Agenda packet — City Council and Concurrent Authorities, October 18, 2022 (part 1 of 4)

City Council/Successor Agency to the
Redevelopment Agency/Public
Financing Authority/Parking Authority
Concurrent
City of Stockton
Meeting Agenda - - Revised
City Council/Successor
Agency of the
Redevelopment
Agency/Public Financing
Authority/Parking Authority
Concurrent Agenda
Kevin J. Lincoln II (At Large) Mayor/Chair
Christina Fugazi (District 5) Vice Mayor/Vice Chair
Sol Jobrack (District 1)
Daniel R. Wright (District 2)
Paul Canepa (District 3)
Susan Lenz (District 4)
Kimberly Warmsley (District 6)
Council Chamber, City Hall, 425 N. El Dorado
Street, Stockton CA
4:00 PMTuesday, October 18, 2022
Closed Session 4:00 PM :: Regular Session 5:30 PM

1. CLOSED SESSION CALL TO ORDER/ROLL CALL

2. ADDITIONS TO CLOSED SESSION AGENDA

3. ANNOUNCEMENT OF CLOSED SESSION

3.1 22-0948

CONFERENCE WITH LEGAL COUNSEL - EXISTING LITIGATION
Number of Cases: Four
Name of Case: Police Officer Jimmy Inn, (Workers’ Compensation Appeals Board Case No. ADJ unassigned)
Name of Case: Police Officer Jay Scoffield, (Workers’
Compensation Appeals Board Case No.

ADJ9381878)
Name of Case: Kurt Wilson v. City Council of Stockton, et al. (San Joaquin County Superior Court Case No.

STK-CV-UVM-2019-12404)
Name of Case: Ralph Lee White v. City Council of Stockton, et al. (San Joaquin County Superior Court Case No.

STK-CV-UOCT-2018-4379)
This Closed Session is authorized pursuant to section 54956.9(d)

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1 October 18, 2022City Council/Successor Agency to
the Redevelopment Agency/Public
Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised
(1) of the Government Code.

Department: City Attorney

3.2 22-0949 CONFERENCE WITH LABOR NEGOTIATOR
Recommended Action: Agency Designated Representative: City Manager Harry Black Employee Organizations: Unrepresented Units, Stockton City Employees' Association, Operating Engineer's Local 3, Mid-Management/Supervisory Level Unit, Unrepresented Management/Confidential, Law Department, Stockton Police Management Association, Stockton Firefighters Local 456 International Association of Firefighters, Stockton Fire Management, Stockton Police Officers' Association (SPOA)
This Closed Session is authorized pursuant to section 54957.6(a) of the Government Code.

Department: City Attorney

3.3 22-0950 PUBLIC EMPLOYEE PERFORMANCE EVALUATION:

Recommended Action: City Manager

This Closed Session is authorized pursuant to Government Code section 54957.

Department: City Attorney

3.4 22-0951 PUBLIC EMPLOYEE PERFORMANCE EVALUATION:

Recommended Action: City Attorney

This Closed Session is authorized pursuant to Government Code section 54957.

Department: City Attorney

3.5 22-0952 PUBLIC EMPLOYEE PERFORMANCE EVALUATION:

Recommended Action: City Clerk

This Closed Session is authorized pursuant to Government Code section 54957.

Department: City Attorney

3.6 22-0953 CONFERENCE WITH LEGAL COUNSEL - POTENTIAL LITIGATION Number of Cases: One
Based on existing facts and circumstances, there is significant exposure to litigation pursuant to Government Code section 54956.9(d)(2).

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2 October 18, 2022City Council/Successor Agency to
the Redevelopment Agency/Public
Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised
Department: City Attorney

4. CLOSED SESSION PUBLIC COMMENT*

5. RECESS TO CLOSED SESSION

6. REGULAR SESSION CALL TO ORDER/ROLL CALL

7. INVOCATION/PLEDGE TO FLAG

8. REPORT OF ACTION TAKEN IN CLOSED SESSION

9. ADDITIONS TO REGULAR SESSION AGENDA***

10. RECOGNITIONS, ANNOUNCEMENTS, OR REPORTS

11. PUBLIC COMMENTS* – MATTERS NOT ON THE AGENDA

12. CONSENT AGENDA

12.1 22-1004

APPROVAL OF CITY COUNCIL MINUTES
Recommended Action: RECOMMENDATION
Approve the minutes from the City Council meeting of September 13, 2022 Department: City Clerk
Attachment A - 2022-09-13 MinutesAttachments:

12.2 22-0988 ORDINANCE AMENDING TITLE 5, CHAPTER 5.90, SECTIONS

5.90.060, 5.90.070, 5.90.150, 5.90.160, AND 5.90.250, AND TITLE 10, CHAPTER 10.12, SECTION 10.12.220 OF THE STOCKTON

MUNICIPAL CODE RELATING TO THE REGULATION OF PEDICABS
Recommended Action:

RECOMMENDATION
It is recommended that the City Council approves an ordinance amending Title 5, Chapter 5.9, Sections 5.90.060, 5.90.070, 5.90.150, 5.90.160, and

5.90.250, and Title 10, Chapter 10.12, Section 10.12.220 of the Stockton Municipal Code relating to the regulation of pedicabs.

Department: City Manager
Attachment A - Pedicab Ordinance Update (Redline)
Proposed Ordinance - Pedicab Ordinance Update
Attachments:

12.3 22-0989 APPROVE AN ORDINANCE AMENDING TITLE 5, CHAPTER 5.72 OF

THE STOCKTON MUNICIPAL CODE, RELATING TO MOTORIZED

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3 October 18, 2022City Council/Successor Agency to
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Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised

FOOD WAGONS
Recommended Action:

RECOMMENDATION
It is recommended that the City Council approves an ordinance amending Title 5, Chapter 5.72 of the Stockton Municipal Code relating to Motorized Food Trucks.

Department: City Manager
Attachment A - Proposed Ordinance - Redline
Proposed Ordinance – Motorized Food Wagons
Attachments:

12.4 22-0581 ADOPT A RESOLUTION TO AUTHORIZE ACCEPTANCE OF $1 MILLION U.S. SMALL BUSINESS ADMINISTRATION 2022

CONGRESSIONAL COMMUNITY PROJECTS GRANT
Recommended Action:

RECOMMENDATION
It is recommended that the City Council adopt a resolution to:

1. Authorize the City Manager, or designee, to accept and appropriate grant funds for the U.S. Small Business Administration 2022 Congressional Community Projects grant for the Resurgent Stockton Project in the amount of $1,000,000 and execute all related documents;

2. Authorize the City Manager, after a Request for Proposals process, to expend Resurgent Stockton Project funds in an amount greater than the Stockton Municipal Code section 3.68.060 expenditure limit; and

3. Authorize the City Manager, or designee, to take all actions necessary and appropriate to carry out the intent of the resolution.

Department: Economic Development
Attachment A - Resurgent Stoctkon Notice of Award
Proposed Resolution - Resurgent Stockton
Attachments:

12.5 22-0900 REJECT BIDS FOR THE 2020-21 SANITARY SEWER

MAINTENANCE HOLE REHABILITATION PROJECT
Recommended Action: RECOMMENDATION
It is recommended that the City Council approve a motion to reject all bids received for the 2020-21 Sanitary Sewer Maintenance Hole Rehabilitation, Project No. UW20011, pursuant to Stockton Municipal Code section

3.68.160(B).

