under the laws of the State of California (the “City”).

RECITALS
A. On September 19, 2025 the Board of Directors of the Authority adopted Resolution No. 25-469 (the “Resolution of Formation”) forming California Municipal Finance Authority Community Facilities District No. 2024-11 (City of Lincoln - Hidden Hills) (the “CFD”) and designated a Future Annexation Area, under the provisions of the Mello-Roos Community Facilities Act of 1982, as amended, being Chapter 2.5, Part 1, Division 2, Title 5, of the Government Code of the State of California (the “Act”), and reference is hereby made to the map of the CFD set forth in Exhibit A.

B. The Authority is authorized to levy special taxes (the “Special Taxes”) upon land within the CFD and issue bonds (the “Bonds”) in one or more series to provide financing for infrastructure and other public capital improvements and fees to be owned by the City and other local agencies.

C. In connection with the CFD and Bonds, the Developer applied to the Authority and the City for the financing of certain public capital improvements (including facilities to be funded with fees) to be owned by the City as further described in the Resolution of Formation (collectively, the “Improvements”). Attached hereto as Exhibit B is a description of certain Improvements to be constructed by or on behalf of the Developer and acquired by the City (the “Acquisition Improvements”) and certain Improvements to be funded with fees financed pursuant to this Agreement (the “Financed Fees”).

D. The Authority is authorized to levy Special Taxes and issue Bonds, in one or more series, to fund, among other things, all or a portion of the costs of the Improvements. Collectively, the Pre-Bond Remainder Taxes, Improvement Prepayments, and Bonds issued by the Authority and allocable to the cost of the Improvements, together with interest earned thereon, is referred to herein as the “Available Amount.”
E. The parties anticipate that pursuant to this Agreement: (i) the Developer may be reimbursed from the Available Amount for costs of the Acquisition Improvements and, subject to the terms and conditions of this Agreement, the City will acquire the completed Acquisition Improvements; and (ii) from the Available Amount, the Developer will be reimbursed an amount 79 -2-
equal to the Financed Fees paid previously and Financed Fees remaining to be paid may be funded.

F. Except as set forth in Section 8.5 herein, any and all monetary obligations of the Authority arising out of this Agreement are the special and limited obligations of the Authority payable only from the Available Amount, and no other funds whatsoever of the Authority or the City shall be obligated therefor under any circumstances.

G. In consideration of the formation of the CFD and the issuance of the Bonds, and the mutual covenants, undertakings and obligations set forth below, the City, the Authority and the Developer agree as stated below.

H. Attached to this Agreement are Exhibit A (Map of CFD Boundary and Future Annexation Area Boundary), Exhibit B (Description of Acquisition Improvements and Financed Fees), Exhibit C (Actual Cost Certificate), Exhibit D (Disbursement Request Form), and Exhibit E (Payment Request Form for Financed Fees), all of which are incorporated into this Agreement for all purposes.

AGREEMENT
NOW, THEREFORE, in consideration of the faithful performance of the terms and conditions set forth in this Agreement, the parties hereto agree as follows:

1. Incorporation of Recitals and Exhibits. The foregoing Recitals are true and correct and are hereby incorporated into and form a material part of this Agreement.

2. Effect on Other Agreements. Nothing in this Agreement shall be construed as affecting the Developer’s or the City’s duty to perform their respective obligations under any other agreements (including the Development Documents), land use regulations or subdivision requirements related to the Project, which obligations are and shall remain independent of the Developer’s and the City’s rights and obligations under this Agreement.

3. Definitions. As used herein, including the Recitals and all Exhibits, the following capitalized terms shall have the meanings ascribed to them below:
“Acceptable Title” means free and clear of all monetary liens, encumbrances, assessments, whether any such item is recorded or unrecorded, and taxes, except (i) those items which are reasonably determined by the City Representative not to interfere with the intended use and therefore are not required to be cleared from the title and (ii) the lien of the CFD or any other community facilities district or assessment district provided that the property owned by the City is exempt from such taxation or assessment.
“Acquisition and Project Fund” means the “Acquisition and Project Fund” established and held by the Authority pursuant to the Authority Trust Agreement and Section 5.2 hereof for the purpose of paying the Acquisition Price of the Acquisition Improvements and financing the Financed Fees. Within the Acquisition and Project Fund, any Pre-Bond Remainder Taxes and Improvement Prepayments shall be accounted for separately. Upon the issuance of the first series of Bonds for the CFD, the Acquisition and Project Fund of the CFD shall be transferred to the Authority Trustee to be held in accordance with the Authority Trust Agreement. 80 -3-
“Acquisition Improvement” means a capital improvement, thereof as described in Section 5.6 hereof and in Exhibit B, as may be amended from time to time, to be constructed by or on behalf of the Developer.
“Acquisition Price” means the total amount eligible to be paid to the Developer from the Available Amount upon acquisition of an Acquisition Improvement, as provided in Sections 5.6 and 5.7, not to exceed the Actual Cost of the Acquisition Improvement. “Act” means the Mello-Roos Community Facilities Act of 1982, as amended, being Chapter 2.5, Part 1, Division 2, Title 5, of the Government Code of the State of California. “Actual Cost” means the total paid hard and soft cost of an Acquisition Improvement, as documented by the Developer to the reasonable satisfaction of the City and as approved by the City Representative in an Actual Cost Certificate including, without limitation, (a) the Developer’s cost of constructing such Acquisition Improvement, including a portion of the grading costs in the amount attributable to Acquisition Improvements, as determined by the Administrator, labor, material and equipment costs, (b) the Developer’s cost of designing and engineering the Acquisition Improvement, preparing the plans and specifications and bid documents for such Acquisition Improvement, and the costs of inspection, materials testing and construction staking for such Acquisition Improvement, (c) the Developer’s cost of any performance, payment and maintenance bonds and insurance, including title insurance, required hereby for such Acquisition Improvement, (d) the Developer’s cost of environmental evaluation or mitigation required for such Acquisition Improvement to the extent approved by the City, (e) the actual, reasonable cost of compiling, reviewing, and preparing payment requests and the materials required to submit payment requests, paid by the Developer to both companies that the Developer has engaged and companies retained by the City or Authority to evaluate the payment requests, (f) the amount of any fees, such as permit processing fees but expressly excluding fees not eligible for financing by the Bonds, and (g) the Developer’s construction management costs in an amount not to exceed 5% of the eligible hard construction cost, as determined by the City Representative. “Actual Cost Certificate” means a certificate prepared by the Developer in substantially the form shown in Exhibit C detailing the Actual Cost of an Acquisition Improvement, to be acquired hereunder, as may be revised by the City Representative pursuant to Section 5.6. “Administrator” means the acquisition consultant and auditor for the Authority. “Agreement” means this Acquisition Funding Agreement, dated as of ___________, 2026, by and among the City, the Authority, and the Developer. “Authority” means the California Municipal Finance Authority. “Authority Trust Agreement” means a trust agreement, indenture or fiscal agent agreement entered into by the Authority and an Authority Trustee in connection with the issuance of a series of Bonds on behalf of the CFD.
“Authority Trustee” means the financial institution identified as trustee or fiscal agent in an Authority Trust Agreement.
“Available Amount” shall have the meaning assigned to the term in Recital D. 81 -4-
“Board of the Authority” means the Board of Directors of the California Municipal Finance Authority.
“Bonds” means bonds or other indebtedness issued in one or more series by the Authority that are to be repaid with Special Taxes levied in the CFD. “CFD” shall have the meaning assigned to the term in Recital A. “City Representative” means the City Manager or Finance Director of the City or his/her designee or representative (which may include a third-party person or entity providing services on behalf of the City Representative) who will be responsible for administering the acquisition of the Acquisition Improvements hereunder and the financing of the Financed Fees. “City/Authority Event of Default” shall have the meaning assigned to the term in Section

7.2. “Claims” shall have the meaning assigned to the term in Section 6.1. “Code” means the Government Code of the State of California. “Developer” means Century Communities of California, LLC, a Delaware limited liability company, and its successors and authorized assigns.
“Developer Event of Default” shall have the meaning assigned to the term in Section 7.2. “Development Documents” means, as applicable, one or more of the following: (i) any Development Agreement applicable to the land within the CFD; (ii) an improvement agreement between the Developer and the City concerning an Acquisition Improvement; (iii) improvement plans submitted by the Developer to the City concerning an Acquisition Improvement; or (iv) any other agreement with the City or City condition of development concerning an Acquisition Improvement or any other agreement with the City or local agency concerning a Financed Fee. “Disbursement Request Form” means a requisition for payment of funds from an Acquisition and Project Fund for an Acquisition Improvement in substantially the form contained in Exhibit D.
“Financed Fees” means the development impact capital fees and the fund components thereof and any other financial contributions to facilities authorized to be financed by the CFD, as described in Exhibit B hereto.
“Future Annexation Area” means the area designated as Future Annexation Area on the CFD Boundary Map, all or a portion of which may, in the future, be annexed into the CFD pursuant to the Act.
“Improvement Prepayments” means that portion of any prepayments of the Special Tax under the Rate and Method that are identified for the funding of Improvements pursuant to the terms of the Rate and Method.
“Improvements” means, collectively, the Acquisition Improvements and the Financed Fees.
82 -5-
“Indemnified Party” and “Indemnified Parties” shall have the meaning assigned to these terms in Section 6.1.
"Pre-Bond Remainder Taxes” shall mean, for the CFD, those Special Taxes levied on and collected from the property in the CFD prior to the issuance of Bonds that are in excess of any administrative costs for the CFD, which shall be available for payment and considered part of the Available Amount as of May 1 and November 1 of each year. “Project” means the development of the property in the CFD or offsite improvements serving property in the CFD and the property in the Future Annexation Area, including the design and construction of the Acquisition Improvements and the payment of Financed Fees. “Rate and Method” means the rate and method of apportionment of special taxes for the CFD.
“Special Taxes” means annual special taxes authorized by the CFD to be levied by the Board of the Authority pursuant to the Rate and Method. “Tax-Exempt Bonds” means Bonds the interest on which is intended to be exempt from federal income tax under Section 103 of the Internal Revenue Code of 1986, as amended. “Title Documents” means, for each Acquisition Improvement acquired hereunder, a grant deed or similar instrument necessary to transfer title to any real property or interests therein (including easements), or an irrevocable offer of dedication of such real property with interests therein necessary to the operation, maintenance, rehabilitation and improvement by the City of the Acquisition Improvement (including, if necessary, easements for ingress and egress) and a bill of sale or similar instrument evidencing transfer of title to the Acquisition Improvement (other than said real property interests) to the City, where applicable.

4. Purpose; Improvements; Pre-Bond Remainder Taxes.

4.1. Purpose. The purpose of this Agreement is to provide financing for the Improvements from the Available Amount.

4.2. Improvements. Notwithstanding anything to the contrary, the Acquisition Improvements are authorized to be financed by the Available Amount, and may be located anywhere inside or outside the CFD. Likewise, the facilities constructed through the payment of Financed Fees are authorized to be financed by the Available Amount, and may be located anywhere inside or outside the CFD.

4.3 Pre-Bond Remainder Taxes.

4.3.1 Collection of Pre-Bond Remainder Taxes. Prior to the issuance of Bonds, the Special Tax will be levied on Developed Property (as defined in the Rate and Method) in the amount of the Maximum Special Tax (as defined in the Rate and Method), and any Pre-Bond Remainder Taxes will be used on a pay-go basis to pay the Actual Costs of the Acquisition Improvements and the Financed Fees, at the direction of the Developer. 83 -6-

5. CFD.

5.1. Establishment of CFD. The City previously authorized the Authority to form one or more community facilities districts within the territory of the City, subject to certain conditions being met. Subsequently, Developer requested the Authority to provide financing of the Improvements through the establishment and authorization of the CFD. The CFD has been established by the Authority, and through the successful landowner election held in conformance with the Act, the Board of the Authority is authorized to levy the Special Taxes and to issue the Bonds to finance the Improvements. Developer, the City and the Authority agree to reasonably cooperate with one another in the completion of the financing through the issuance of the Bonds in one or more series.

5.2. Deposit and Use of Available Amount.

5.2.1. Acquisition and Project Fund Held by Authority. Prior to the issuance of the first series of Bonds, Special Taxes collected by the Authority (including Pre-Bond Remainder Taxes and Improvement Prepayments of Special Taxes), if any, shall be deposited in the Acquisition and Project Fund established by the Authority and may be disbursed to pay the Acquisition Price of Acquisition Improvements, and pay or reimburse Financed Fees in accordance with this Agreement. All funds in the Acquisition and Project Fund shall be considered a portion of the Available Amount, and upon the issuance of the first series of Bonds, the Acquisition and Project Fund shall be transferred to the Authority Trustee to be held in accordance with the Authority Trust Agreement.

5.2.2. Acquisition and Project Fund Held by Trustee. Upon the issuance of the first series of Bonds, the Authority will cause the Authority Trustee to establish and maintain a separate Acquisition and Project Fund for the purpose of holding all funds derived for the financing of Improvements. The Pre-Bond Remainder Taxes, Improvement Prepayments, and proceeds of Bonds shall be accounted for separately. Separate subaccounts may be established for each issue of Bonds. All earnings on amounts in an Acquisition and Project Fund shall remain in such Acquisition and Project Fund for use as provided herein and pursuant to the applicable Authority Trust Agreement. Money in the Acquisition and Project Fund shall be available to respond to delivery of a Disbursement Request Form pursuant to Section 5.6 and to be paid to the City or its designee or the Developer or its designee to pay the Acquisition Price of the Acquisition Improvements, and to respond to delivery of a Disbursement Request Form pursuant to Section

5.11 to pay or reimburse Financed Fees, all to the extent the Acquisition Price has not previously been paid from the Available Amount or the Financed Fees have not previously been paid or reimbursed from the Available Amount. Upon completion of all of the Improvements and the payment of all costs thereof, any remaining funds in the Acquisition and Project Fund (less any amount determined by the City as necessary to reserve for claims against the account) (i) shall be applied to pay the costs of any additional Acquisition Improvements eligible for acquisition or Financed Fees eligible to be paid with respect to the Project as approved by the Authority and (ii) to the extent not so used, shall be applied by the Authority to call Bonds or to reduce Special Taxes as the Authority shall determine.

5.3. Letting and Administering Design Contracts. The Developer has awarded and administered, or will award and administer, engineering design contracts for the Acquisition Improvements. All eligible expenditures for design engineering and related costs in connection with the Acquisition Improvements shall be reimbursed as part of the Acquisition Price of the Acquisition Improvements upon a request for payment made pursuant to Section 5.6 hereof, as reviewed and approved by the City Representative. Reimbursement may also include certain 84 -7-
indirect costs of the Developer related to establishment of the CFD and the design and construction of the Acquisition Improvements; provided that the City may determine and/or limit the amount to be so reimbursed on the basis of detailed itemizations of costs provided by Developer.

Where a specific contract has been awarded for design or engineering work relating solely to an Acquisition Improvement or Acquisition Improvements, one hundred percent (100%) of the costs under the contract will be allocated to that Acquisition Improvement.

Where a specific contract has been awarded for design or engineering work relating to an Acquisition Improvement and private improvements, the eligible percentage allocated to the Acquisition Improvement shall be determined by the Administrator in consultation with the Developer, for review and approval by the City Representative in his/her reasonable discretion.

5.4. Federal Tax Law Compliance for Tax-Exempt Bonds.

5.4.1 To the extent Tax-Exempt Bonds are issued, the City will need to ensure that the proceeds of the Bonds are not used in a manner which would cause the Bonds to not qualify for or lose the tax-exempt status. To that end, the following representations and covenants are applicable.

5.4.1.1 The City and the Developer will cooperate with bond counsel to the Authority to supply certification as to the spending expectation as required with respect to the issuance of Tax-Exempt Bonds. The determination of whether a particular Financed Fee can be financed with the proceeds of Tax-Exempt Bonds shall be made by the Authority’s bond counsel at the time of bond issuance. This determination shall not be applicable to the proceeds of taxable Bonds or the use of Pre-Bond Remainder Taxes or Improvement Prepayments to fund Financed Fees.

5.4.1.2 The provisions of this Section 5.4.1.2 apply only to reimbursements made to the City for Acquisition Improvements constructed by the City (herein, the “City Built Improvements”) and shall not apply to the payment of Actual Costs of Acquisition Improvements constructed by the Developer (which are acquisitions, not reimbursements). Proceeds of any Tax-Exempt Bonds received by the City will be used for the payment of costs of acquisition and construction of the City Built Improvements. No portion of the proceeds of any Tax-Exempt Bonds will be used for reimbursement of expenditures paid by the City prior to the date of issuance of such series of Tax-Exempt Bonds, except for (i) expenditures paid for costs of issuance of the Tax-Exempt Bonds, (ii) preliminary capital expenditures incurred before commencement of acquisition or construction of the City Built Improvements that do not exceed 20% of the portion of the issue price of the Tax-Exempt Bonds, and (iii) capital expenditures that (A) were paid no earlier than 60 days before the date of the adoption of a declaration of intent to reimburse such expenditures from the proceeds of obligations, and (B) are reimbursed no later than 18 months after the later of the date the expenditure was paid or the date an Improvement is placed in service (but no later than 3 years after the expenditure is paid).

The City will use a consistently applied accounting method to account for investments and expenditures of proceeds of any Tax-Exempt Bonds. Allocations of Tax-Exempt Bond proceeds to expenditures will be made only with respect to a current outlay of cash for the expenditures.

The City will not invest proceeds of any Tax-Exempt Bonds in a commingled fund in which the City owns more than 10% of the beneficial interest thereof. The City will maintain books and records until six years after the date of retirement or redemption of any Tax-Exempt Bonds sufficient to (i) establish the accounting method used, (ii) account for all investments of proceeds 85 -8-
of any Tax-Exempt Bonds, and (iii) substantiate the allocation of proceeds of any Tax-Exempt Bonds to expenditures. The City will allocate proceeds of any Tax-Exempt Bonds to expenditures with respect to the City Built Improvements constructed by the City no later than 18 months after the later of the date the expenditure is paid or the date Improvements are placed in service. In the event such allocations of any Tax-Exempt Bond proceeds to expenditures are not made within 60 days after the date five years after the date hereof, the City will use a specific tracing accounting method to account for investment and expenditures of proceeds of any Tax-Exempt Bonds.

5.4.1.3. The City will retain its records of all accounting and monitoring it carries out with respect to the expenditure of any Tax-Exempt Bonds for at least 3 years after the Tax-Exempt Bonds mature or are redeemed (whichever is earlier); however, if the Tax-Exempt Bonds are redeemed and refunded, the City will retain its records of accounting and monitoring at least 3 years after the earlier of the maturity or redemption of the obligations that refunded the TaxExempt Bonds.

5.5. Estimated Cost of Acquisition Improvements. The estimated cost of the Acquisition Improvements is shown in Exhibit B attached hereto. Notwithstanding this estimate, Developer and the City hereby acknowledge and agree that (a) the Actual Costs to complete the Acquisition Improvements may vary from this estimate, and (b) the Acquisition Price shall be, but shall never exceed, the Actual Cost of any Acquisition Improvement.

5.6. Sale of Acquisition Improvements. The Developer agrees to convey to the City each Acquisition Improvement to be constructed by Developer (including any rights-of-way or other easements necessary for the Acquisition Improvements, to the extent not already publicly owned), when the Acquisition Improvement is completed to the satisfaction of the City. Exhibit B, attached hereto and incorporated herein, contains a list of the Acquisition Improvements. At the time of full completion of each Acquisition Improvement, the Developer shall deliver to the City Representative Title Documents required by the City for the transfer of the Acquisition Improvement where necessary, and record plans (if record plans are not available the Developer shall submit constructed quantities that are verified and stamped by a civil engineer licensed in the State of California).

Request for Payment. Developer will submit to the Administrator and the City an Actual Cost Certificate for the Acquisition Improvements and a written request for payment (the “Request for Payment”) of the Acquisition Price (as determined below) for the Acquisition Improvements. The Request for Payment shall be made on the form attached hereto as Exhibit C and include such necessary information (including invoices, receipts, worksheets and other evidence of cost as required by the Administrator) in sufficient detail to allow the Administrator and the City to verify the Acquisition Price of the Acquisition Improvements.

Determination of Acquisition Price/City Inspection. Upon submittal of a complete (as reasonably determined by City) Request for Payment, the City shall determine the Acquisition Price to be paid by the City for the acquisition from Developer of the Acquisition Improvements.

The Acquisition Price shall include the Actual Cost of construction (or payment) thereof as determined by the contract prices as set forth in contracts and purchase orders entered into by Developer with its contractors, and suppliers.

The City and Administrator shall within thirty (30) days from receipt of a Request for Payment review and determine the Acquisition Price.
86 -9-
Further, Developer may submit a Request for Payment in advance of the availability of Available Amounts, however no payment of the Acquisition Price shall be made prior to the availability of Available Amounts.

Upon determination of the Acquisition Price, the Administrator shall promptly notify Developer in writing of such Acquisition Price within five (5) business days. In the event that the City Representative or Administrator, during such time period, finds that the supporting paperwork submitted by the Developer fails to demonstrate the required relationship between the subject Actual Cost and eligible work, the Administrator shall advise the Developer that the determination of the Actual Cost (or the ineligible portion thereof) has been disallowed and shall request further documentation from the Developer. Once the Developer delivers the further documentation, the City Representative and Administrator shall have twenty (20) days to review the additional documentation. If the further documentation is still not adequate, the Administrator shall notify the Developer in writing within such twenty-day period and may revise the Actual Cost Certificate to delete any disallowed items and the determination shall be final and conclusive. If only a portion of the Actual Cost requires further documentation, the Administrator shall include the Actual Costs that do not require further documentation in the determination of the Acquisition Price. To the extent feasible, the City and Authority will process the payment of that portion of the Actual Costs that are not in dispute while any disputed items are being evaluated.

Upon determination of the Acquisition Price, the Administrator shall prepare a Disbursement Request Form as shown in Exhibit D for review and approval by the City Representative. The City Representative shall finalize and approve the Disbursement Request Form within ten (10) business days after determination of the Acquisition Price.

Conditions Precedent to Payment of Acquisition Price/City Inspection. Payment to the Developer or its designee of the Acquisition Price for an Acquisition Improvement from the Acquisition and Project Fund shall in every case be conditioned first upon the determination of the City Representative that the Acquisition Improvement has been inspected and approved by the City. Prior to execution of this Agreement and formation of the CFD, the Acquisition Improvements described in Exhibit B hereto have been bid, contracted and are under construction. At such time as the Acquisition Improvement is complete and has been inspected and approved by the City, and a Request for Payment has been submitted and the Acquisition Price determined for them, payment of the Acquisition Price shall be further conditioned upon satisfaction of the following additional conditions precedent if requested by the Administrator or the City:
(a) The Developer shall have provided the City with the lien releases or other similar documentation satisfactory to the City Representative as evidence that none of the property (including any rights-of-way or other easements necessary for the operation and maintenance of the Acquisition Improvement, to the extent not already publicly owned) comprising the Acquisition Improvement, and the property which is subject to the Special Taxes of the CFD, is subject to any prospective mechanics lien claim respecting the Acquisition Improvements. (b) The Developer shall not be delinquent in the payment of all general property taxes, and all Special Taxes of the CFD, on property owned by the Developer within the CFD. (c) The Developer shall have provided the City with Title Documents needed to provide the City with title to the site, right-of-way, or easement upon which the subject Acquisition Improvement is situated. All such Title Documents shall be in a form acceptable to the City and shall convey Acceptable Title. The Developer shall provide a policy of title insurance as of the 87 -10-
date of transfer in a form acceptable to the City Representative ensuring the City as to the interests acquired in connection with the acquisition of any interest for which such a policy of title insurance is not required by another agreement between the City and the Developer. Each title insurance policy required hereunder shall be in the amount equal to the Acquisition Price. The amount paid to the Developer or its designee upon satisfaction of the foregoing conditions precedent shall be the Acquisition Price.

Notwithstanding anything herein to the contrary, formal acceptance by the City of the Acquisition Improvement is not a condition precedent to the payment of the Acquisition Price of an Acquisition Improvement.

5.7. Payment of Acquisition Price. Within ten (10) business days after receipt of a complete Disbursement Request Form, the Authority, through the Authority Trustee, shall authorize payment from the Available Amount of the Acquisition Price then due to Developer. If the Disbursement Request Form indicates either that the entirety of the costs of the contractor have been paid in full or, if not paid in full, that Developer is withholding from its contractor a retention of at least ten percent (10%) (or such lesser amount as is required by law) of the contract price for a constructed Acquisition Improvement, then the full amount of the approved Acquisition Price shall be authorized for payment to Developer; if the Disbursement Request Form does not indicate that the entirety of the costs of the contractor have been paid in full or that the withholding by Developer of such ten percent (10%) retention (or such lesser amount as is required by law), then the amount to be paid to Developer shall be equal to the Acquisition Price, less a retention of ten percent (10%) (or such lesser amount as is required by law), of the contract price for the constructed Acquisition Improvement. Upon completion of such Acquisition Improvement in its entirety, including all “Punch List” work, the Authority, through the Authority Trustee, shall authorize and shall pay from the Available Amount the balance of the Acquisition Price then due Developer for such Acquisition Improvement, including any progress retention then paid by Developer or any retentions previously retained by Authority with respect thereto.

Payments to Developer shall be payable solely from the Available Amount. The amount to be paid to Developer shall be for Actual Costs incurred as determined by the Administrator and approved by the City in accordance with this Agreement and shall not exceed the Developer’s Actual Cost thereof as reasonably determined by the Administrator in consultation with the City to be eligible under the Act to be part of the Acquisition Price of the Acquisition Improvement. All portions of the Acquisition Improvement not acquired with the Available Amount shall nonetheless be constructed by the Developer, to the extent required by the Development Documents. In the event the Available Amount is insufficient to pay the eligible Acquisition Price, any shortfall shall be the responsibility of the Developer, however Developer may request that all or any portion of such shortfall be reimbursed from additional Available Amounts if and when such additional Available Amounts become available, and in such event the deferred amount will be eligible for payment from proceeds of such future Available Amounts to the extent funds are available.

Promptly following the availability of Available Amounts, the Authority shall, from time to time and in as many installments as necessary, pay any such shortfall from Available Amounts. The City and Authority acknowledge that the Developer may complete construction and convey to the City one or more Acquisition Improvements when there are insufficient Available Amounts to pay the full amount of the Actual Costs of such Acquisition Improvements, and in any such case, the portion of the Actual Costs not financed by Available Amounts will be deferred until there are sufficient Available Amounts to pay the remaining Actual Costs. The conveyance of Acquisition Improvements thereof to the City prior to receipt of the full amount of the Actual Cost for such Acquisition Improvement shall not be construed as a dedication or gift, or a waiver of the payment of the remaining Actual Costs, or any part thereof, for such Acquisition Improvement. 88 -11-

5.8. Disbursement Request Form. Upon a determination by the City Representative to pay the Acquisition Price of an Acquisition Improvement as provided in Sections 5.6 – 5.7 hereof, the City Representative shall, within ten business days after such determination, cause a Disbursement Request Form substantially in the form attached hereto as Exhibit D to be submitted to the Authority Trustee, and the Authority Trustee shall make payment directly to the City or its designee or the Developer or its designee, as appropriate, of the amount pursuant to the applicable Authority Trust Agreement. The Authority, the City and the Developer acknowledge and agree that the Authority Trustee shall make payment strictly in accordance with the Disbursement Request Form and shall not be required to determine whether or not the Acquisition Improvement has been completed or what the Acquisition Price may be with respect to the Acquisition Improvement. The Authority Trustee shall be entitled to rely on the executed Disbursement Request Form on its face without any further duty of investigation. In the event that the Acquisition Price of an Acquisition Improvement is in excess of the Available Amount, the Authority Trustee shall withdraw all funds remaining in the Acquisition and Project Fund and shall transfer those amounts to the Developer or the City, as applicable, or its designee. The unpaid portion of the Acquisition Price shall be paid from funds that may subsequently be deposited in the Acquisition and Project Fund from a subsequent issuance of Bonds, from Pre-Bond Remainder Taxes, or from Improvement Prepayments to be used for construction or acquisition of Acquisition Improvements, if any of those occur.

5.9. Limitation on Obligations. In no event shall the Authority be required to pay the Developer or its designee for Improvements more than the Available Amount (available from time to time).

5.10. Audit. The City and the Authority shall have the right, during normal business hours and upon the giving of ten days’ written notice to the Developer, to review all books and records of the Developer pertaining to costs and expenses incurred by the Developer (for which the Developer seeks reimbursement pursuant to this Agreement) in constructing the Acquisition Improvements.