It is also recommended that the City Manager be authorized to take appropriate and necessary actions to carry out the purpose and intent of this motion.

Department: Public Works
Attachment A - Vicinity MapAttachments:

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4 October 18, 2022City Council/Successor Agency to
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Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised

13. ADMINISTRATIVE MATTERS

14. UNFINISHED BUSINESS

15. NEW BUSINESS

15.1 22-0754

APPROVE BY MOTION TO ENTER INTO A CONTRACT WITH JP

MARKETING TO DEVELOP AND EXECUTE A MARKETING

CAMPAIGN AND BRAND STRATEGY FOR THE CITY OF STOCKTON
Recommended Action:

RECOMMENDATION
It is recommended that the City Council approve a motion to:

1. Approve and authorize the City Manager, or designee, to execute a contract with the JP Marketing in an amount up to $375,000 for the purpose of executing a marketing campaign and develop a brand strategy;

2. Approve findings pursuant to Stockton Municipal Code section 3.68.070 in support of an exception to the competitive bidding process; and

3. Authorize the City Manager, or designee, to take appropriate and necessary actions to carry out the purpose and intent of this motion.

Department: Economic Development
Attachment A - Scope of Work
PPT - 15.1 - Marketing and Brand Strategy
Attachments:

15.2 22-0937 ADOPT THE 2022 WASTEWATER MASTER PLAN UPDATE FOR

THE MUNICIPAL UTILITIES DEPARTMENT
Recommended Action: RECOMMENDATION
It is recommended that the City Council approve a resolution to adopt the 2022 Wastewater Master Plan Update prepared in concurrence with the Envision Stockton 2040 General Plan Update.

Department: Municipal Utilities
Proposed Resolution
Exhibit 1 - Final WWMPU
Exhibit 2 - Appendices
PPT - 15.2 - Wastewater Master Plan
Attachments:

15.3 22-0827 ADOPT RESOLUTION CERTIFYING THE SUPPLEMENT TO THE

REGIONAL WASTEWATER CONTROL FACILITY MODIFICATIONS

PROJECT ENVIRONMENTAL IMPACT REPORT, ADOPTING

FINDINGS OF FACT, ADOPTING MITIGATION MONITORING AND

REPORTING PROGRAM AND AUTHORIZING THE CITY MANAGER

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5 October 18, 2022City Council/Successor Agency to
the Redevelopment Agency/Public
Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised

TO EXECUTE A LEASE AGREEMENT WITH THE CALIFORNIA

STATE LANDS COMMISSION
Recommended Action:

RECOMMENDATION
It is recommended that the City Council adopt a resolution to:

1. Certify that the Supplement to the Regional Wastewater Control Facility Modifications Project Environmental Impact Report for the Outfall Relocation Project (Supplemental EIR) has been completed in compliance with the California Environmental Quality Act and finds the Supplemental EIR adequately addresses the environmental issues of the Outfall Relocation Project component of the Regional Wastewater Control Facility Modifications Project, and

2. Approve the Supplemental EIR, including that it identifies no significant and unavoidable impacts, adopt the Findings of Fact, and adopt the Mitigation Monitoring and Reporting Program, and

3. Adopt findings that the Supplemental EIR reflects the independent judgment of the City Council, as lead agency.

4. Authorize the City Manager to execute a lease agreement with the California State Lands Commission for the placement of outfall components within the San Joaquin River.

It is further recommended that the City Manager be authorized to take appropriate and necessary actions to carry out the intent of the resolution.

Department: Municipal Utilities
Proposed Resolution
Exhibit 1 - Draft SEIR
Exhibit 2 - Final SEIR
Exhibit 3 - SEIR Findings of Fact
Exhibit 4 - SEIR MMRP
PPT - 15.3 - SEIR
Attachments:

15.4 22-0821 ADOPT RESOLUTION AUTHORIZING A CONTRACT CHANGE

ORDER FOR THE OUTFALL RELOCATION PROJECT COMPONENT

OF THE RWCF MODIFICATIONS PROJECT, AUTHORIZE THE CITY

MANAGER TO APPROVE AND EXECUTE PAYMENTS FOR DIRECT

MITIGATION COST IMPACTS, AND AUTHORIZE THE CITY

MANAGER TO REAPPROPRIATE FUNDS

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6 October 18, 2022City Council/Successor Agency to
the Redevelopment Agency/Public
Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised
Recommended Action:

RECOMMENDATION
It is recommended that the City Council adopt a resolution to:

1. Approve findings pursuant to Stockton Municipal Code section 3.68.070 in support of an exception to the competitive bidding process.

2. Authorize Contract Change Order (CCO)-008 to Phase 2B of the Progressive Design-Build Contract between the City and AECOM/W.M.

Lyles, Joint Venture (JV) to increase the Guaranteed Maximum Price (GMP) in the amount of $6,770,384.07 for construction of the Outfall Relocation Project component of the Regional Wastewater Control Facility (RWCF) Modifications Project (Exhibit 1 to the Resolution).

3. Incorporate CCO-001 through CCO-008 bringing the total Phase 2B contract amount to $206,789,950.31.

4. Authorize the City Manager to reappropriate funds in the amount of $5,185,225 from the existing RWCF New Outfall Project UW20023 to the RWCF Modifications Project UW16022.

5. Authorize the City Manager to execute CCO-008 to Amendment No. 2, Phase 2B, to the Progressive Design-Build Contract.

6. Authorize the City Manager to execute payments not to exceed a total of $150,000 for the cost of direct mitigation of impacts from the Outfall Relocation Project.

It is further recommended that the City Manager be authorized to take appropriate and necessary actions to carry out the intent of the resolution.

Department: Municipal Utilities
Proposed Resolution
Exhibit 1 - CCO 8
PPT - 15.4 - RWCF Modifications Project CCO 8
Attachments:

16. HEARINGS**

16.1 22-1010 APPROVE THE SJAFCA MOSSDALE TRACT AREA REGIONAL

FLOOD PROTECTION DEVELOPMENT NEXUS STUDY UPDATE,

IMPACT FEE UPDATE, AND COLLECTION AGREEMENT

AMENDMENT

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7 October 18, 2022City Council/Successor Agency to
the Redevelopment Agency/Public
Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised
Recommended Action:

RECOMMENDATION
It is recommended that City Council adopt a Resolution:

1. Adopting the updated nexus study for the Mossdale Tract Area Regional Urban Level of Flood Protection Development Impact Fee.

2. Authorizing the City Manager to execute an amendment to the existing collection agreement for the Mossdale Tract Area Regional Urban Level of Flood Protection Development Impact Fee between San Joaquin Area Flood Control Agency and its member agencies, including the City of Stockton.

3. Authorizing an amendment to the FY 2022-23 Fee Schedule to update the Mossdale Tract Area Regional Flood Protection Development Impact Fee (Mossdale Tract Regional Flood Impact Fee) for residential, commercial, and industrial; which includes an existing administration fee.

It is further recommended that the City Manager be authorized to take appropriate and necessary actions to carry out the purpose and intent of this Resolution.