5.11 Financed Fees.

5.11.1 Financed Fees may be financed from the Available Amount. For Financed Fees that have not already been paid for any portion of the Project, Financed Fees may be prepaid from the Available Amount and the Developer shall be considered to have paid such Financed Fees on the date of such prepayment. If the Payment Request Form for Financed Fees includes both the reimbursement to the Developer for Financed Fees previously paid and the prepayment of Financed Fees, the reimbursement of previously paid Financed Fees shall be paid first, unless otherwise instructed by the Developer.

5.11.2 The Developer may pay Financed Fees prior to the availability of Available Amounts to pay such Financed Fees. Any Financed Fees paid by the Developer shall be made with the understanding that such Financed Fees will be reimbursed from the Available Amounts if, and when, such Available Amounts become available. The payment of Financed Fees prior to the availability of Available Amounts shall not be construed as a dedication or gift of the Financed Fees, or a waiver of the reimbursement of the Financed Fees, it being the intention that the Financed Fees be paid by the Available Amounts to the extent of the Available Amounts and subject to federal tax law. Financed Fees paid by the Developer prior to the availability of the Available Amount shall be reimbursed to the Developer from the Available Amount (as and when available). If there are insufficient Available Amounts to pay the full amount of a payment request, 89 -12-
then the Authority shall direct payment of as much of the amount on the payment request for Financed Fees as there are Available Amounts available, and the payment of the balance of the payment request for such Financed Fees shall be deferred until there are sufficient Available Amounts available to pay the remaining balance of the payment request. Promptly following the availability of Available Amounts, the Authority shall, from time to time and in as many installments as necessary, authorize payment of the remaining balance of the payment request for Financed Fees. Any provision in this Agreement to the contrary notwithstanding, in response to any request for payment under this 5.11, the Authority shall not be required to make any payments from Available Amounts if, at the time payment is requested under this Agreement, (i) there are insufficient funds available in the Available Amounts to fully satisfy the request or (ii) the Available Amounts may not be applied to pay for the Financed Fees that is the subject of the payment request in order to preserve the exclusion of interest on the Bonds from Federal income tax.

Subject to the previous sentence, payment requests may be paid (i) in any number of installments as Available Amounts become available and (ii) irrespective of the length of time of such deferral of payment. In no event shall the Authority be required to authorize or make payments for Financed Fees from any funding sources other than the Available Amounts.

5.11.3 In order to receive such reimbursement and fund Financed Fees remaining to be paid within the CFD, the Developer shall complete and provide to the Administrator and the City Representative a Payment Request Form for Financed Fees in the form attached hereto as Exhibit E. The City Representative may authorize payment of any Financed Fees funded with the Available Amount in accordance with the provisions of the Authority Trust Indenture by submitting a Disbursement Request Form to the Authority in substantially the form attached hereto as Exhibit D pertaining to a Financed Fees disbursement and the Authority, through the Authority Trustee, shall make payment directly to the City or its designee or the Developer or its designee, as appropriate.

6. Indemnity and Insurance.

6.1. Indemnification. Developer agrees to indemnify, defend and hold the City and Authority, including elective and appointed boards, commissions, officers, agents, employees and consultants (each an “Indemnified Party” and collectively the “Indemnified Parties”), harmless from and against any and all claims, liabilities, losses, damages or injuries of any kind (collectively, “Claims”) arising out of Developer’s, or Developer’s contractors’, subcontractors’, agents’ or employees’, acts, omissions, or operations under this Agreement, including, but not limited to, the construction or the failure to timely complete construction by the Developer of any Acquisition Improvement, whether such acts, omissions, or operations are by Developer or any of Developer’s contractors, subcontractors, agents or employees, except to the extent such Claims are caused by the negligence or willful misconduct of an Indemnified Party. This indemnification includes, without limitation, the payment of all penalties, fines, judgments, awards, decrees, attorneys’ fees, and related costs or expenses, and the reimbursement of City and Authority, its elected officials, officers, employees, and/or agents for all legal expenses and costs incurred by each of them. Developer shall defend the City as required by California Civil Code Section 2778, and with counsel reasonably acceptable to the City and Authority. Developer shall have no right to seek reimbursement from City or Authority for the costs of defense.

The aforementioned indemnity shall apply regardless of whether or not City has approved plans and/or specifications for the Acquisition Improvements and regardless of whether any insurance, workers compensation, disability or other employee benefit acts or terms required under this Agreement are applicable to any Claims. The City does not and shall not waive any of its rights under this indemnity provision because of its acceptance of the bonds or insurance 90 -13-
required under the provisions of this Agreement. Developer’s obligations to indemnify the City and Authority shall survive the expiration or termination of this Agreement. Developer agrees to provisions identical to those set forth here in this section from each and every construction contractor involved by, for, with or on behalf of Developer in the performance of this Agreement.

In the event Developer fails to obtain such indemnity obligations from others as required here, Developer agrees to be fully responsible according to the terms of this section. Because of the immediately preceding sentence, the failure by the Developer to obtain indemnity from the contractors shall not be considered a default under this Agreement. Failure of City to monitor compliance with these requirements imposes no additional obligations on City and will in no way act as a waiver of any rights hereunder.

6.2. Insurance. For an Acquisition Improvement, Developer shall maintain insurance in amount and substance as required by the City under any Development Documents applicable to such Acquisition Improvement.

7. Breach of Agreement; Opportunity to Cure; Remedies.

7.1. Notice of Breach and Default.

7.1.1 Subject to notice and opportunity to cure as set forth in Section 7.1.2, the occurrence of any of the following constitutes a breach of this Agreement:
(1) Developer refuses or fails to complete any Acquisition Improvement within the time set forth in the applicable Development Documents or abandons an Acquisition Improvement. (2) Developer assigns the Agreement to an unaffiliated entity without the prior written consent of City.
(3) Developer is adjudged bankrupt or makes a general assignment for the benefit of creditors, or a receiver is appointed in the event of Developer’s insolvency. (4) Developer or Developer’s contractors, subcontractors, agents or employees, fail to comply with any terms or conditions of this Agreement to which the Developer or Developer’s contractors, subcontractors, agents, or employees are subject. (5) Any delay in the construction of an Acquisition Improvement or repairs as set forth in the applicable Development Documents, which in the reasonable opinion of the City Representative, endangers public or private property.
(6) Developer fails to perform any obligation under this Agreement.

7.1.2 For each of items (1) through (6) in Section 7.1.1 above, the City must serve written notice of breach upon Developer (and any surety that has provided bonds with respect to an Acquisition Improvement). Developer shall have 30 days to cure the breach described in the written notice of breach.

7.1.3 Subject to notice and opportunity to cure as set forth in Section 7.1.4, the occurrence of any of the following constitutes a breach of this Agreement:
(1) City or Authority fails to perform any obligation under this Agreement. 91 -14-

7.1.4 For item (1) of Section 7.1.3 above, Developer must serve written notice of breach upon the City or Authority, as the case may be. The City or Authority shall have 30 days to cure the breach described in the written notice of breach.

7.2. Breach of Agreement; Performance by City. If the Authority and/or the City gives Developer notice under Section 7.1.2 and Developer fails to cure the breach described in the written notice prior to the expiration of the applicable cure period, a “Developer Event of Default” shall be deemed to have occurred. In the event of the occurrence and continuation of a Developer Event of Default, the City may exercise the remedies described in Section 7.3 below, including the right of the City to proceed to complete the Acquisition Improvement by contract or other method the City considers advisable, at the sole expense of Developer, however City is under no financial or performance obligation to complete the Acquisition Improvement. Where funds are currently available from the collection of Special Taxes or Bond proceeds said funds shall be used first for completion of the Acquisition Improvements in the event that the City elects to complete the Acquisition Improvement. In the event of the occurrence and continuance of a Developer Event of Default, (i) Developer, immediately upon demand, shall pay the costs and charges related to the Acquisition Improvement and any subsequent repairs, provided, upon such payment, Developer shall be entitled to payment for the Acquisition Improvement from the Available Amount, (ii) City, without liability for doing so, may take possession of and utilize in completing the Acquisition Improvement and repairs, if any, such materials and other property belonging to Developer as may be on or about the Property and necessary for completion of the Acquisition Improvement, and (iii) the City may draw upon any surety bonds required by the applicable Development Documents.

If the Developer gives the Authority and/or the City notice under Section 7.1.4 and the Authority and/or the City fails to cure the breach described in the written notice prior to the expiration of the applicable cure period, a “City/Authority Event of Default” shall be deemed to have occurred. In the event of the occurrence and continuation of a City/Authority Event of Default, the Developer may exercise the remedies described in Section 7.3 below.

7.3. Remedies. Upon the occurrence and continuation of a Developer Event of Default or a City/Authority Event of Default, the applicable party may pursue any remedy at law or equity available for the breach of any provision of this Agreement, except that the Authority and/or the City shall not be liable in damages to the Developer or to any assignee or transferee of the Developer other than for the payments to the Developer specified in the preceding paragraph and for attorney’s fees as specified in section 8.5 below. Subject to the foregoing, the Developer covenants not to sue for or claim any damages for any alleged breach of, or dispute which arises out of, this Agreement. It is acknowledged by the parties that the Authority and the City would not have entered into this Agreement if it were to be liable in damages under or with respect to this Agreement or the application thereof, other than for the payment to the Developer of any (i) moneys owing to the Developer hereunder, (ii) moneys paid by the Developer pursuant to the provisions hereof which are misappropriated or improperly obtained, withheld or applied by the City, or (iii) attorney’s fees pursuant to Section 8.5.

8. Miscellaneous.

8.1. Compliance with Laws. Developer shall fully comply with all federal, state, and local laws, ordinances, and regulations in the performance of this Agreement. Developer shall obtain all necessary permits and licenses for each Acquisition Improvement, give all necessary notices, pay all fees and taxes required by law and make any and all deposits legally required by those public utilities that will serve the development on the Project. Copies and/or proof of 92 -15-
payment of said permits, licenses, notices, fee and tax payments and deposits shall be furnished to the City Representative upon request.

8.2. Cooperation. The City, the Authority and the Developer agree to cooperate with respect to the completion of the financing of the Acquisition Improvements by the Authority through the levy of the CFD Special Taxes and issuance of Bonds. The City, the Authority, and the Developer agree to meet in good faith to resolve any differences on future matters which are not specifically covered by this Agreement.

8.3. General Standard of Reasonableness. Any provision of this Agreement which requires the consent, approval or acceptance of either party hereto or any of their respective employees, officers or agents shall be deemed to require that the consent, approval or acceptance not be unreasonably withheld or delayed, unless the provision expressly incorporates a different standard. The foregoing provision shall not apply to provisions in this Agreement which provide for decisions to be at the option of or in the sole discretion of the party making the decision.

8.4. Notices. Formal written notices, demands, correspondence and communications between City and Developer shall be sufficiently given if: (a) personally delivered; or (b) dispatched by next day delivery by a reputable carrier such as Federal Express to the offices of City and Developer indicated below, provided that a receipt for delivery is provided; or (c) if dispatched by first class mail, postage prepaid, to the offices of City and Developer indicated below. Such written notices, demands, correspondence and communications may be sent in the same manner to such persons and addresses as either party may from time-to-time designate by next day delivery or by mail as provided in this section.

City: City of Lincoln
Attn: Finance Director
600 Sixth Street
Lincoln, CA 95648
Authority: California Municipal Finance Authority
Attn: BOLD Program
2111 Palomar Airport Road, Suite 320
Carlsbad, CA 92011
Administrator: Francisco & Associates
Attn: Ed Espinoza
5963 La Place Court, Suite 110
Carlsbad, CA 92008
Developer: Century Communities of California, LLC
Attn: Dean Mills
6700 Koll Center Parkway, Suite 219
Pleasanton, CA 94566
With a copy to: Holland & Knight, LLP
Attn: Robert Haight
560 Mission Street, Suite 1900
San Francisco, CA 94105
93 -16-
Notices delivered by deposit in the United States mail as provided above shall be deemed to have been served two (2) business days after the date of deposit if addressed to an address within the State of California, and three (3) business days if addressed to an address within the United States but outside the State of California.

8.5. Attorney Fees. Should any legal action or arbitration be brought by any party because of breach of this Agreement or to enforce any provision of this Agreement, the prevailing party shall be entitled to all costs of suit, reasonable attorney fees, arbitration costs and such other costs as may be determined by the court or arbitrator.

8.6. Entire Agreement. The terms and conditions of this Agreement constitute the entire agreement among Authority, City, and Developer with respect to the matters addressed in this Agreement. This Agreement may not be altered, amended or modified without the written consent of all parties hereto.

8.7. Conflict with Other Agreements. Nothing contained herein shall be construed as releasing the Developer from any condition of development or requirement imposed by any other agreement between the City and the Developer.

8.8. Assignment. The obligations and rights of the parties to this Agreement shall be binding upon and inure to the benefit of the parties hereto and their respective successors, but, those rights and obligations shall not be assignable, transferable or delegable, without the written consent of the other parties hereto, such consent to not be unreasonably withheld, and any attempted assignment, transfer or delegation thereof which is not made pursuant to the terms hereof shall be void. Any assignment shall be contingent on Developer providing a written assignment and assumption agreement to City and Authority immediately upon such assignment.

8.9. Time is of the Essence. Time is of the essence of this Agreement and of each and every term and condition hereof.

8.10. Severability. If any provision of this Agreement is held, to any extent, invalid, the remainder of this Agreement shall not be affected, except as necessarily required by the invalid provision, and shall remain in full force and effect.

8.11. Waiver or Modification. Any waiver or modification of the provisions of this Agreement must be in writing and signed by the authorized representative(s) of each party.

Failure by a party to insist upon the strict performance of any of the provisions of this Agreement by the other party, or the failure by a party to exercise its rights upon the default of the other party, shall not constitute a waiver of the party’s right to insist upon and demand strict compliance by the other party with the terms of this Agreement.

8.12. Relationship of the Parties. Neither Developer nor the Authority nor either’s contractors, subcontractors, agents, officers, or employees are agents, partners, joint ventures or employees of City and the Developer’s relationship to the City, if any, arising herefrom is strictly that of an independent contractor. Developer’s contractors and subcontractors are exclusively and solely under the control and dominion of Developer. Further, there are no intended third-party beneficiaries of any right or obligation assumed by the parties.

8.13. Binding upon Heirs, Successors and Assigns. The terms, covenants and conditions of this Agreement shall be binding upon all heirs, successors and permitted assigns of the parties hereto; provided, however, that this Agreement shall not be binding upon a purchaser 94 -17-
or transferee of any portion of the Property unless this Agreement has been assigned and assumed pursuant to Section 8.8, in which event this Agreement shall be binding upon purchaser or transferee.