Department: City Manager
Proposed Resolution
Exhibit 1 - Nexus Study
Exhibit 2 - Collection Agreement
Exhibit 3 - Updated Fee Schedule
PPT - 16.1 - Mossdale Tract Area
Attachments:

Note: This item was amended October 14, 2022 by the Office of the City Manager

16.2 22-0999 APPEAL OF THE PLANNING COMMISSION DENIAL OF A

COMMISSION USE PERMIT AND DESIGN REVIEW TO ESTABLISH

A RETAIL STOREFRONT CANNABIS BUSINESS AND AN

ADMINISTRATIVE USE PERMIT TO ESTABLISH A RETAIL

NON-STOREFRONT (DELIVERY ONLY) CANNABIS BUSINESS, IN
AN EXISTING 4,375 SQUARE FOOT COMMERCIAL BUILDING AT
2521 WEST LANE (APPLICATION NO. P21-0602)
This item was continued from the City Council Meeting of September 27, 2022.

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8 October 18, 2022City Council/Successor Agency to
the Redevelopment Agency/Public
Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised
Recommended Action:

RECOMMENDATION
It is recommended that City Council adopt a resolution to:

1. Reverse the Planning Commission's denial of a Commission Use Permit to allow the establishment of a proposed retailer storefront cannabis business, in accordance with the findings and subject to conditions in the proposed Resolution; and

2. Reverse the Planning Commission's denial of an Administrative Use Permit to allow a retail non-storefront (delivery only) cannabis business, in accordance with the findings and subject to conditions in the proposed Resolution; and

3. Reverse the Planning Commission's denial of Design Review for architectural modifications to an existing building, in accordance with the findings and subject to conditions in the proposed Resolution.

Department: Community Development
Attachment A - Location Map, General Plan and Zoning Designation Attachment B - Communication from Aspire Schools
Attachment C - Existing Commercial Cannabis Business Locations Attachment D - Project Plans
Attachment E - Applicant Appeal
Proposed Resolution
Exhibit 1
PPT - 16.2 - 2521 West Lane
Attachments:

17. CITY MANAGER'S UPDATE

18. COUNCIL COMMENTS

19. ADJOURNMENT

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9 October 18, 2022City Council/Successor Agency to
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Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised

CERTIFICATE OF POSTING
I declare, under penalty of perjury, that I am employed by the City of Stockton and that I caused this agenda to be posted in the City Hall notice case on October 14, 2022 in compliance with the Brown Act.

Eliza R. Garza, CMC
City Clerk
By: ________________________________

Deputy

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10 October 18, 2022City Council/Successor Agency to
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Financing Authority/Parking
Authority Concurrent
Meeting Agenda - - Revised
*Citizens may comment on any subject within the jurisdiction of the City Council/Successor Agency to the Redevelopment Agency/Public Finance Authority/Parking Authority, including items on the Agenda. Each speaker is limited to three minutes. Speakers must submit “Request to Speak” cards to the City Clerk, and be prepared to speak when called. No speaker cards will be received after the close of the Citizen’s Comments portion of the meeting.
**Speakers should hold comments on items listed as a Hearing until the Hearing is opened. If a large number of people desire to speak at a Hearing, the Mayor/Chair may reduce the amount of time allocated to each speaker to three (3) minutes.
***Additions to the Agenda - Government Code Section 54954.2(b)(2), allows members of the City Council present at the meeting to take immediate action, with either a two-thirds or unanimous vote, to place an item on the agenda that action must be taken and that the item came to the attention of the City subsequent to the agenda being posted.

All proceedings before this meeting body are conducted in English. The City of Stockton does not furnish language interpreters and, if one is needed, it shall be the responsibility of the person needing one.

In accordance with the Americans With Disabilities Act and California Law, it is the policy of the City of Stockton to offer its public programs, services and meetings in a manner that is readily accessible to everyone, including those with disabilities. If you are a person with a disability and require a copy of a public hearing notice, or an agenda and/or agenda packet in an appropriate alternative format; or if you require other accommodation, please contact the Office of the City Clerk located at 425 North El Dorado Street, Stockton, California 95202 during normal business hours or by calling (209) 937-8458, at least 5 days in advance of the hearing/meeting. Advance notification within this guideline will enable the City/Agency to make reasonable arrangements to ensure accessibility.

Materials related to an item on this agenda submitted to City Council after distribution of the agenda packet are available for public inspection in the City Clerk's Office at 425 North El Dorado Street, Stockton, California 95202, during normal business hours. Such documents are also available on the City's website at www.stocktongov.com subject to staff's ability to post the documents before the meeting.

CHALLENGING CITY DECISIONS: The time limit within which to commence any lawsuit or legal challenge to any quasi-adjudicative decision made by the City is governed by Section 1094.6 of the Code of Civil Procedure, unless a shorter limitation period is specified by any other provision. Under Section 1094.6, any lawsuit or legal challenge to any quasi-adjudicative decision made by the City must be filed no later than the 90th day following the date on which such decision becomes final. Any lawsuit or legal challenge, which is not filed within that 90-day period, will be barred. If a person wishes to challenge the nature of the above section in court, they may be limited to raising only those issues they or someone else raised at the meeting described in this notice, or in written correspondence delivered to the City of Stockton, at or prior to the meeting. In addition, judicial challenge may be limited or barred where the interested party has not sought and exhausted all available administrative remedies.

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11 City of Stockton
Legislation Text
File #: 22-1004, Version: 1

APPROVAL OF CITY COUNCIL MINUTES

RECOMMENDATION
Approve the minutes from the City Council meeting of September 13, 2022 Attachment A - 2022-09-13 Minutes
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32 City of Stockton
Legislation Text
File #: 22-0988, Version: 1
ORDINANCE AMENDING TITLE 5, CHAPTER 5.90, SECTIONS 5.90.060, 5.90.070, 5.90.150,

5.90.160, AND 5.90.250, AND TITLE 10, CHAPTER 10.12, SECTION 10.12.220 OF THE

STOCKTON MUNICIPAL CODE RELATING TO THE REGULATION OF PEDICABS

RECOMMENDATION
It is recommended that the City Council approves an ordinance amending Title 5, Chapter 5.9, Sections 5.90.060, 5.90.070, 5.90.150, 5.90.160, and 5.90.250, and Title 10, Chapter 10.12, Section

10.12.220 of the Stockton Municipal Code relating to the regulation of pedicabs.

Summary
Pursuant to Legislative Committee direction, staff reviewed existing City law concerning pedicabs in the areas of permitting requirements, insurance requirements, presence at special events, and areas of permissible operation. The proposed ordinance (Attachment A) eases permitting requirements, increases insurance minimums for the benefit of the public, and expands pedicabs’ access in the City.

DISCUSSION
Background
A pedicab is a bicycle which has passenger seats or pulls passengers by way of a sidecar or trailer as a means of transportation for hire. Pedicab regulations were enacted at the October 18, 2011, meeting of the City Council and codified at SMC Chapter 5.90. That chapter regulates the permitting process for pedicab operators and their vehicles.

Ordinarily, all bicycles within the City are prohibited from being ridden within walking areas of private shopping centers, parking areas, and upon sidewalks, unless otherwise posted by the City, within areas zoned Commercial, including downtown. (SMC § 10.12.220). At its December 16, 2014, meeting, Council amended that section of the SMC to create an exemption for lawfully operating pedicabs within: (i) Janet Leigh Plaza, (ii) Joan Darrah Waterfront Promenade, and (iii) DeCarli Square.

Present Situation
Pedicab operating permits and pedicabs decals
Pursuant to Chapter 5.90, pedicab operators must possess each of the following:
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· A pedicab operator license, which allows the Stockton Police Department to investigate applicants. For example, pedicab operators must possess a valid California driver’s license, and may not have certain criminal offenses in the prior seven years; and · A pedicab decal, to ensure pedicabs satisfy the safety requirements outlined in SMC section

5.90.130. For example, the pedicabs must have proper lights and mirrors.

Presently, the business license, operator license, and decal each remain valid for one-year periods.

The proposed ordinance will allow operator licenses and decals to be valid for three-year periods.

Business licenses must still be renewed annually, as this is the maximum licensing period allowed in the City. Staff believe a three-year period for operator permits and decals balances the interests of pedicab operators not having to expend renewal costs on a more frequent basis, with the City’s interest in performing checks on the background of pedicab operators and their vehicles.

Live Scan fingerprinting is presently only required for new pedicab applicants and those operators who allow their license to lapse. Staff does not recommend reducing or eliminating this practice, as Live Scans are only performed as-needed for its enhanced background check capabilities.

Insurance Requirements
The proposed ordinance increases insurance minimums from $100,000/$300,000 bodily injury and $50,000 property damage to a $1,000,000 per-occurrence commercial general liability policy. This increase is recommended by the California Joint Powers Risk Management Authority and City’s Risk Services and matches nearby jurisdictions like the City of Sacramento.

Locations of Operation
The proposed amendment expands the locations where pedicabs may operate by permitting pedicabs upon sidewalks and walkways within the area of the Stockton Arena and Ballpark. However, pedicabs within that area would be subject to the direction of the City and its agents: chiefly, contracted event staff. Those staff have the knowledge and expertise to regulate vehicular and pedestrian traffic during large events and will be able to direct pedicabs during these high-traffic situations, so they do not create a safety risk or obstruction.

Pursuant to Committee request, staff were asked to investigate expanding pedicab access to sidewalks and pathways in and around parks. Upon review, staff confirmed pedicabs are already permitted to ride in parks.

Special Events
Pursuant to Committee request, staff reviewed feasibility of allowing pedicabs to operate at City- hosted special events. After consideration, staff do not recommend a general allowance for such operation, as allowing pedicabs to operate in heavily foot-trafficked environments raise too many safety concerns. A comparison to horse-drawn carriages at City-hosted events was discussed at the previous Committee meeting; those carriages were limited to specific routes in roped off/caution- taped pathways which had staff present along the route. Staff may not have the time or resources to City of Stockton Printed on 10/12/2022Page 2 of 3
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organize the same safeguards at every City-hosted event for pedicabs, which can be smaller, quicker, and more agile than a carriage. This is not to say that pedicabs may not have a presence at any City-hosted event. Rather, staff may consider incorporating pedicabs as a vendor at City-hosted events, similar to every other third-party participant.

For special events where the City is not the host, an event organizer is able to include a pedicab operator on the special event permit application. Pedicab operators are welcome to inquire with the Community Services Department to get information on upcoming special events.

FINANCIAL SUMMARY
There is no direct impact to the General Fund as a result of passing this ordinance.

Attachment A - Pedicab Ordinance - Redlined
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35 ATTACHMENT A
ORDINANCE NO.

AN ORDINANCE AMENDING TITLE 5, CHAPTER 5.90, SECTIONS 5.90.060, 5.90.070,

5.90.150, 5.90.160, AND 5.90.250, AND TITLE 10, CHAPTER 10.12, SECTION

10.12.220 OF THE STOCKTON MUNICIPAL CODE RELATING TO THE REGULATION OF PEDICABS.

BE IT ORDAINED BY THE CITY COUNCIL OF T HE CITY OF STOCKTON, AS FOLLOWS:

SECTION I. AMENDMENT OF CODE

Title 5, Chapter 5.90, section s 5.90.060, 5.90.070, 5.90.150, 5.90.160, and

5.90.250 of the Stockton Municipal Code are amended and shall read as follows:

5.90.060 Duration of validity of pedicab operating permit.

Pedicab operating permits shall be valid for a period of one three (13) years from date of issuance.

5.90.070 Pedicab operating permit renewal.

Pedicab operating permits shall be renewable annually upon filing and approval of a new application and payment of a pedicab operating permit fee as determined by the City Council.

5.90.150 Duration of validity of pedicab decal.

Pedicab decals shall be valid for a period of one three (13) years from date of issuance.

5.90.160 Pedicab decal renewal.

Pedicab decals shall be renewable annually upon filing of a new application and payment of a pedicab decal fee.

5.90.250 Insurance requirements.

In order to ensure the safety of the public, it is unlawful for any person who owns a pedicab to allow it to be operated or driven or to obtain a permit for its operation under this chapter unless and until said person has complied with the provisions of this section.

A. The owner or operator of any pedicab operated under this chapter shall maintain, at no cost to the City, a commercial general liability insurance policy insuring the public against any loss or damage that may result to any person or property from the 36 ATTACHMENT A
operation of the pedicab, and which satisfies the following: must secure his or her ability to answer to any claim for damage to person or property which may arise against him or her by reason of the operation of said pedicab as follows:

1. Public liability insurance in the minimum limits of $100,000.00 for injury or death to any person and $300,000.00 for injury or death of more than one (1) person in the same accident;

2. Public liability insurance for property damage in the minim um amount of $50,000.00 for any one (1) occurrence;

1. Coverage shall be at least as broad as ISO CGL Form 00 01 on an occurrence basis for bodily injury, including death, of one or more persons, property damage and personal injury, with limits of not less than one million dollars ($1,000,000.00) per occurrence.

32. The policy of insurance is endorsed to provide a hold harmless clause in favor or the City;

43. The policy provide that 30-days’ notice of cancellation of insurance be sent to the Police Chief; and

54. A certificate evidencing insurance shall be filed with the Police Chief and the risk manager for the City, and must name the City, its officers, agents and employees as additional insureds.

B. The insurance required under this section shall remain in full force, at a level at least equal to the minimum requirements set forth above, or the pedicab decal will be subject to revocation or suspension pursuant to this chapter.

SECTION II. AMENDMENT OF CODE

Title 10, Chapter 10.12, section 10.12.220 of the Stockton Municipal Code is amended and shall read as follows:

10.12.220 Riding bicycles on sidewalks.

A. No person shall ride or attempt to ride any bicycle upon or over any walking area situated inside a private shopping center or parking area, or over any sidewalk space in the following areas unless signs permitting such riding are posted:

Areas zoned:

1. CO Commercial Office District;

2. CN Commercial Neighborhood District;
37 ATTACHMENT A

3. CG Commercial General District;

4. CD Commercial Downtown District;

5. CL Commercial Large-Scale District.

B. The City Manager or authorized representative may post signs permitting the riding of bicycles in any of the above areas or portions of the above areas if it is found and determined after a traffic engineering and safety survey, that such riding will not endanger pedestrian traffic, public or private safety.

C. Whenever any person is riding a bicycle upon or over any walking area situated inside a private shopping center or parking area, or over any sidewalk or sidewalk space, such person shall yield the right-of-way to any pedestrian and shall give an audible signal before overtaking and passing such pedestrian.