8.14. Governing Law; Venue. This Agreement shall be construed and enforced in accordance with the laws of the State of California, without reference to choice of law provisions.

Any legal actions under this Agreement shall be brought only in the Superior Court for the County of Placer, State of California.

8.15. Counterparts. This Agreement may be executed in multiple counterparts, each of which shall be deemed to be an original.

8.16. Interpretation. This Agreement shall be construed according to its fair meaning, and not strictly for or against any party. No presumptions or rules of interpretation based upon the identity of the party preparing or drafting this Agreement, or any part thereof, shall apply to the interpretation of this Agreement.

8.17. Headings. Section headings in this Agreement are for convenience only and are not intended to be used in interpreting or construing the terms, covenants or conditions contained in this Agreement.

8.18. Authority. Each party executing this Agreement on behalf of a party represents and warrants that such person is duly and validly authorized to do so on behalf of the entity it purports to bind and if such party is a partnership, corporation or trustee, that such partnership, corporation or trustee has full right and authority to enter into this Agreement and perform all of its obligations hereunder.

8.19. Singular and Plural; Gender. As used herein, the singular of any word includes the plural, and terms in the masculine gender shall include the feminine.

8.20. Sole Agreement. This Agreement, including all exhibits hereto, constitutes the sole agreement of the parties and supersedes all oral negotiations and prior writings with respect to the subject matter hereof.
95 -18-
IN WITNESS WHEREOF, City, Authority, and Developer have executed this Agreement as of the date first set forth above.

CITY OF LINCOLN, a municipal corporation
By:

Sean Scully
City Manager
Century Communities of California, LLC,
a Delaware limited liability company
By:

Name: ______________________
Title: ________________________

CALIFORNIA MUNICIPAL FINANCE
AUTHORITY, a joint exercise of powers
authority
By:

Edward J. Becker
Executive Director
96 A-1

EXHIBIT A

MAP OF THE CFD BOUNDARY AND THE FUTURE ANNEXATION AREA BOUNDARY 97 B-1

EXHIBIT B

DESCRIPTION OF ACQUISITION IMPROVEMENTS AND FINANCED FEES Unless specifically excluded in the Agreement, the list of eligible Acquisition Improvements and Financed Fees consist of the following:

Estimated Costs*

FACILITIES
City:

Oaktree Lane Improvements
Hidden Hills PH1A & 1B
Hidden Hills PH2
Traffic Improvement (Net of PFE credits)
Water Improvement (Net of PFE credits)
Total Facilities
FEES**
City
Traffic Mitigation Fee
Other Agency
Placer County Capital Facilities Impact Fee
SPRTA, Tier I
SPRTA, Tier II
Western Placer USD ($6.76)_28 units
Western Placer USD ($7.08)_205 units
Total City and Other Agency Fees
Total Facilities and Fees
*All costs are estimates only; the actual costs of the facilities and fees will be financed by the CFD.
**Financed Fees may be financed with tax exempt bonds subject to City approval given prior to the issuance of any tax-exempt bonds.
98 C-1

EXHIBIT C

ACTUAL COST CERTIFICATE
Pursuant to the Acquisition Funding Agreement, dated as of ___________, 2026 (the “Acquisition Agreement”), by and among Century Communities of California, LLC, a Delaware limited liability company (the “Developer”), the California Municipal Finance Authority (“Authority”), and the City of Lincoln (“City”), the Developer hereby requests (a) payment of the Acquisition Price of the Acquisition Improvements, described in Attachment 1 hereto. Capitalized terms not otherwise defined herein shall have the meanings ascribed thereto in the Acquisition Agreement.

In connection with this Actual Cost Certificate the undersigned hereby represents and warrants to the City as follows:

1. The undersigned is an authorized representative of the Developer, qualified to execute this certificate on behalf of the Developer and knowledgeable as to the matters set forth herein.

2. The Developer has submitted or submits herewith to the City Representative and the Administrator as-built drawings at the completion of construction of the Acquisition Improvements, for each of the Acquisition Improvements described in Attachment 1, and such drawings, as applicable, are true, correct and complete representations of the Acquisition Improvements listed in Attachment 1.

3. Each of the Acquisition Improvements thereof described in Attachment 1 has been constructed in accordance with the approved improvement plans (the “Plans”), and in accordance with all applicable City standards and the requirements of the Acquisition Agreement, and the Plans, and none of the Acquisition Improvements described in Attachment 1 has been the subject of any prior Disbursement Request Form.

4. The true and correct Actual Cost of each of the Authorized Facilities is set forth in Attachment 1 hereto.

5. The Developer has submitted or submits herewith to the City Representative and the Administrator a copy of each construction contract for each of the Acquisition Improvements described in Attachment 1, and a copy of each change order applicable to each such contract.

6. The Developer has submitted or submits herewith to the City Representative and the Administrator invoices, receipts, worksheets and other evidence of costs for each of the Acquisition Improvements described in Attachment 1, which are in sufficient detail to allow the City Representative and Administrator to verify the Actual Cost of such Acquisition Improvements.

7. The Developer has submitted or submits herewith to the City Representative and the Administrator evidence that each of the invoices, receipts, worksheets and other evidence of costs referred to in the preceding paragraph, has been paid in full, which evidence is in the form of copies of cancelled checks, ACH payments, or such other form as the Administrator has approved in writing.
99 C-2

8. There has not been filed with or served upon the Developer notice of any lien, right to lien or attachment upon, or claim affecting the right to receive, the payment of the Acquisition Price for each of the Acquisition Improvement described in Attachment 1 which has not been released or will not be released simultaneously with the payment of such obligation, other than materialmen’s or mechanics’ liens accruing by operation of law.

9. The Developer has submitted or submits herewith to the City Representative and the Administrator copies of unconditional or conditional (providing for release upon payment) lien releases from the General Contractor for all work with respect to each of the Acquisition Improvements described in Attachment 1. In the case of a Disbursement Request for a completed Acquisition Improvement including the release of prior held retention (if any), the Developer submits herewith to the City Representative and the Administrator copies of unconditional or conditional (providing for release upon payment) lien releases from all contractors, subcontractors and materialmen in addition to a recorded Notice of Completion for said Acquisition Improvement,

10. The representations and warranties of the Developer set forth in the Acquisition Agreement are true and correct on and as of the date hereof with the same force and effect as if made on and as of the date hereof.

11. The Developer represents that it has satisfied the conditions specified in the Acquisition Agreement for the payment of the Acquisition Price.

I hereby declare under penalty of perjury that the above representations and warranties are true and correct.

Century Communities of California, LLC,
a Delaware limited liability company
By:

Name: ______________________
Title: ________________________
100
C-3
ATTACHMENT 1
Acquisition
Improvement
Actual
Cost
[Insert detailed description of
Acquisition Improvement to be
acquired]
Total
101
D-1

EXHIBIT D

DISBURSEMENT REQUEST FORM
To:

Attention:

E-mail:

Phone:

Re: CMFA CFD No. 2024-11 (City of Lincoln - Hidden Hills) The undersigned, a duly authorized officer of the City of Lincoln (the “City”) hereby requests a withdrawal from the Acquisition and Project Fund for the CFD as follows:

Request Date: [Insert Date of Request]
Name of Developer:

Withdrawal Amount: [Insert Acquisition Price/Installment Payment/Amount for Financed Fees]
Acquisition Improvements and/or Financed Fees:
[Insert Description of Acquisition Improvement(s)/ Financed Fees]
Payment Instructions: [Insert Wire Instructions or Payment Address for Developer or Developer’s designee as
provided by the Developer] [In the event of a direct payment of Financed Fees to the local agency, insert local agency Wire Instructions]
The undersigned hereby certifies as follows:

The Withdrawal is being made in accordance with a permitted use of the monies pursuant to the Acquisition Agreement and the Withdrawal is not being made for the purpose of reinvestment.

None of the items for which payment is requested have been reimbursed previously from this or any other Acquisition and Project Fund.

If the Withdrawal Amount is greater than the funds held in the Acquisition and Project Fund, the Authority Trustee is authorized to pay the amount of such funds and to pay remaining amount(s) as funds are subsequently deposited in the Acquisition and Project Fund, should that occur.

For Financed Fees to be reimbursed to the Developer that are financed with tax-exempt Bonds: The Financed Fees referenced above have been spent by the City or local agency or will 102
D-2
be spent within three years of the issuance of the Bonds for a permitted use of the listed fees for public capital improvements as of the date hereof.

For Financed Fees funded by tax-exempt Bonds: The amounts to be disbursed hereunder have been or will be spent by the City or local agency for public capital improvements as of the date hereof or within three years hereafter.

For Acquisition Improvements: The amounts being disbursed pursuant to this request are being used to finance or refinance certain infrastructure and facilities (the “Acquisition Improvements”). The City will own, and for the entire useful life of such Acquisition Improvements reasonably expects to own, all such Acquisition Improvements, except those facilities identified in Government Code Section 53313.5(e). To the extent any of such Acquisition Improvements are sold to an entity that is not a state or local government agency, the City will seek the advice and approval of bond counsel to the Authority prior to any such sale. The City will not allow any of such Acquisition Improvements to be used (for example, by lease or other contract) in the trade or business of any nongovernmental persons (other than in their roles as members of the general public) except as permitted pursuant to Government Code Section 53313.5(e). All such Acquisition Improvements will be used in the performance of essential governmental functions of the City or another state or local government agency. The average expected useful life of such Acquisition Improvements is at least 30 years. The representations and covenants contained in this paragraph are intended to support the conclusion that the interest paid on the bonds issued to finance the Acquisition Improvements is excluded from gross income for federal income tax purpose under Section 103 of the Internal Revenue Code of 1986 (the “Code”).

CITY OF LINCOLN
By:

Name:

Title:
103
E-1

EXHIBIT E
California Municipal Finance Authority
CFD No. 2024-11 (City of Lincoln - Hidden Hills)
BOLD Program Series ______
Payment Request Form for Financed Fees

1. The undersigned is an authorized representative of the Developer, qualified to execute this request for payment on behalf of the Developer and knowledgeable as to the matters set forth herein.

2. The identity and amount of the Financed Fees are described in Attachment 1.

3. The Developer has submitted or submits herewith to the CMFA Administrator one or both of the following related to this request for payment as applicable:
 For Financed Fees not already paid to the public agency, a payment request made payable to the public agencies for the fees and amounts identified in Attachment 1 to establish fee credits.
 For Financed Fees already paid to the public agency, evidence that Financed Fees listed in Attachment 1 have been paid in full, which evidence is in the form of copies of cancelled checks or such other form of proof of payment, such as bank statements.

4. The Developer represents that it has satisfied the conditions for the reimbursement or payment of Financed Fees and that the Financed Fees described in Attachment 1 have not been previously submitted for reimbursement or for the establishment of fee credits.

I hereby declare under penalty of perjury that the above representations and warranties are true and correct.

Developer:

Century Communities of California, LLC,
a Delaware limited liability company
By: _________________________
Name: ______________________
Title: ________________________
Date:
104
E-2
Attachment 1
Public
Agency
Credit or
Reimbursement?
Description of
Financed Fees
Description of
Lots or Parcels
Total
Amount
105
Resolution No. 2026-XXX

RESOLUTION NO. 2026-XXX

RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LINCOLN

APPROVING ENTRANCE INTO ACQUISITION FUNDING AGREEMENT IN

CONNECTION WITH THE BOND OPPORTUNITIES FOR LAND
DEVELOPMENT (BOLD) PROGRAM; AND AUTHORIZING RELATED

ACTIONS
WHEREAS, the California Municipal Finance Authority (“CMFA”) is a joint exercise of powers authority the members of which include numerous cities, counties and other local agencies in the State of California (the “State”), including the City of Lincoln (“City”); and
WHEREAS, CMFA has established the Bond Opportunities for Land Development Program (the “BOLD Program”) to allow the financing of certain public facilities and development impact fees that finance public facilities (together, the “Improvements”) to be owned by local agencies in the State by means of CMFA bond issuances (“CFD Bonds”) payable from the levy of special taxes under the Mello-Roos Community Facilities Act of 1982, as amended (the “Act”); and
WHEREAS, the community facilities districts formed by CMFA under the Act as part of the BOLD Program are administered solely by CMFA, with no liability or continuing obligation of the City related thereto; and
WHEREAS, on November 12, 2019, the City Council held a public hearing regarding the issuance of CFD Bonds by CMFA in connection with the BOLD Program, and, pursuant to Resolution No. 2019-261 (the “Prior Resolution”), the City Council made certain findings and authorized the use of the BOLD Program for projects in the City; and WHEREAS, Century Communities of California, LLC, as the developer of the “Hidden Hills” project in the City, has applied to CMFA to participate in BOLD financing for the project, and there has now been established by CMFA, the “California Municipal Finance Authority Community Facilities District No. 2024-11 (City of Lincoln – Hidden Hills)” (the “CFD”); and
WHEREAS, there has been submitted to the City Council for approval an Acquisition Funding Agreement related to the CFD, pursuant to which the City would participate in the financing of Improvements, and the City Council desires to approve the Acquisition Funding Agreement as contemplated by the Prior Resolution and Section 53316.2 of the Act providing for the use of proceeds of CFD Bonds generated by the BOLD Program; and
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Lincoln as follows:

Section 1. The foregoing recitals are true and correct. 106
2 Section 2. In connection with the issuance of CFD Bonds by CMFA for the project described above, the City Council finds that it is necessary and desirable that CMFA, as issuer of the CFD Bonds, and the City, as a party receiving a portion of the proceeds of the CFD Bonds and potentially special taxes levied by the CFD for pay-as-you-go projects, enter into the Acquisition Funding Agreement, as contemplated under the Act, and the City Council finds and declares that entrance into the Acquisition Funding Agreement, as a “joint community facilities agreement” contemplated by Section 53316.2 of the Act, will be beneficial to residents of the City.

Section 3. The City Council hereby approves the Acquisition Funding Agreement presented to the City Council at this meeting. The City Manager, Finance Director, Public Works Director or such other person or persons as any of them may designate (collectively, the “Authorized Officers”), each acting alone or together with any other Authorized Officer, are each hereby authorized and directed to execute the Acquisition Funding Agreement, with any additions thereto or changes therein deemed necessary or advisable by the Authorized Officer executing the same. Such changes may include, without limitation, the inclusion of City standards, policies and procedures applicable to the financing of public facilities constructed by developers for acquisition by the City.

Section 4. This Resolution shall take effect immediately upon its adoption.