D. The provisions of subsection A of this section shall not apply to the following persons:

1. Peace officers, as defined in Penal Code Section 830, and emergency personnel who are acting within the course and scope of their employment;

2. Operators of pedicabs while otherwise lawfully operating a pedicab pursuant to the terms of a valid permit issued in accordance with Chapter 5.90 of this Code, and at reasonable speeds based on conditions but never more than 5 miles per hour, upon:
a. Janet Leigh Plaza, Joan Darrah Waterfront Promenade , and DeCarli Square.
b. Within the area of the Stockton arena and ballpark, subject to the limitations, prohibitions, and directions of the property owner, owner’s agents, and law enforcement officers to facilitate the free flow of vehicular and pedestrian traffic and ensure public safety. Notwithstanding the foregoin g, pedicabs shall not operate within a parking structure.

SECTION III. SEVERABILITY

If any section of this ordinance or the application thereof to any person or circumstance is held invalid, the invalidity shall not affect other provisions or applications of the act which can be given without the invalid provisions or application, and to this end the provisions of this act are severable.

SECTION IV. EFFECTIVE DATE

This ordinance shall take effect and be in full force thirty (30) days after its passage.

38 ATTACHMENT A

ADOPTED: ___________________

EFFECTIVE: ___________________

_____________________________
KEVIN J. LINCOLN, II
Mayor of the City of Stockton
ATTEST:

______________________________
ELIZA R. GARZA, CMC
City Clerk of the City of Stockton

39 ORDINANCE NO.

AN ORDINANCE AMENDING TITLE 5, CHAPTER 5.90, SECTIONS 5.90.060, 5.90.070,

5.90.150, 5.90.160, AND 5.90.250, AND TITLE 10, CHAPTER 10.12, SECTION

10.12.220 OF THE STOCKTON MUNICIPAL CODE RELATING TO THE REGULATION OF PEDICABS.

BE IT ORDAINED BY THE CITY COUNCIL OF T HE CITY OF STOCKTON, AS FOLLOWS:

SECTION I. AMENDMENT OF CODE

Title 5, Chapter 5.90, section s 5.90.060, 5.90.070, 5.90.150, 5.90.160, and

5.90.250 of the Stockton Municipal Code are amended and shall read as follows:

5.90.060 Duration of validity of pedicab operating permit.

Pedicab operating permits shall be valid for a period of three (3) years from date of issuance.

5.90.070 Pedicab operating permit renewal.

Pedicab operating permits shall be renewable upon fi ling and approval of a new application and payment of a pedicab operating permit fee as determined by the City Council.

5.90.150 Duration of validity of pedicab decal.

Pedicab decals shall be valid for a period of three (3) years from date of issuance.

5.90.160 Pedicab decal renewal.

Pedicab decals shall be renewable upon filing of a new application and payment of a pedicab decal fee.

5.90.250 Insurance requirements.

1. Coverage shall be at least as broad as ISO CGL Form 00 01 on an occurrence basis for bodily injury, including death, of one or more persons, property 40 damage and personal injury, with limits of not less than one million dollars ($1,000,000.00) per occurrence.

2. The policy of insurance is endorsed to provide a hold harmless clause in favor or the City;

3. The policy provide that 30 -days’ notice of cancellation of insurance be sent to the Police Chief; and
4 A certificate evidencing insurance shall be filed with the Police Chief and the risk manager for the City, and must name the City, its officers, agents and employees as additional insureds.

SECTION II. AMENDMENT OF CODE

Title 10, Chapter 10.12, section 10.12.220 of the Stockton Municipal Code is amended and shall read as follows:

10.12.220 Riding bicycles on sidewalks.

Areas zoned:

1. CO Commercial Office District;

2. CN Commercial Neighborhood District;

3. CG Commercial General District;

4. CD Commercial Downtown District;

5. CL Commercial Large-Scale District.

B. The City Manager or authorized representat ive may post signs permitting the riding of bicycles in any of the above areas or portions of the above areas if it is found and determined after a traffic engineering and safety survey, that such riding will not endanger pedestrian traffic, public or private safety.

1. Peace officers, as defined in Penal Code Section 830, and emergency personnel who are acting within the course and scope of their employment;

2. Operators of pedicabs while otherwise lawfully operating a pedicab pursuant to the terms of a valid permit issued in accordance with Chapter 5.90 of this Code, and at reasonable speeds based on conditions but never more than 5 miles per hour, upon:
a. Janet Leigh Plaza, Joan Darrah Waterfront Promenade, and DeCarli Square.
b. Within the area of the Stockton arena and ballpark, subject to the limitations, prohibitions, and direction s of the proper ty owner, owner’s agents, and law enforcement officers to facilitate the free flow of vehicular and pedestrian traffic and ensure public safety. Notwithstanding the foregoing, pedicabs shall not operate within a parking structure.

3. Operators of pedicabs within a City -hosted special event area where the operator has been granted written authorization from the City Manager, Director of Community Services, or designee, limited to the times, locations, and other terms specified in the written authorization and as further directed or rescinded by City officials.

SECTION III. SEVERABILITY

SECTION IV. EFFECTIVE DATE

This ordinance shall take effect and be in full force thirty (30) days after its passage.

ADOPTED: ___________________

EFFECTIVE: ___________________

_____________________________
KEVIN J. LINCOLN, II
ATTEST: Mayor of the City of Stockton

______________________________
ELIZA R. GARZA, CMC
City Clerk of the City of Stockton
42 City of Stockton
Legislation Text
File #: 22-0989, Version: 1
APPROVE AN ORDINANCE AMENDING TITLE 5, CHAPTER 5.72 OF THE STOCKTON

MUNICIPAL CODE, RELATING TO MOTORIZED FOOD WAGONS

RECOMMENDATION
It is recommended that the City Council approves an ordinance amending Title 5, Chapter 5.72 of the Stockton Municipal Code relating to Motorized Food Trucks.

Summary
At its July Legislation and Environmental Committee meeting, the Committee directed staff to bring back various amendments to the existing mobile food vendor ordinance (hereinafter referred to as food trucks) related to parking and operations. Following review of the draft amendments, the committee voted to forward a recommendation of approval to the full council.

DISCUSSION
Background
At its June 2022 meeting, the City Council Legislation and Environmental Committee expressed an interest in better understanding existing food truck parking regulations to address any negative effects these mobile businesses may have on traditional ‘brick and mortar’ establishments.

Following review of the City of Stockton Municipal Code (“SMC” or “Code”) and research on how these businesses are regulated in other jurisdictions, sample ordinances were presented to the committee. Direction was given to bring back specific amendments to the existing ordinance which directly address the committee’s concerns (Attachment A - Proposed Ordinance - Redline).

Currently, the SMC has four sections that regulate motorized food wagons (aka Food Trucks): Title 5, Chapter 5.72, “Motorized Food Wagons”; Title 8, Chapters 8.56, “Sale of Fruits, Vegetables, Dairy Products, etc., from Wagons” and 8.68, regarding in part sanitary regulations for “Milk and Market Wagons”; and Title 16, Chapter 16.80, “Standards for Specific Land Uses.” Existing code regulates location, condition of the vehicle, sanitation, and security. Location restrictions prohibit parking in residential, commercial, and industrial areas for specified amounts of time and within certain distances.