PASSED AND ADOPTED this 27th day of January, 2026 by the following vote:

AYES: COUNCILMEMBERS:

NOES: COUNCILMEMBERS:

ABSENT: COUNCILMEMBERS:

ABSTAIN: COUNCILMEMBERS:

Richard Pearl, Mayor
Attest:

Hope Ithurburn, City Clerk
107
SUBJECT: Water Master Plan Update Presentation. (Araceli Cazarez) SUBMITTED BY: City Clerk
DEPARTMENT: Engineering
DATE: January 27, 2026
Item Number 13.A
STAFF RECOMMENDATION:

No action to be taken. Presentation to be given to introduce and inform about the 2026 Water Master Plan Update. Staff will seek Council approval for formal adoption at a subsequent meeting.

BACKGROUND/INTRODUCTION:

The City’s last Water Master Plan Update (WMPU) 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 Update (WMPU) update is to develop a useful planning implementation document, along with defining and prioritizing needed improvements to the City’s water system.

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 WMPU 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 cost
Fund 7100

STAFF REPORT
108
West Yost $295,740
Budgeted Remaining
Fund 710 $4,260
ATTACHMENTS:

R - 206 - City of Lincoln Water Master Plan Update - January 21, 2026.pdf R - 206 - City of Lincoln Water Master Plan Update - Appendices A-G_01.22.26.pdf Water Master Plan Update Presentation 2026.pdf
109

PREPARED BY
Water Master Plan Update

PREPARED FOR
City of Lincoln
FINAL REPORT | JANUARY 2026
110
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
111
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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 ....................................................................................3-1 112
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Table of Contents

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 ............................................................................................4-12 113
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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................................................6-7 114
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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............................7-18 115
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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 .....................................................................................................10-11 116
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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 ................................................5-4 117
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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..................................................................................9-9 118
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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 ................................................7-26 119
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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. 124
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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. 125
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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 126
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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. 127
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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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Existing (Improvement)
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10 Year
15 Year
20 Year
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Villages 2-4 and SUD-A
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Village 7
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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
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Fig 2_CIP: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch10_Lincoln_WMPU.aprx - ayan - 12/30/2025 129
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January 2026
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. 131
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January 2026
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. 134
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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. 137
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January 2026

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. 138
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January 2026
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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Figure 2-1
Service Area Boundaries
0 4,000 8,000
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N City of Lincoln
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Prepared by: Prepared for:

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
data provided by the City in May 2025.

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. 143
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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 144
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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 145
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Tank
Twelve Bridges
Spring Valley 1
Spring Valley 2
Wildomar
Stoneridge
Village 18
Village 17
Village 13
Village 19
Eastridge
Well #2
Westwood
Well
Moore
Nelson Rd Well
Well
Fiddyment
Well
Notes:

1. Facilities shown based on GIS data
provided by the City in April 2024.

Existing System Facilities
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)
Pressure Zones
375 Zone
475 Zone
575 Zone
610 Zone
650 Zone
750 Zone
775 Zone
Boundary
City Limit
Figure 2-2
Existing Water System
0 3,000 6,000
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N City of Lincoln
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Fig2-2_ExSystem: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch2_Lincoln_WMPU.aprx - ayan - 1/21/2026 146
Last Revised: 05-20-24
775 Zone
575 Zone
Village 13
PRS
30”
P
Conspiracy
Point Tank
Bypass
650 Zone
PRS
16”
475 Zone
375 Zone
PRS
Stoneridge
PRS
Spring
Valley #1 PRS
Spring
Valley #2 PRS
Twelve
Bridges PRS
PRS
PRS
PRS
610 Zone 750 Zone
Catta
Verdera
BPS
PRS
Village 17
PRS
Wildomar
PRS
PRS
Village 18
PRS
Village 19
PRS
PRS
PRS
Well 8
Fiddyment
Well 9
Nelson
Well 7
Moore
Well 6
Westwood
Well 2

5.0 MG
Tank

3.0 MG
16” Tank
20” City Outflow
Del Webb Outflow

5.0 MG
Tank
Verdera Tank #3
Conspiracy Point Tank
30”
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
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Water Master Plan Update
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. 149
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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. 151
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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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1. Facilities shown and pipeline decade
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Pipeline Decade of Installation
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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. 156
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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.
mgd = million gallons per day: gpcd = gallons per capita per day 159
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Figure 3-2. Comparison of Historical Per Capita Demand and Population -70
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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. 161
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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 163
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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. 164
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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. 165
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Figure 3-3. Grouped Zones Maximum Day Demand Diurnal Curves Figure 3-4. Grouped Zones Minimum Day Demand Diurnal Curves

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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
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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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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
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Figure 3-7
Existing and
Planned Land Use
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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. 170
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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 4-1 171
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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Areas
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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. 177
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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. 180
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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. 184
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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. 186
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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 four turnouts 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. 191
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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 192
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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. 193
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0 10
20 30
40 50
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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. 195
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. 197
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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. 198
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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. 199
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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. 201
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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. 203
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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. 204
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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. 205
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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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Rd Well
Nelson Well
Fiddyment
Well
21 2
15 8
18 13
22 6
3 4
7 1
10 12
14 24
11 5
17 23
20 9
16 19
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
*
G!. HPR Location
City Limit
Existing System Facilities
2!! Placer County Water Agency Metering Station
[PS ±
Catta Verdera Pump Station
") Groundwater Well
XW Pressure Regulating Station
TU Storage Tank
Distribution Pipeline (<18-inch)
Transmission Pipeline (≥18-inch)
0 2,000 4,000
Feet
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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. 208
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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. 209
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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 210
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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. 211
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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. 214
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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). 215
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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. 216
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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. 217
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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 218
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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. 219
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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 220
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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. 221
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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 222
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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 223
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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 224
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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 225
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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 226
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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. 227
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• 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.
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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 230
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 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 231
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
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.
232
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 233
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 234
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 235
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
37 39
36 Conspiracy
Point Tank
3 MG Tank
Verdera
Tank #3
Well #2
Westwood Well
Moore Rd
Well
Nelson
Well
Fiddyment
Well
Notes:

1. Emergency Scenario 9 assumes a
break in the 36-inch diameter main
from Verdera Tank #3 with the
following operational changes from
normal conditions: all wells are
operating, inflow to the 3 MG Tank
is reduced, and PCWA inflow to the
Conspiracy Point Tank 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 7-8
Change in
Minimum Pressures
Emergency Scenario 9
0 3,000 6,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-8_EM_9_PSI: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU_Emergency.aprx - ayan - 10/21/2025 236
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
123 124
123
123
122
121
124
133
124
138
139
136
127 124
122 121
121
123
126
122
123
125
123
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 10 assumes a
failure of the normally closed 12-inch
diameter zone control valve in the
Camino Cielo Walking Path with
no operational changes from
normal conditions.

2. Per California Plumbing Code,
an individual PRV must be installed
on the service line if service pressure
is greater than 80 psi.

3. No service locations have minimum
pressures below 40 psi.
!( Zone Break Valve Failure
(Open)
Maximum Pressure
Less than 100 psi
100 to 115 psi
115 to 120 psi
Greater than 120 psi
System Facilites
!( Zone Break Valve
(Normally Closed)
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 7-9
Maximum Pressures at
Maximum Day Demand
Emergency Scenario 10
0 1,000 2,000
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-9_EM_10_PSI: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU_Emergency.aprx - ayan - 10/21/2025 237
XW
XW
XW
!(
!(
!(
!(
!(

A N T O N L N

H I D D E N H I L L S L N
W I L
D
O
M
A
R
L
N
D
E
L
W
E
B
B
B
L
V
D

A N D O V E R L N

C R E E K C R E S T L N

V I O L E T L N

W I N D I N G W A Y

S T O N E R I D G E B L V D

B L U E H E R O N

L O O P

S T O N E H O U S E L N

B E C K W I T H L N

H O M E W O O D L N

F A I R W A Y
V A
L
L
E
Y
L
N

A L P E N G L O W L N

M O N U M E N T D R

S E C R E T

L A K E L O O P

C R O C K E R L N
S
T

ON E H O US
E
C I R
S
P
R
I
N
G
V
A
L
L
E
Y
P
K
W
Y
S
U
N
C I T
Y
B
L
V
D

S T A R V I E W L N

S U M M E R H I L L
L N

G L E N B R O O K L N
M
O
S
S
Y
R I D
G
E
L
N

M A G N O L I A L N
15 10
Spring Valley 2
Wildomar
Stoneridge
Notes:

1. Emergency Scenario 11 assumes a
failure of the normally closed 8-inch
diameter zone control valve at the
intersection of Anton Lane and
Andover Lane 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.

4. Pipelines with maximum velocities
greater than 7 fps are labelled.
!( Zone Break Valve Failure
(Open)
Pipeline Velocity Greater
Than 7 fps
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
!( Zone Break Valve
(Normally Closed)
XW
Pressure Regulating
Station
Distribution Pipeline
(<18-inch)
Transmission Pipeline
(≥18-inch)
Boundaries
375 Zone
475 Zone
575 Zone
Figure 7-10
Change in
Minimum Pressures
Emergency Scenario 11
0 400 800
Feet
N City of Lincoln
Water Master Plan Update
Prepared by: Prepared for:

Fig7-10_EM_11_PSI: N:\Clients\206 City of Lincoln\60-24-56 Water Master Plan\GIS\Ch7_Lincoln_WMPU_Emergency.aprx - ayan - 10/21/2025 238
TU
TU
TU
2!!
2!!
[PS ±
XW [PS ±
XW
XW
XW XW
XW
XW
XW
XW
XW
")
")
")
")
")
[PS ±
¬«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
W I L
D
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Existing System Facilites
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Placer County Water
Agency Metering Station
") Groundwater Well
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TU Storage Tank
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Figure 7-11
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CHAPTER 8
Future System Evaluation
This chapter presents the evaluation of the City’s future water system, and its ability to support projected phasing and buildout demands (described in Chapter 3) while meeting the recommended performance and operational criteria (described in Chapter 5).

This evaluation includes an analysis of water supply capacity, storage capacity, and pumping capacity, as well as the distribution system’s ability to meet recommended operational and design criteria under 5-Year, 10-Year, 15-Year, and Buildout average day demand, maximum day demand (including peak hour), and maximum day demand plus fire flow scenarios. West Yost conducted this evaluation using the calibrated hydraulic model described in Chapter 6. The hydraulic model was subsequently updated to include recommended improvements developed as part of the existing water system evaluation (see Chapter 7) and assumes the recommended existing system improvements are completed for the phasing and buildout scenarios. Recommendations from this evaluation are used to develop a recommended Capital Improvement Program (CIP), which is detailed in Chapter 10.

The following sections present the evaluation methodology and results from the future water system analysis:
• Future Water System Description
• Future Water Demand
• Future Water Supply and Water System Facility Capacity Evaluation • Future Water Distribution System Performance Evaluation • Summary of Findings and Recommendations for the Future Water System

8.1 FUTURE WATER SYSTEM DESCRIPTION
Figure 8-1 shows the backbone water distribution system network recommended for the future system.

The backbone pipelines shown on Figure 8-1 serve as a basis for supplying future development in the Villages and Special Use Districts (SUDs) described in Chapter 3. Pipelines are color coded to indicate the anticipated timing they are needed to support future demands. Recommended future groundwater wells and storage tanks are also shown on Figure 8-1. As discussed in Chapter 4, future groundwater wells are recommended to be equipped with ASR capability. Sizing and layout of future wells and storage tanks are preliminary and based on the data used for the WMPU. As future development plans are refined, infrastructure needs may change, and the City should require Project proponents to confirm the proposed infrastructure meets all design criteria presented in Chapter 5.

In addition, the recommended existing system improvements (i.e., emergency booster pump stations at the Conspiracy Point Tank and Verdera Tank No. 3 tank sites) detailed in Chapter 7 are included on Figure 8-1. These existing system improvements were assumed to be constructed but inactive for the normal operation of the future system.

Currently, West Yost is conducting a water system hydraulic evaluation to assess the impacts of the Leavell Ranch Project within Village 1. Due to high elevations in parts of the development, a new 450 Zone is recommended to be created to be able to meet the City’s minimum system criteria. The 450 Zone is shown on Figure 8-1 in the southeast area of the City. The 450 Zone will be supplied through a PRS from the 575 Zone with a secondary PRS from the 610 Zone to provide required system supply redundancy. In addition, emergency PRSs from the 450 Zone will be added to support the 375 Zone. 240
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V5 Tank #1
Airport Tank
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V2 Tank Notes:

1. Most of the future development is
anticipated in the western and
northern part of the 375 Zone,
referred to as "375 Zone West."
375 Zone West is part of the overall
375 Zone and not a separate zone.

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

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

Phasing Color Legend
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10 Year
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20 Year
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") Groundwater Well
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Figure 8-1
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Most of the future development within the City’s service area is anticipated to occur in the western and northern part of the 375 Zone. These future developments are referred to as “375 Zone West” in the tables for the future demand projections and facility capacity evaluations in the subsequent sections.

However, it should be noted that 375 Zone West is part of the overall 375 Zone and not a separate zone.

8.2 FUTURE WATER DEMAND
Future demand conditions used in the water system evaluation are based on projected land uses and water use factors discussed in Chapter 3. Projected future demands were added to the existing baseline demands (described in Chapter 3 and Chapter 7) to develop projected 5-Year, 10-Year, 15-Year, 20-Year, and Buildout baseline water demands. The future water demands were spatially located in the hydraulic model based on the future development land use areas. Tables 8-1 to 8-5 summarize the City’s future water demands for each of the pressure zones over the five phases. As discussed in Section 8.1, the majority of the future development occurs in the western and northern 375 Zone, which is separated out as 375 Zone West for identification purposes.

The City’s 5-Year water demands are summarized in Table 8-1. Maximum day demands were calculated based on the recommended peaking factor of 1.9 times the average day demand. Peak hour demands were calculated based on the recommended peaking factor of 2.2 times the maximum day demand. The 5-Year baseline average day demands are expected to be 10.9 mgd, or a 20 percent increase over existing baseline demands (previously presented in Table 7-1). As shown in Table 8-1, approximately 82 percent of the City’s overall 5-Year demand is located within the 375 and 375 West Zones. The proposed 450 Zone is assumed to not be active in the 5-Year Phase, and therefore, no demands are projected. 242
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Table 8-1. 5-Year Future Baseline Demands
Pressure Zone
Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c) gpm mgd gpm mgd gpm mgd
375 Zone(d)
Existing 375 5,692 8.2 10,815 15.6 23,793 34.3
375 West 462 0.7 877 1.3 1,929 2.8
375 Zone Subtotal 6,154 8.9 11,692 16.9 25,722 37.1
Remaining Zones
450 0 0.0 0 0.0 0 0.0
475 398 0.6 756 1.1 1,663 2.4
575 559 0.8 1,062 1.5 2,336 3.4
610 54 0.1 103 0.1 227 0.3
650 199 0.3 378 0.5 832 1.2
750 115 0.2 219 0.3 482 0.7
775 44 0.1 84 0.1 185 0.3
Remaining Zone Subtotal 1,369 2.0 2,602 3.6 5,725 8.3
Total Demand 7,523 10.9 14,294 20.5 31,447 45.4
(a) Average day demand is based on 2023 average day demand data (refer to Table 3-6) plus projected 5-Year demands (refer to Table 3-11).
(b) Maximum day demand is calculated using a peaking factor of 1.9 times the average day demand (refer to Table 3-7). (c) Peak hour demand is calculated using a peaking factor of 2.2 times the maximum day demand (refer to Table 3-7). (d) Most of the future development within the City is anticipated to occur in the western and northern part of the 375 Zone, referred to as 375 Zone West. It should be noted 375 Zone West is part of the overall 375 Zone and not a separate zone. gpm = gallons per minute; mgd = million gallons per day 243
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The City’s 10-Year baseline demands are summarized in Table 8-2. The 10-Year baseline average day demands are expected to be 14.0 mgd, or a 54 percent increase over existing baseline demands (previously presented in Table 7-1). Approximately 81 percent of the City’s 10-Year baseline demand is located within the 375 and 375 West Zones.

Table 8-2. 10-Year Future Baseline Demands
Pressure Zone
Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c) gpm mgd gpm mgd gpm mgd
375 Zone(d)
Existing 375 6,348 9.2 12,061 17.4 26,534 38.2
375 West 1,550 2.2 2,945 4.2 6,479 9.3
375 Zone Subtotal 7,898 11.4 15,006 21.6 33,013 47.5
Remaining Zones
450 444 0.6 844 1.2 1,857 2.7
475 398 0.6 756 1.1 1,663 2.4
575 559 0.8 1,062 1.5 2,336 3.4
610 54 0.1 103 0.1 227 0.3
650 199 0.3 378 0.5 832 1.2
750 115 0.2 219 0.3 482 0.7
775 44 0.1 84 0.1 185 0.3
Remaining Zone Subtotal 1,813 2.6 3,446 4.8 7,582 11.0
Total Demand 9,711 14.0 18,452 26.4 40,595 58.5
(a) Average day demand is based on 2023 average day demand data (refer to Table 3-6) plus projected 10-Year demands (refer to Table 3-11). (b) Maximum day demand is calculated using a peaking factor of 1.9 times the average day demand (refer to Table 3-7). (c) Peak hour demand is calculated using a peaking factor of 2.2 times the maximum day demand (refer to Table 3-7). (d) Most of the future development within the City is anticipated to occur in the western and northern part of the 375 Zone, referred to as 375 Zone West. It should be noted 375 Zone West is part of the overall 375 Zone and not a separate zone. gpm = gallons per minute; mgd = million gallons per day 244
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The City’s 15-year baseline demands are summarized in Table 8-3. The 15-Year baseline average day demands are expected to be 16.9 mgd, or an 86 percent increase over existing baseline demands (previously presented in Table 7-1). Approximately 85 percent of the City’s 15-year baseline demand is located within the 375 and 375 West Zones.

Table 8-3. 15-Year Future Baseline Demands
Pressure Zone
Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c) gpm mgd gpm mgd gpm mgd
375 Zone(d)
Existing 375 6,540 9.4 12,426 17.9 27,337 39.4
375 West 3,345 4.8 6,355 9.2 13,981 20.1
375 Zone Subtotal 9,885 14.2 18,781 27.1 41,318 59.5
Remaining Zones
450 444 0.6 844 1.2 1,857 2.7
475 398 0.6 756 1.1 1,663 2.4
575 559 0.8 1,062 1.5 2,336 3.4
610 54 0.1 103 0.1 227 0.3
650 199 0.3 378 0.5 832 1.2
750 115 0.2 219 0.3 482 0.7
775 44 0.1 84 0.1 185 0.3
Remaining Zone Subtotal 1,813 2.7 3,446 4.8 7,582 11.0
Total Demand 11,698 16.9 22,227 31.9 48,900 70.5
(a) Average day demand is based on 2023 average day demand data (refer to Table 3-6) plus projected 15-Year demands (refer to Table 3-11).
(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). (d) Most of the future development within the City is anticipated to occur in the western and northern part of the 375 Zone, referred to as 375 Zone West. It should be noted 375 Zone West is part of the overall 375 Zone and not a separate zone. gpm = gallons per minute; mgd = million gallons per day 245
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The City’s 20-year baseline demands are summarized in Table 8-4. The 20-Year baseline average day demands are expected to be 18.9 mgd, or a 109 percent increase over existing baseline demands (previously presented in Table 7-1). Approximately 86 percent of the City’s 20-year baseline demand is located within the 375 and 375 West Zones.

Table 8-4. 20-Year Future Baseline Demands
Pressure Zone
Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c) gpm mgd gpm mgd gpm mgd
375 Zone(d)
Existing 375 6,666 9.6 12,665 18.3 27,863 40.1
375 West 4,596 6.6 8,732 12.6 19,210 27.7
375 Zone Subtotal 11,262 16.2 21,397 30.9 47,073 67.8
Remaining Zones
450 444 0.6 844 1.2 1,857 2.7
475 398 0.6 756 1.1 1,663 2.4
575 559 0.8 1,062 1.5 2,336 3.4
610 54 0.1 103 0.1 227 0.3
650 199 0.3 378 0.5 832 1.2
750 115 0.2 219 0.3 482 0.7
775 44 0.1 84 0.1 185 0.3
Remaining Zone Subtotal 1,813 2.7 3,446 4.8 7,582 11.0
Total Demand 13,075 18.9 24,843 35.7 54,655 78.8
(a) Average day demand is based on 2023 average day demand data (refer to Table 3-6) plus projected 20-Year demands (refer to Table 3-11).
(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). (d) Most of the future development within the City is anticipated to occur in the western and northern part of the 375 Zone, referred to as 375 Zone West. It should be noted 375 Zone West is part of the overall 375 Zone and not a separate zone. gpm = gallons per minute; mgd = million gallons per day 246
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The City’s buildout baseline demands are summarized in Table 8-5. The Buildout baseline average day demands are expected to be 35.3 mgd, or a 292 percent increase over existing baseline demands (previously presented in Table 7-1). Approximately 93 percent of the City’s buildout baseline demand is located within the 375 and 375 West Zones.

Table 8-5. Buildout Future Baseline Demands
Pressure Zone
Average Day Demand(a) Maximum Day Demand(b) Peak Hour Demand(c) gpm mgd gpm mgd gpm mgd
375 Zone(d)
Existing 375 6,733 9.7 12,793 18.4 28,145 40.5
375 West 15,976 23.0 30,354 43.8 66,779 96.2
375 Zone Subtotal 22,709 32.7 43,147 62.2 94,924 136.7
Remaining Zones
450 444 0.6 844 1.2 1,857 2.7
475 398 0.6 756 1.0 1,663 2.4
575 559 0.8 1,062 1.5 2,336 3.4
610 54 0.1 103 0.1 227 0.3
650 199 0.3 378 0.5 832 1.2
750 115 0.2 219 0.3 482 0.7
775 44 0.1 84 0.1 185 0.3
Remaining Zone Subtotal 1,813 2.6 3,446 4.7 7,582 11.0
Total Demand 24,522 35.3 46,593 66.9 102,506 147.7
(a) Average day demand is based on 2023 average day demand data (refer to Table 3-6) plus projected buildout demands (refer to Table 3-11).
(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). (d) Most of the future development within the City is anticipated to occur in the western and northern part of the 375 Zone, referred to as 375 Zone West. It should be noted 375 Zone West is part of the overall 375 Zone and not a separate zone. gpm = gallons per minute; mgd = million gallons per day 247
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8.3 FUTURE 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

8.3.1 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 future water system, firm groundwater well capacity is defined as 50 percent of the City’s maximum day demand with the largest well pump out of service. As discussed in Chapter 4, future PCWA supply assumptions are based on the existing agreements in effect at the time of preparation of this WMPU and the City will need to construct new groundwater ASR wells to achieve the firm groundwater well capacity criterion. Each new well is assumed to have a capacity of 1.7 mgd (1,200 gpm) and will be equipped with backup power or plug-in adaptors to provide additional credit toward the EGWC discussed in Section 8.3.3. Tables 8-6 to 8-10 summarize the results of the five phases. The tables show the comparison of projected maximum day demands to the recommended firm supply.

Table 8-6 summarizes the results of the 5-Year supply capacity evaluation and shows that the City has a supply surplus of 10.1 mgd. Two new wells are assumed to be added to the system by the end of the 5-Year Phase.

Table 8-6. Comparison of Projected Demand versus 5-Year Future Supply Capacity Component Capacity, mgd Notes
Demand
[A] Maximum Day Demand 20.5
System-wide maximum day demand
(refer to Table 8-1)
Firm Supply
[B] Surface Water from PCWA 20.4 Entitlement under Contract for Treated Water Supply with PCWA(a)
[C] Groundwater 10.2 Firm capacity at groundwater wells(b) [D] Total Supply 30.6 [D] = [B] + [C]
[E] Supply Capacity Surplus (Deficit) 10.1 [E] = [D] - [A] (a) The firm water supply from PCWA is assumed to be the City's maximum delivery entitlement of 20.4 mgd and based on existing agreements at the time of preparation of this WMPU (refer to Figure 4-3). (b) Firm groundwater well capacity is assumed to be 50 percent of MDD with the largest well out of service. mgd = million gallons per day; gpm = gallons per minute 248
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Table 8-7 summarizes the results of the 10-Year supply capacity evaluation and shows that the City has a supply surplus of 9.4 mgd. Two new wells are assumed to be added to the system by the end of the 10-Year Phase in addition to the two new wells previously added in the 5-Year Phase.

Table 8-7. Comparison of Projected Demand versus 10-Year Future Supply Capacity Component Capacity, mgd Notes
Demand
[A] Maximum Day Demand 26.4
System-wide maximum day demand
(refer to Table 8-2)
Firm Supply
[B] Surface Water from PCWA 22.7 Entitlement under Contract for Treated Water Supply with PCWA(a)
[C] Groundwater 13.1 Firm capacity at groundwater wells(b) [D] Total Supply 35.8 [D] = [B] + [C]
[E] Supply Capacity Surplus (Deficit) 9.4 [E] = [D] - [A] (a) The firm water supply from PCWA is assumed to be the City's maximum delivery entitlement of 22.7 mgd and based on existing agreements at the time of preparation of this WMPU (refer to Figure 4-3). (b) Firm groundwater well capacity is assumed to be 50 percent of MDD with the largest well out of service. mgd = million gallons per day; gpm = gallons per minute Table 8-8 summarizes the results of the 15-year supply capacity evaluation and shows that the City has a supply surplus of 9.0 mgd. Two new wells are assumed to be added to the system by the end of the 15-Year Phase in addition to the four new wells added in the previous phases.

Table 8-8. Comparison of Projected Demand versus 15-Year Future Supply Capacity Component Capacity, mgd Notes
Demand
[A] Maximum Day Demand 31.9
System-wide maximum day demand
(refer to Table 8-3)
Firm Supply
[B] Surface Water from PCWA 25.0 Entitlement under Contract for Treated Water Supply with PCWA(a)
[C] Groundwater 15.9 Firm capacity at groundwater wells(b) [D] Total Supply 40.9 [D] = [B] + [C]
[E] Supply Capacity Surplus (Deficit) 9.0 [E] = [D] - [A] (a) The firm water supply from PCWA is assumed to be the City's maximum delivery entitlement of 25.0 mgd and based on existing agreements at the time of preparation of this WMPU (refer to Figure 4-3). (b) Firm groundwater well capacity is assumed to be 50 percent of MDD with the largest well out of service. mgd = million gallons per day; gpm = gallons per minute 249
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Table 8-9 summarizes the results of the 20-Year supply capacity evaluation and shows that the City has a supply surplus of 9.3 mgd. One new well is assumed to be added to the system by the end of the 20-Year Phase in addition to the six new wells added in the previous phases.

Table 8-9. Comparison of Projected Demand versus 20-Year Future Supply Capacity Component Capacity, mgd Notes
Demand
[A] Maximum Day Demand 35.7
System-wide maximum day demand
(refer to Table 8-4)
Firm Supply
[B] Surface Water from PCWA 27.3 Entitlement under Contract for Treated Water Supply with PCWA(a)
[C] Groundwater 17.7 Firm capacity at groundwater wells(b) [D] Total Supply 45.0 [D] = [B] + [C]
[E] Supply Capacity Surplus (Deficit) 9.3 [E] = [D] - [A] (a) The firm water supply from PCWA is assumed to be the City's maximum delivery entitlement of 27.3 mgd and based on existing agreements at the time of preparation of this WMPU (refer to Figure 4-3). (b) Firm groundwater well capacity is assumed to be 50 percent of MDD with the largest well out of service. mgd = million gallons per day; gpm = gallons per minute Table 8-10 summarizes the results of the buildout supply capacity evaluation and shows that the City has a supply deficit of 4.5 mgd based on the assumptions for firm supply. Nine new wells are assumed to be added to the system by buildout in addition to the seven new wells added in the previous phases to achieve 50 percent of maximum day demands. A total of 16 new groundwater wells would be added to the City’s future water system by Buildout.