Specifically, food trucks may not park within 300 feet of schools, parks, playgrounds, or rec centers or within 100 feet of a traffic-controlled intersection (see SMC 5.72.060). Additionally, in residential areas, they are required to move not less than 400 feet every 30 mins and in commercial areas, not less than 400 feet every 3 hours and may not return to the same area in the same calendar day (see City of Stockton Printed on 10/12/2022Page 1 of 2
powered by Legistar™
43 File #: 22-0989, Version: 1
SMC 5.72.060). Food trucks parked on private property must comply with the requirements under Title 16 which include, among other things, zoning restrictions and incidental use (see SMC

16.80.020).

There are currently no regulations which restrict parking in front of traditional brick-and-mortar establishments.

Present Situation
Over the last 10 years, and especially since the outbreak of Covid-19, food trucks have become increasingly popular in providing a unique alternative to traditional brick and mortar restaurants.

These alternative food options can sometimes pose a competitive threat to traditional restaurants because they are not subject to the same financial and regulatory burdens. Further, the size and setup for these businesses contribute to parking concerns. As such, many cities have enacted regulations to ensure the health, safety, and welfare of their citizenry and to preserve balance in the community.

Staff reviewed a variety of ordinances regulating food trucks during the July 20, 2022, and September 21, 2022, Legislative and Environmental Committee meetings. Three cities whose ordinances most closely address the committee’s concerns were selected to help guide the discussion with the Committee and staff: City of Norwalk; City of Elk Grove; and City of Kerman.

The attached amended ordinance provides general updates throughout the ordinance, but more importantly adds section 5.72.070, Use and Operation Standards, which provides guidance on the parking of motorized food wagons as it related to building-enclosed restaurants.

FINANCIAL SUMMARY
There is no direct impact to the General Fund as a result of passing this ordinance.

Attachment A - Proposed Ordinance (Redline)
City of Stockton Printed on 10/12/2022Page 2 of 2
powered by Legistar™
44 ORDINANCE NO.

AN ORDINANCE AMENDING TITLE 5, CHAPTER 5. 72 OF THE STOCKTON

MUNICIPAL CODE, RELATING TO MOTORIZED FOOD WAGONS

BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF STOCKTON, AS FOLLOWS:

SECTION 1. AMENDMENT OF CODE.

Title 5, Chapter 5.72 is amended to read as follows:

5.72.010 Short title.

This chapter shall be known as the “Motorized Food Wagon Ordinance.” (Prior code § 7-049)

5.72.020 Purpose.

The general purpose of these regulations is to promote the health, safety, comfort, convenience, prosperity, and general welfare by requiring that new and existing motorized food wagon vendors provide t he community and customers with a minimum level of cleanliness, quality, safety, and security. (Prior code § 7-049.1)

5.72.030 Definitions.

A. “Business owner” means any person, firm, or corporati on, which owns or controls any interest in any business engaged in vending as defined in this section.

B. “Commissary” means a food establishment in which food, containers, equipment, or supplies are stored or handled for use in motorized food wagons.

C. “Linear frontage” is the method used to determine distances as used in this chapter.

D. “Motorized food wagon” means any vehicle as defined in Section 670 of the California Vehicle Code, which is equipped and used for re tail sales of prepared; pre- packaged; or unprepared, unpackaged food or foodstuffs of any kind on any public street, alley, highway, or private street, alley, or property within the City. For the purposes of this chapter, a motorized food wagon shall also include any trailer or wagon pulled by a vehicle.

ATTACHMENT A
45 E. “Persons” means any person, firm, partnership, association, or corporation, and includes, but is not limit ed to, owners, operators, driv ers, lessors, and lessees of motorized food wagons.

F. “Vend” or “vending” means t he sale of prepared; pre-packaged; or unprepared, unpackaged food or foodstuffs of any kind from a motorized food wagon on private or public property. Vending from a motorized food wagon generally has the following characteristics:

1. Food is ordered and served from a take -out counter that is integral to the motorized food wagon;

2. Food is paid for prior to consumption;

3. Motorized food wagons from which the food is sold typically have a take-out counter and space for customer queuing;

4. Food and beverages are served in disposable wrappers, plates, or containers; and

5. Food and beverages are prepared and sold for off-site consumption.

G. “Vendor/operator” means any person who drives, operates, vends, and/or prepares food on or from a motorized food wagon. (Prior code § 7-049.2)

5.72.040 Application.

A. A person desiring to engage in a vendor operation, as defined by this chapter, shall submit a written application in a form acceptable to and with all supporting information required by the City. Such application shall be accompanied by a nonrefundable, nontransferable application fee in an amount as established by resolution of the City Council. Any such permit sha ll be required to be renewed annually and a separate nonrefundable, nontransfe rable application fee shall be paid yearly for such renewal application. Vendors must have the permit in thei r possession when vending.

There must be at least one (1) vendor with a valid permit on a motorized food wagon whenever vending is taking place.

B. A vendor must obtain a background check in accordance with the requirements of Section 5.08.260 of this code.

C. Every business owner shall obtain a City business license. As part of the business license application, business owner shall provide the following:

1. Proof of current vehicle regist ration and a copy of an applicable vehicle insurance policy.

ATTACHMENT A
46 2. Four (4) photographs (showing differ ent exterior views) of each motorized food wagon.

3. A copy of a current San Joaquin County Environmental Health permit. For a City business license renewal application, business owners must show proof of payment to a commissary for the prior 12 months.

4. If the motorized food wagon is located on private property, the business owner shall provide an affidavit in a form approved by the City from the property owner (if other than self) permitting the vendor to locate on the site. (Prior code § 7-049.3)

5.72.050 Regulations for sales.

It is unlawful for any person to vend, or attempt to engage in vending , or operate any vehicle, or conduct any business for the purpose of vending from any vehicle parked, stopped, or standing upon any public street, alley, highway, or property, or private street, alley, or property within the City except in accordance with all applicable provisions of this code. (Prior code § 7-049.4)

5.72.060 Location.

A. A motorized food wagon may locate in the public right-of-way subject to the following conditions:

1. A motorized food wagon shall not operate within 300 f eet of any school grounds, park, playground, or City-operated recreation center.

2. A motorized food wagon shall not operate within 100 feet of any street intersection controlled by a traffic light or stop sign.

3. In addition to the above, a mo torized food wagon must comply with the following regulations, depending upon the type of use in which it is located:
a. Residential Use Area.
i. In a residential use area, a motorized food wagon shall move not less than 400 feet at least every 30 minutes and may not return to a previous location or within 400 feet of a previous location on the same calendar day.
ii. Permitted hours of operation are from 7:00 a.m. to 8:00 p.m. iii. A motorized food wagon may not be located within 400 feet of another motorized food wagon.
b. Commercial Use Area.