Additional water supply sources would be required by buildout. Evaluation of future supply alternatives to meet buildout demands should be conducted. It is recommended the City perform the following:
• Conduct a study to evaluate obtaining additional capacity from PCWA facilities, such as potential modifications and/or expansions to metering stations, and additional PCWA water supply sources in western Placer County (e.g., RiverArc Project). 1 • Conduct an evaluation on groundwater replenishment, including ASR and basin recharge. • Conduct a study within the next five years to explore buildout supply options which would be used as a framework for developers to provide supply solutions since the increase in water demands are driven by development.
• Conduct a feasibility and reliability study to evaluate how the City can utilize the water supply from NID.
• Conduct an evaluation on the impacts of increased use of recycled water on potable water demand offsets.
• Monitor system demands to verify water conservation impacts on future consumption. 1 As discussed in Chapter 4, additional agreements between the City and PCWA would be required to obtain additional supply capacity.
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Table 8-10. Comparison of Projected Demand versus Buildout Future Supply Capacity Component Capacity, mgd Notes
Demand
[A] Maximum Day Demand 66.9 System-wide maximum day demand (refer to Table 8-5)
Firm Supply
[B] Surface Water from PCWA 29.0 Entitlement under Contract for Treated Water Supply with PCWA(a)
[C] Groundwater 33.4 Firm capacity at groundwater wells(b) [D] Total Supply 62.4 [D] = [B] + [C]
[E] Supply Capacity Surplus (Deficit) (4.5) [E] = [D] - [A] (a) The firm water supply from PCWA is assumed to be the City's maximum delivery entitlement of 29.0 mgd and based on existing agreements at the time of preparation of this WMPU (refer to Figure 4-3). (b) Firm groundwater well capacity is assumed to be 50 percent of MDD with the largest well out of service. mgd = million gallons per day; gpm = gallons per minute

8.3.2 Pumping Capacity Evaluation
Future 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 future system will incorporate at grade storage tanks with pump stations in the 375 Zone West area of the City to support the proposed developments as well as new ASR wells to provide additional supply to the area. The pump stations for the at grade storage tanks are intended to support the system during peak demands and emergency conditions. The maximum day demands are anticipated to be met through the supply capacity. Therefore, the pumping capacity evaluation for the 375 Zone West area of the City assumes the required pumping capacity is the difference between maximum day demands and peak hour demands plus the maximum fire flow requirement. The existing area in the 375 Zone is expected to continue to be supported through gravity storage from the 3 MG Tank and from the PRSs feeding the zone.

Table 8-11 shows the results for the pumping capacity evaluation of the 375 Zone West area for the five phases. For the Buildout phase, there is a slight pumping capacity deficit. This deficit is a result of the projected supply capacity deficit discussed in Section 8.3.1 and shown in Table 8-10.

Existing water storage facilities, in conjunction with the available EGWC2, were evaluated to determine whether the City’s existing storage capacity is sufficient to meet future demands. Tables 8-12 to 8-16 summarize the results of the storage capacity evaluations on the five phases of the City’s future water system. Recommended storage improvements for each phase are incorporated into the storage capacity evaluation for the subsequent phase.
2 Available EGWC includes the firm capacity of groundwater supply that can be reliably accessed, which includes the existing wells and new future wells from the supply capacity evaluation.
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The 750 and 775 Zones were previously identified in the existing system storage capacity evaluation as having a deficit. These zones are supplied through the unregulated connections from PCWA which accounts for the operational storage serving these zones. As the unregulated supply currently does not include local distribution system storage for the 750 and 775 Zones, it was identified that the construction of emergency pump stations could provide redundant backup fire flow and a more resilient emergency supply to the zones from the Verdera Tank No.3 and Conspiracy Point Tank, in the unlikely scenario that the PCWA unregulated water supply becomes temporarily unavailable. Since there is no growth projected for these zones, they are not included in the storage tables for the future system.

Table 8-12 summarizes results from the 5-Year storage capacity evaluation. As shown in Table 8-12, there is a storage capacity surplus in the 375 and 575 Zones and deficit in the 375 West Zone. The deficit in the 375 West Zone can be alleviated through the construction of the planned 2 MG storage tank in Village 5.

Table 8-13 summarizes results from the 10-Year storage capacity evaluation. As shown in Table 8-13, there is a storage capacity surplus in the 375 and 575 Zones and minor deficit in the 375 West Zone. No recommendations are made for the 375 West Zone since the deficit is minor (0.01 mgd) and will be resolved by the recommended 15-Year storage improvement.

Table 8-14 summarizes results from the 15-year storage capacity evaluation. As shown in Table 8-14, there is a storage capacity surplus in the 375 and 575 Zones and deficit in the 375 West. The deficit in the 375 West Zone can be alleviated through the construction of an additional 2 MG storage tank in Village 5.

Table 8-15 summarizes results from the 20-Year storage capacity evaluation. As shown in Table 8-15, there is a storage capacity surplus in the 375 and 575 Zones and deficit in the 375 West. No recommendations are made for the 375 West Zone since the deficit is minor (0.11 mgd) and will be resolved by the recommended Buildout storage improvement.

Table 8-16 summarizes results from the buildout storage capacity evaluation. As shown in Table 8-16, there is a storage capacity surplus in the 375 and 575 Zones and deficit in the 375 West. The deficit in the 375 West Zone can be alleviated through the construction of a 5 MG storage Tank in Village 2 and a 3 MG storage tank in the Airport area.

8.3.3 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 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. 252
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Table 8-11. Comparison of Required versus Available Pumping Capacity for 375 Zone West Pumping Station/Well Name(a)
Required
Pumping
Capacity,
gpm(b)
[A]
Booster
Pump
Stations Firm
Capacity(c)
[B]
Groundwater
Wells Firm
Capacity(d)
[C]
Total
Available
Pumping
Capacity
[D] = [B] +
[C]
Pump
Capacity
Surplus
(Deficit),
gpm
[E] = [D] - [A]
5-Year
Village 5 Tank #1 Pump Station
2 Future Wells
5 Existing Wells
5,052 2,250 6,500 8,750 3,698
10-Year
Village 5 Tank #1 Pump Station
4 Future Wells
5 Existing Wells
7,534 2,250 8,900 11,150 3,616
15-Year
Village 5 Tank #1 Pump Station
Village 5 Tank #2 Pump Station
6 Future Wells
5 Existing Wells
11,626 4,500 11,300 15,800 4,174
20-Year
Village 5 Tank #1 Pump Station
Village 5 Tank #2 Pump Station
7 Future Wells
5 Existing Wells
14,478 4,500 12,500 17,000 2,522
Buildout
Village 5 Tank #1 Pump Station
Village 5 Tank #2 Pump Station
Village 2 Tank Pump Station
Airport Tank Pump Station
16 Future Wells
5 Existing Wells
40,425 13,000 23,300 36,300 (4,125)
(a) All future wells are assumed to be equipped with ASR capability. (b) Required pumping capacity for the 375 Zone West assumes the required pumping capacity is the difference between maximum day demands and peak hour demands (refer to Tables 8-1 to 8-5) plus the maximum fire flow requirement which is 4,000 gpm for schools. (c) 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. (d) Groundwater wells firm capacity is total groundwater well capacity with the largest well out of service. gpm = gallons per minute
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Operational(a)
[A]
Fire Flow(b)
[B]
Emergency(c)
[C]
Storage Capacity
Requirement
[D] = [A] + [B] + [C]
Available
Storage(d)
[E]
Emergency
Groundwater
Storage Credit(e)
[G]
Storage Capacity
Available
[H] = [E] + [F] + [G] Recommended Storage
Recommended
Storage
Capacity, mg
[J]
New Storage
Capacity
Surplus
(Deficit), mg
[K] = [I] + [J]
375(f)
- - 3 MG Tank (3 MG) - 0.96 4.92 5.88 2.53 4.92 7.45 1.57 - - - 375 West(g)
- - 0.33 0.96 0.42 1.71 0.00 0.42 0.42 (1.29) Village 5 Tank #2 (2 MG) 2.00 0.71 575 475 and 375 - Verdera Tank No.3 (5 MG)
- Conspiracy Point Tank (5 MG) 4.55 0.96 1.18 6.69 8.75 0.00 8.75 2.06 - - - Table 8-12. Comparison of Required versus 5-Year Future Storage Capacity (a) Operational storage is 25 percent of maximum day demand (MDD) (refer to Table 8-1). (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 average day demand (ADD) of each pressure zone (refer to Table 8-1). (d) Available tank storage capacity was calculated as useable storage which assumes 5 feet of dead storage and 2 feet below 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. The EGWC cannot exceed the emergency amount. (f) Operational storage for the 375 Zone is assigned to the 575 Zone which supplies normal operation to the 375 Zone through multiple pressure reducing stations. (g) 375 Zone West represents new development on the west side of the City, including Village 5.

Supported
Pressure Zone
Recommended Improvements
Pressure Zone Storage Available
Required Storage Capacity, mg Available Storage Capacity, mg Storage
Capacity
Surplus
(Deficit), mg
[I] = [H] - [D]
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Operational(a)
[A]
Fire Flow(b)
[B]
Emergency(c)
[C]
Storage Capacity
Requirement
[D] = [A] + [B] + [C]
Available
Storage(d)
[E]
Emergency
Groundwater
Storage Credit(e)
[G]
Storage Capacity
Available
[H] = [E] + [F] + [G] Recommended Storage
Recommended
Storage
Capacity, mg
[J]
New Storage
Capacity
Surplus
(Deficit), mg
[K] = [I] + [J]
375(f)
- - 3 MG Tank (3 MG) - 0.96 5.46 6.42 2.53 5.46 7.99 1.57 - - - 375 West(g)
- - Village 5 Tank #1 (2 MG) 1.05 0.96 0.42 2.43 2.00 0.42 2.42 (0.01) - - - 575 475 and 375 - Verdera Tank No.3 (5 MG)
- Conspiracy Point Tank (5 MG) 5.30 0.96 1.18 7.44 8.75 0.00 8.75 1.31 - - - Recommended Improvements
Table 8-13. Comparison of Required versus 10-Year Future Storage Capacity (a) Operational storage is 25 percent of maximum day demand (MDD) (refer to Table 8-2). (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 average day demand (ADD) of each pressure zone (refer to Table 8-2). (d) Available tank storage capacity was calculated as useable storage which assumes 5 feet of dead storage and 2 feet below 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. The EGWC cannot exceed the emergency amount. (f) Operational storage for the 375 Zone is assigned to the 575 Zone which supplies normal operation to the 375 Zone through multiple pressure reducing stations. (g) 375 Zone West represents new development on the west side of the City, including Village 5.

Pressure Zone Storage Available
Required Storage Capacity, mg Available Storage Capacity, mg Storage
Capacity
Surplus
(Deficit), mg
[I] = [H] - [D]
Supported
Pressure Zone
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Operational(a)
[A]
Fire Flow(b)
[B]
Emergency(c)
[C]
Storage Capacity
Requirement
[D] = [A] + [B] + [C]
Available
Storage(d)
[E]
Emergency
Groundwater
Storage Credit(e)
[G]
Storage Capacity
Available
[H] = [E] + [F] + [G] Recommended Storage
Recommended
Storage
Capacity, mg
[J]
New Storage
Capacity
Surplus
(Deficit), mg
[K] = [I] + [J]
375(f)
- - 3 MG Tank (3 MG) 0.00 0.96 5.64 6.60 2.53 5.64 8.17 1.57 - - 375 West(g)
- - Village 5 Tank #1 (2 MG) 2.30 0.96 2.88 6.14 2.00 2.88 4.88 (1.26) - Village 5 Tank #2 (2 MG) 2.00 0.74 575 475 and 375 - Verdera Tank No.3 (5 MG)
- Conspiracy Point Tank (5 MG) 5.45 0.96 1.54 7.95 8.75 0.00 8.75 0.80 - - Recommended Improvements
Table 8-14. Comparison of Required versus 15-Year Future Storage Capacity (a) Operational storage is 25 percent of maximum day demand (MDD) (refer to Table 8-3). (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 average day demand (ADD) of each pressure zone (refer to Table 8-3). (d) Available tank storage capacity was calculated as useable storage which assumes 5 feet of dead storage and 2 feet below 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. The EGWC cannot exceed the emergency amount. (f) Operational storage for the 375 Zone is assigned to the 575 Zone which supplies normal operation to the 375 Zone through multiple pressure reducing stations. (g) 375 Zone West represents new development on the west side of the City, including Village 5.

Supported
Pressure Zone Pressure Zone Storage Available
Required Storage Capacity, mg Available Storage Capacity, mg Storage
Capacity
Surplus
(Deficit), mg
[I] = [H] - [D]
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Operational(a)
[A]
Fire Flow(b)
[B]
Emergency(c)
[C]
Storage Capacity
Requirement
[D] = [A] + [B] + [C]
Available
Storage(d)
[E]
Emergency
Groundwater
Storage Credit(e)
[G]
Storage Capacity
Available
[H] = [E] + [F] + [G] Recommended Storage
Recommended
Storage
Capacity, mg
[J]
New Storage
Capacity
Surplus
(Deficit), mg
[K] = [I] + [J]
375(f)
- - 3 MG Tank (3 MG) - 0.96 5.76 6.72 2.53 5.76 8.29 1.57 - - - 375 West(g)
-
- Village 5 Tank #1 (2 MG)
- Village 5 Tank #2 (2 MG) 3.15 0.96 3.96 8.07 4.00 3.96 7.96 (0.11) - - - 575 475 and 375 - Verdera Tank No.3 (5 MG)
- Conspiracy Point Tank (5 MG) 5.53 0.96 1.54 8.03 8.75 0.00 8.75 0.72 - - - Recommended Improvements
Table 8-15. Comparison of Required versus 20-Year Future Storage Capacity (a) Operational storage is 25 percent of maximum day demand (MDD) (refer to Table 8-4). (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 average day demand (ADD) of each pressure zone (refer to Table 8-4). (d) Available tank storage capacity was calculated as useable storage which assumes 5 feet of dead storage and 2 feet below 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. The EGWC cannot exceed the emergency amount. (f) Operational storage for the 375 Zone is assigned to the 575 Zone which supplies normal operation to the 375 Zone through multiple pressure reducing stations. (g) 375 Zone West represents new development on the west side of the City, including Village 5.

Supported
Pressure Zone Pressure Zone Storage Available
Required Storage Capacity, mg Available Storage Capacity, mg Storage
Capacity
Surplus
(Deficit), mg
[I] = [H] - [D]
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Operational(a)
[A]
Fire Flow(b)
[B]
Emergency(c)
[C]
Storage Capacity
Requirement
[D] = [A] + [B] + [C]
Available
Storage(d)
[E]
Emergency
Groundwater
Storage Credit(e)
[G]
Storage Capacity
Available
[H] = [E] + [F] + [G] Recommended Storage
Recommended
Storage
Capacity, mg
[J]
New Storage
Capacity
Surplus
(Deficit), mg
[K] = [I] + [J]
375(f)
- - 3 MG Tank (3 MG) - 0.96 5.82 6.78 2.53 5.82 8.35 1.57 - - - 375 West(g)
-
- Village 5 Tank #1 (2 MG)
- Village 5 Tank #2 (2 MG) 10.95 0.96 13.80 25.71 4.00 13.80 17.80 (7.91) - Village 2 Tank (5 MG)- Airport Tank (3 MG)

8.00 0.09
575 475 and 375 - Verdera Tank No.3 (5 MG)
- Conspiracy Point Tank (5 MG) 5.58 0.96 1.54 8.08 8.75 0.00 8.75 0.67 - - - Recommended Improvements
Table 8-16. Comparison of Required versus Buildout Future Storage Capacity (a) Operational storage is 25 percent of maximum day demand (MDD) (refer to Table 8-5). (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 average day demand (ADD) of each pressure zone (refer to Table 8-5). (d) Available tank storage capacity was calculated as useable storage which assumes 5 feet of dead storage and 2 feet below 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. The EGWC cannot exceed the emergency amount. (f) Operational storage for the 375 Zone is assigned to the 575 Zone which supplies normal operation to the 375 Zone through multiple pressure reducing stations. (g) 375 Zone West represents new development on the west side of the City, including Village 5.

Supported
Pressure Zone Pressure Zone Storage Available
Required Storage Capacity, mg Available Storage Capacity, mg Storage
Capacity
Surplus
(Deficit), mg
[I] = [G] - [D]
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8.3.4 Pressure Regulating Station Capacity Evaluation
The future pressure regulating stations in the City’s water system were evaluated to assess their ability to reliably supply the future 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 conditions.

The 475, 610, and 650 Zones were evaluated in Chapter 7 (see Table 7-5 for results) and no new demands are projected for these zones. The required pressure regulating station capacity to serve the new 450 Zone described in Section 8-1 was evaluated. Table 8-17 compares future available pressure regulating station capacity with required capacity for the 450 Zone.

Table 8-17. Comparison of Available versus Required 450 Zone Pressure Regulating Station Capacity for 10-Year, 15-Year, 20-Year, and Buildout(a)
Pressure
Regulating
Station
Supplied
By
Valve
Diameter
, inches
Available PRS
Capacity,
gpm(b)
[A]
Required PRS Capacity, gpm
PRS Capacity
Surplus
(Deficit), gpm
[E] = [D] - [A]
Peak Hour
Demand(c)
[B]
Fire Flow
Demand(d)
[C]
PRS Capacity
Requirement
[D] = [B] + [C]
450 Main
575 3 580
1,857 4,000 5,857 3,103
575 8 3,900
450 Emergency
610 3 580
610 8 3,900
450 Zone Total 8,960
(a) The 450 Zone will be active starting in the 10-Year Phase. No new demands will be added in the subsequent phases, therefore, the required PRS capacity is assumed to be the same for 10-Year, 15-year, 20-Year, and Buildout. (b) Valve capacity is estimated based on intermittent maximum flow capacity for ClaVal model 90-01PRV valves. However, actual flow capacity will vary depending on system conditions.
(c) Refer to Table 8-1 for peak hour demand.
(d) The largest fire flow requirement for the 450 Zone is 4,000 gpm for schools. gpm = gallons per minute
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8.4 FUTURE WATER DISTRIBUTION SYSTEM PERFORMANCE EVALUATION The water distribution system performance evaluation identifies necessary improvements to the City’s water distribution system to support the City’s future water demands while meeting the City’s recommended water system planning and design criteria presented in Chapter 5 under normal and emergency conditions. A hydraulic performance evaluation was carried out for each of the five phases:
5-Year, 10-Year, 15-Year, 20-Year, and Buildout. The following scenarios were evaluated as part of the future water distribution system performance evaluation:
• 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
• Emergency Operations:
— Maximum Day Demand plus Fire Flow Scenario: This scenario evaluated system fire flow availability under a maximum day demand condition
The water system hydraulic model, updated with the proposed improvements to the existing system from Chapter 7, was used to evaluate the water system performance for each of the five phases. Additional facilities (i.e., pipes, new PRSs, new tanks, and new wells) to provide service to projected future development areas were also included in the hydraulic model, as shown on Figure 8-1. In addition, recommended improvements identified in the facility capacity evaluation above were incorporated into the hydraulic model and are also shown on Figure 8-1. As previously mentioned, sizing and locations of future pipelines and facilities are preliminary and will require further study and refinement by Project proponents as future developments move forward.

As discussed in Section 8.3.1, the City will have insufficient supply by the Buildout Phase. For purposes of the hydraulic evaluation, it is assumed that four additional groundwater ASR wells are added into the system to mitigate the supply deficit and to support maximum day plus peak hour demand conditions.

However, the City is recommended to conduct the supply studies recommended in Section 8.3.1 to determine the most viable additional water supply source.

Table 8-18 summarizes the assumptions for each modeling scenario before incorporating recommended improvements from the performance evaluation. Sections 8.4.1 and 8.4.2 provide an overview and general discussion of results of the evaluated scenarios. Table 8-19 in Section 8.4.3 summarizes the specific results for each phase.
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Table 8-18. Summary of Phasing Assumptions(a,b)
Phase Capacity Evaluation Improvements Additional Assumptions 5-Year 5-Year:
• 1 storage tank:

Village 5 Tank #1 (2 MG)
• 2 wells
• Includes recommendations from the existing system
evaluation in Chapter 7 (i.e., pipeline improvements
and emergency BPSs for the 750 and 775 Zones).
• Planned replacement of 20-inch transmission main
from the 3 MG Tank with a 30-inch transmission
main is active.
• Planned extension of 24-inch transmission main in
Oak Tree Lane crossing the Auburn Ravine to existing
18-inch transmission main in Virginiatown Road
is active.
• Pipelines within the 5-Year timeline identified in the 10-Year Pipeline R&R from Chapter 9 are replaced.
10-Year 10-Year:
• 2 wells
Total (Previous and Current Phases):
• 1 storage tank
• 4 wells
• Includes recommendations from previous phases
• All pipelines identified in the 10-Year Pipeline R&R
from Chapter 9 are replaced.
• New Pressure Zone (450 Zone) is created with
associated PRSs.
15-Year 15-Year:
• 1 storage tank:

Village 5 Tank #2 (2 MG)
• 2 wells
Total (Previous and Current Phases):
• 2 storage tanks
• 6 wells
• Includes recommendations from previous phases.
20-Year 20-Year:
• 1 well
Total (Previous and Current Phases):
• 2 storage tanks
• 7 wells
• Includes recommendations from previous phases.

Buildout Buildout:
• 2 storage tanks:

Village 2 Tank (5 MG)
Airport Tank (3 MG)
• 9 wells
• 4 wells to address supply deficit for
purposes of the performance
evaluation(c)
Total (Previous and Current Phases):
• 4 storage tanks
• 20 wells
• Includes recommendations from previous phases.
(a) Sizing and locations of future pipelines and facilities are preliminary and will require further study and refinement by Project proponents as future developments move forward.
(b) All future wells are assumed to be equipped with ASR capability. (c) As discussed in Section 8.3.1, the City will have insufficient supply by the Buildout Phase. For purposes of the hydraulic evaluation, it is assumed four additional groundwater wells are added into the system to mitigate the supply deficit. However, the City is recommended to conduct the supply studies recommended in Section 8.3.1 to determine the most feasible additional water supply source. 261
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8.4.1 Normal Operations Overview
The normal operations of the City’s water distribution system were evaluated under average day and maximum day with peak hour demand conditions (i.e., non-fire). For each phase, a 72-hour extended period simulation (EPS) was conducted using the hydraulic model to evaluate system performance under average day and maximum day with peak hour demand conditions. However, only results from the last two days of the simulation were used, as these results are not affected by initial conditions.

Tables 8-1 to 8-5 summarize the average day and maximum day system demands for each phase. The maximum day diurnal patterns (i.e., pressure zone groups, irrigation meters, and large users) previously presented in Chapter 3 and previously incorporated into the hydraulic model in Chapter 7, were used. The operational criteria applicable during normal operating conditions are detailed in Chapter 5.

The normal operations evaluation assumes the water system demand will be met by a combination of the PCWA metering stations, storage tanks, and groundwater wells as needed. Firm groundwater capacity is assumed (i.e.,the largest existing well is offline). Catta Verdera BPS was assumed to be offline for the future water system.

8.4.1.1 Normal Operations Results: 5-Year, 10-Year, 15-Year, and 20-Year Phases For the 5-Year, 10-Year, 15-Year, and 20-Year Phases, no wells operate during average day demand, however, during maximum day demand, various wells operate either full-time or during peak hour only (refer to Table 8-19 for the number of wells operating per phase).

Table 8-19 summarizes the specific results for each phase and subsequent recommendations. Figures 8-2 to 8-5 present the minimum instantaneous pressures during the EPS for average day demand for each phase. Figures 8-7 to 8-10 present the minimum instantaneous pressures during the EPS for maximum day demand for each phase. The following discussion is a general summary of results for the 5-Year, 10--Year, 15-Year, and 20-Year Phases. These results assume the recommended improvements from Table 8-18 have been constructed in the system.

Results from the normal operations evaluation (i.e., average day and maximum day demand with peak hour conditions) indicate the 5-Year, 10-Year, 15-Year, and 20-Year phasing of the future water system generally meets the City’s minimum and maximum pressure criterion at most customer service locations.

In general, most areas of the City’s distribution system meet the minimum pressure requirement of 40 psi for each phase. For the average day demand condition for each phase, the majority of the City’s distribution system experiences pressures ranging between 80 to 100 psi or greater than 100 psi. For the maximum day demand condition for each phase, the majority of the City’s distribution system experiences pressures ranging between 60 to 100 psi. Lower pockets of pressures (refer to Table 8-19 for specific pressure ranges for each phase) 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, and therefore, no recommended improvements are made. Velocities in the water distribution system for both average day and maximum day demand conditions do not exceed 7 feet per second (fps). 262
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8.4.1.2 Normal Operations Results: Buildout Phase
For Buildout Phase, six wells (three full-time and three during peak hour) operate during average day demand. During maximum day demand, 24 wells (20 full-time and four during peak hour) operate while one well does not operate. To mitigate the potential for high use of groundwater supply to meet peaking demands, the City endeavors to leverage use of reclaimed water supply and partner with PCWA and/or NID to provide additional surface water supplies.

Table 8-19 summarizes the specific results for the Buildout Phase and subsequent recommendations.

Figure 8-6 presents the minimum instantaneous pressures during the EPS for average day demand.

Figure 8-11 presents the minimum instantaneous pressures during the EPS for maximum day demand.

The following discussion is a general summary of results for the Buildout Phase.

Results from the normal operations evaluation (i.e., average day and maximum day demand with peak hour conditions) indicate the buildout phase of the water system generally meets the City’s minimum and maximum pressure criterion at most customer service locations.

In general, most areas of the City’s buildout distribution system meet the minimum pressure requirement of 40 psi. For the average day demand condition, the majority of the City’s distribution system experiences pressures ranging between 80 to 100 psi. For the maximum day demand condition, the majority of the City’s distribution system experiences pressures ranging between 60 to 80 psi. Lower pockets of pressures (refer to Table 8-19 for ranges) and locations with pressures below 40 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. No recommendations are made to mitigate these areas of low pressure since velocity criterion in pipelines are met in these areas. Additionally, there are locations with pressures below 40 psi that occur adjacent to major system facilities where the associated pipelines do not have service connections, and therefore, no recommended improvements are made.

For the average day demand condition, maximum velocities in the buildout water distribution system pipelines do not exceed 7 fps. Figure 8-12 shows the maximum velocities in the buildout water system for the maximum day demand condition. As shown on Figure 8-11, maximum velocities range from 7 to 8 fps in the following transmission mains near storage tanks and pressure reducing stations:
• 24-inch diameter main in Twelve Bridges from Verdera Tank No.3 • 30-inch diameter main from the 3 MG Tank to Oak Tree Lane • 30-inch diameter main from the Conspiracy Point Tank
• Portions of the 24-inch diameter main in Stonebridge Boulevard (near the Stoneridge pressure reducing station), Del Webb Boulevard (near the Wildomar pressure reducing station), and East Joiner Parkway
• 8-inch diameter pipeline in Chesapeake Way near the Eastridge pressure reducing station While these velocities exceed maximum recommended velocities, improvements are not recommended at these locations as they do not impact the primary criterion, customer service pressure. 263
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8.4.2 Emergency Operations 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 junctions that represent hydrant locations throughout the system, while maintaining a minimum residual system pressure of 20 psi at all customer service locations and new development areas. In addition, a maximum velocity of 10 fps should be maintained in new development pipelines. Pipelines in existing areas are evaluated without a maximum velocity constraint because these pipelines were sized to meet standards at the time of their construction.

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.

As discussed in Chapter 7, recommended fire flow criteria presented in Table 5-1 are established for future development land use types. The fire flow evaluation presents the system-wide available fire flow compared to recommended fire flow criteria for future water service areas for comparison purposes only.

As previously mentioned in Chapter 7, because much of the City’s system is older, a R&R Program detailed in Chapter 9 is recommended to replace smaller diameter (i.e., less than 8-inch diameter) distribution pipelines (which are typically older). As the City proceeds with the program, fire flow availability in these areas will improve. Therefore, the evaluation of the City’s future water system does not recommend specific pipeline improvements to existing pipelines to increase existing fire flow capacity as it is assumed they will be included in the City’s R&R program.

For new development areas, fire flow availability is evaluated to confirm sizing of recommended future system improvements for new developments. As development plans in future areas are refined, infrastructure is expected to change, and the City should require Project proponents to size infrastructure to meet all design criteria presented in Chapter 5, unless criteria are superseded by a future standard adopted by the City.

8.4.2.1 Emergency Operation Results
Figures 8-13 to 8-17 summarizes the percent of available fire flow available for each phase at each tested location with respect to its fire flow requirement. Results presented in these figures are representative of the system’s capacity and do not represent available flow from a specific hydrant.

As shown on Figures 8-13 to 8-17, most tested locations in the model for each phase meet or exceed the City’s fire flow requirements, and a few locations meet at least 75 percent of the criteria. Most locations that do not meet the recommended fire flow criteria are existing known deficiencies in the model as identified in Chapter 7. These are locations with larger fire flow requirements (i.e., 3,000 and 4,000 gpm) and/or located at small diameter (i.e., 6-inch) dead-end distribution pipelines. Typically, fire flow requirements exceeding 1,500 gpm are expected to be met by multiple hydrants and as described in Chapter 7, existing pipelines are assumed to meet fire flow standards that were in place at the time of construction. All tested locations within future development areas meet the required fire flow. Therefore, no specific pipeline improvements to increase fire flow capacity are recommended.

8.4.3 Future Water Distribution System Performance Evaluation Results Summary Table 8-19 details the specific performance evaluation results for each of the five phases. 264
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