ATTACHMENT A
47 i. In a commercial use area, a motorized food wagon shall move not less than 400 feet at least every three (3) hours and may not return to a previous location or within 400 feet of a previous location on the same calendar day. ii. Notwithstanding any other provision of this chapter, motorized food wagons may operate on private property without moving, provided that prior to conducting such business operations, they have the authorization from the property owner upon which the operations are occurring.
iii. Permitted hours of operation are from 6:00 a.m. to 12:00 a.m. ivii. If a motorized food wagon is located in a commercial use area and is within 400 feet of a residence, it shall comply wit h the requirements listed above for residential use area.
c. Industrial Use Area.
i. In an industrial use area, a motorized food wagon may operate 23 hours a day.
ii. If a motorized food wagon is located in an industrial use area and is also within 400 feet of a residence, it shall comply with the requirements listed above for residential use area.

4. No motorized food wagons sha ll be located or maintained on public property, including bicycle pathways, inconsistent with any other City regulations.

B. A motorized food wagon may locate on private property subject to the conditions listed in Section 16.80.020(B)(4 ) of this code. (Prior code § 7-049.5)

5.72.070 Use and Operation Standards
Unless otherwise exempt, the following gene ral and operational standards shall apply to all motorized food wagons:

A. Motorized food wagons shall not park, operate, or be placed on a vacant lot.

B. All motorized food wagons must be parked on asphalt, concrete, or other hard weather surface.

ATTACHMENT A
48 articulated a public safety concern due to traffi c, parking, or otherwise, arising out of the motorized food wagon operations. Further, motorized food wagons shall not use or permit use of parking on the site (e.g. customer queuing, tables, chairs, portable restrooms, signs, and any other ancillary equipment) if doing so will adversely affect the required off- street parking required under Chapter 16.64, which is otherwise available for the primary use(s) of the site during peak periods as determined by the Community Development Director.

D. Motorized food wagons shall not use or permit use of par king on the site (e.g. customer queuing, tables, chairs, portable restrooms, signs, and any other ancillary equipment) if doing so will adversely affect the required off-street parking available for the primary use.

E. Motorized Food Wagons shall maintain a clear path of travel on the sidewalk pursuant to the Americans with Disabilities Act (ADA) free of customer queuing, signage, and/or all portions of the vehicle for the clear movement of pedestrians.

F. The sale of alcohol products is prohibited.

G. Motorized food wagons are permitted in all zoning districts, subject to the general development and operational standards in this chapter.

5.72.080 Exemptions.

A. Any person engaged in vending where such person has been authorized by the City to engage in such activity by a special event permit, lease, real property license, agreement, or other entitlement s issued by the City.The follo wing are exempt from the requirements of this chapter as specified be low, but still must satisfy all other applicable permit requirements (e.g. business license, County health permit, encroachment permit , building permit, etc.):

1. Operations of a State Certified farmers’ market.

2. An event authorized by a use permit, temporary use permit, special event permit, or other permit or entitlement issued by the City.

3. An event at a school facility, assembly use facility, or recreational facility if the vendor is in partnership with the organization conducting the event and is located on the site of the event (i.e. not in the public- right-of-way).

4. Lease

5. Real property license

ATTACHMENT A
49 6. Lease space within an approved Food Truck Park
B. Any person delivering any goods by vehicle where such goods have been ordered in advance for such delivery from any business located at a permanent location and which goods are being delivered from such location to the customer by vehicle, regardless of the point of sale. (Prior code § 7-049.6)

5.72.080 090 Application of other laws and regulations.

A. Motorized food wagons must comply wit h all city, state, and federal laws.

While operating in the public right-of-way, motorized f ood wagons shall follow all applicable traffic laws and par king regulations, including time limits, and no-parking zones.The provisions of this chapter prohibiting the stopping or parking of a vehicle shall apply at all times or at those times specified by this chapter, except when it is necessary to stop a vehicle to avoid conflict with other tr affic or in compliance with the directions of a Police Officer or official traffic control device.

B. The provisions of this chapter imposing a time limit on stopping or parking shall not relieve any person from the duty to observe other more restrictive provisions of the California Vehicle Code, this code or any other ordinances of the City, prohibiting or limiting the stopping or parking of vehicles in specified places or at specified times. (Prior code § 7-049.7)

5.72.090 100 Condition/appearance of vehicle.

A. The motorized food wagon shall disp lay, in plain view and at all times, current permits and licenses.

B. The motorized food wagon shall be entirely self-sufficient in regards to gas, water, and telecommunications. Should any ut ility hook-ups or connections to on-site utilities be required, the vendor shall be required to apply for appropriate permits to ensure building and public safety and consistency with applicable building codes.

C. The vendor shall not discharge items onto the sidewalk, gutter, storm inlets, or streets. (Prior code § 7-049.8)

5.72.100 110 Condition/appearance of site.

A. The site shall be maintained in a safe and clean manner at all times.

B. No tables, chairs, fences, shade structures, or other site furniture, (permanent or otherwise) or any free standing signs shall be permitted in conjunction with the motorized food wagon.

ATTACHMENT A
50 C. Exterior storage of refuse, equi pment, or materials associated with the motorized food wagon is prohibited. (Prior code § 7-049.9)

5.72.110 120 Lighting.

The vendor shall install provide adequate lighting to ensure customer safety.

Lighting shall be directed dow nwards and away from pub lic streets and adjacent properties. (Prior code § 7-049.10)

5.72.120 130 Sanitation.

A. All motorized food wagons shall operate out of a commissary pursuant to California Health and Safety Code Section 114287.

B. All motorized food wagons shal l be equipped with refuse containers large enough to contain all refuse generated by the operation of such a vehicle, and the vendor of the motorized food wagon sh all pick up all refuse generated by such operation within a 25-foot radius of the vehicle before such vehicle is moved. No vendor shall dispose of any trash or refuse in any such public or private trash receptacle other than a trash receptacle owned, operated, or otherwise provided by and under the control of such vendor.

C. A motorized food wagon shall comply with California Health and Safety Code Section 114299.5 regarding the availability of adequate toilet facilities for use by food service personnel. (Prior code § 7-049.11)

5.72.130 140 Safety and security.

A. No vending shall be permitted e xcept after the motorized food wagon has been brought to a complete stop and parked in a lawful manner.

B. The vendor shall install signage in a visible location indicating that loitering is not permitted and customers may only rema in on the lot for up to 15 minutes after receiving their food.

C. The vendor shall enforce the no loitering rule. (Prior code § 7-049.12)

5.72.140 150 Applicability of regulations to existing business.

The provisions of this chapt er shall be applicable to all persons and businesses described herein whether the herein-described activities were established before or after the effective date of the ordinance codified in this chapter. (Prior code § 7-049.13)

5.72.150 160 Penalty.

ATTACHMENT A
51 A violation of this chapter shall constitute a misdemeanor. Notwithstanding the foregoing, a violation of this chapter is an infraction when the prosecutor files a complaint charging the offense as an infraction. (Prior code § 7-049.14) SECTION II. SEVERABILITY.

If any of this ordinance or the application thereof to any person or circumstances is held invalid, that invalidity shall not affect other provisions or applications of the act which can be given without the invalid provision or application, and to this end, the provisions of this act are severable.

SECTION III. EFFECTIVE DATE.

This ordinance shall take effect and be in full force thirty (30) days after its passage.

ADOPTED: ___________________
EFFECTIVE: ___________________
_____________________________
KEVIN J. LINCOLN II
Mayor of the City of Stockton
ATTEST:
______________________________
ELIZA R. GARZA, CMC
City Clerk of the City of Stockton

ATTACHMENT A
52 ORDINANCE NO.

AN ORDINANCE AMENDING TITLE 5, CHAPTER 5.72 OF THE STOCKTON

MUNICIPAL CODE, RELATING TO MOTORIZED FOOD WAGONS

BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF STOCKTON, AS FOLLOWS:

SECTION 1. AMENDMENT OF CODE.

Title 5, Chapter 5.72 is amended to read as follows:

5.72.010 Short title.

This chapter shall be known as the “Motorized Food Wagon Ordinance.”

5.72.020 Purpose.

The general purpose of these regulations is to promote the health, safety, comfort, convenience, prosperity, and general welfare by requiring that new and existing motorized food wagon vendors provide the community and customers with a minimum level of cleanliness, quality, safety, and security.

5.72.030 Definitions.

A. “Business owner” means any person, firm, or corporation, which owns or controls any interest in any business engaged in vending as defined in this section.

B. “Commissary” means a food establishment in which food, containers, equipment, or supplies are stored or handled for use in motorized food wagons.

C. “Linear frontage” is the method used to determine distances as used in this chapter.

D. “Motorized food wagon” means any vehicle as defined in section 670 of the California Vehicle Code, which is equipped and used for retail sales of prepared; pre - packaged; or unprepared, unpackaged food or foodstuffs of any kind on any public street, alley, highway, or private street, alley, or property within the City. For the purposes of this chapter, a motorized food wagon shall also include any trailer or wagon pulled by a vehicle.

E. “Persons” means any person, firm, partnership, association, or corporation, and includes, but is not limited to, owners, operators, drivers, lessors, and lessees of motorized food wagons.
53 F. “Vend” or “vending” means the sale of prepared; pre -packaged; or unprepared, unpackaged food or foodstuffs of any kind from a motorized food wagon on private or public property. Vending from a motorized food wagon generally has the following characteristics:

1. Food is ordered and served from a take -out counter that is integral to the motorized food wagon;

2. Food is paid for prior to consumption;

3. Motorized food wagons from which the food is sold typically have a take-out counter and space for customer queuing;

4. Food and beverages are served in disposable wrappers, plates, or containers; and

5. Food and beverages are prepared and sold for off-site consumption.

G. “Vendor/operator” means any person who drives, operates, vends, and/or prepares food on or from a motorized food wagon.

5.72.040 Application.

A. A person desiring to engage in a vendor operation, as defined by this chapter, shall submit a written application in a form acceptable to and with all supporting information required by the City. Such application shall be accompanied by a nonrefundable, nontransferable application fee in an amount as established by resolution of the City C ouncil. Any such permit shall be required to be renewed annually and a separate nonrefundable, nontransferable application fee shall be paid yearly for such renewal application. Vendors must have the permit in their possession when vending.

There must be a t least one (1) vendor with a valid permit on a motorized food wagon whenever vending is taking place.

B. A vendor must obtain a background check in accordance with the requirements of Section 5.08.260 of this code.

C. Every business owner shall obtain a City business license. As part of the business license application, business owner shall provide the following:

1. Proof of current vehicle registration and a copy of an applicable vehicle insurance policy.

2. Four (4) photographs (showing different exterior views) of each motorized food wagon.
54 3. A copy of a current San Joaquin Count y Environmental Health permit. For a City business license renewal application, business owners must show proof of payment to a commissary for the prior 12 months.

5.72.050 Regulations for sales.

It is unlawful for any person to vend, or attempt to enga ge in vending, or operate any vehicle, or conduct any business for the purpose of vending from any vehicle parked, stopped, or standing upon any public street, alley, highway, or property, or private street, alley, or property within the City except in accordance with all applicable provisions of this code.

5.72.060 Location.

A. A motorized food wagon may locate in the public right-of-way subject to the following conditions:

1. A motorized food wagon shall not operate with in 300 feet of any school grounds, park, playground, or City-operated recreation center.

2. A motorized food wagon shall not operate within 100 feet of any street intersection controlled by a traffic light or stop sign.

3. In addition to the above, a motorized food wagon must comply with the following regulations, depending upon the type of use in which it is located:
a. Residential Use Area.
i. In a residential use area, a motorized food wagon shall move not less than 400 feet at least every 30 minutes and may not return to a previous location or within 400 feet of a previous location on the same calendar day.
ii. Permitted hours of operation are from 7:00 a.m. to 8:00 p.m. iii. A motorized food wagon may not be located within 400 feet of another motorized food wagon.
b. Commercial Use Area.
55 i. In a commercial use area, a motorized food wagon shall move not less than 400 feet at least every three (3) hours and may not return to a previous location or within 400 feet of a previous location on the same calendar day.

ii. Notwithstanding any other provision of this chapter, motorized food wagons may operate on private property without moving, provided that prior to conducting such business operations, they have the authorization from the property owner upon which the operations are occurring.
iii. Permitted hours of operation are from 6:00 a.m. to 12:00 a.m. iv. If a motorized food wagon is located in a commercial use area and is within 400 feet of a residence, it shall comply with the requirements listed above for residential use area.
c. Industrial Use Area.
i. In an industrial use area, a motorized food wagon may operate 23 hours a day.
ii. If a motorized food wagon is located in an industrial use area and is also within 400 feet of a residence, it shall comply with the requirements listed above for residential use area.

4. No motorized food wagons shall be located or maintained on public property, including bicycle pathways, inconsistent with any other City regulations.

B. A motorized food wagon may locate on private pro perty subject to the conditions listed in Section 16.80.020(B)(4 ) of this code. (Prior code § 7-049.5)

5.72.070 Use and Operation Standards.

Unless otherwise exempt, the following general and operational standards shall apply to all motorized food wagons:

A. Motorized food wagons shall not park, operate, or be placed on a vacant lot.

B. All motorized food wagons must be parked on asphalt, concrete, or other hard weather surface.

C. Motorized Food Wagons shall not operate in the public right -of-way or on private property, within 250 feet of any building -enclosed restaurant as measured from the primary customer entrance of the restaurant, except when the motorized food wagon has written authorization from all building-enclosed restaurants that are within that same 250-foot radius and neither the city or any restaurants within the 250-foot radius has 56 articulated a public safety concern due t o traffic, parking, or otherwise, arising out of the motorized food wagon operations. Further, motorized food wagons shall not use or permit use of parking on the site (e.g. customer queuing, tables, chairs, portable restrooms, signs, and any other ancillary equipment) if doing so will adversely affect the required off- street parking required under Chapter 16.64, which is otherwise available for the primary use(s) of the site during peak periods as determined by the Community Development Director.

D. Motorized food wagons shall not use or permit use of parking on the site (e.g. customer queuing, tables, chairs, portable restrooms, signs, and any other ancillary equipment) if doing so will adversely affect the required off-street parking available for the primary use.

F. The sale of alcohol products is prohibited.

G. Motorized food wagons are permitted in all zoning districts, subject to the general development and operational standards in this chapter.

5.72.080 Exemptions.

A. The following are exempt from the requirements of this chapter as specified below, but still must satisfy all other applicable permit requirements (e.g. business license, County health permit, encroachment permit, building permit, etc.):

1. Operations of a State Certified farmers’ market.

2. An event authorized by a use permit, temporary use permit, special event permit, or other permit or entitlement issued by the City.

4. Lease.

5. Real property license.

6. Lease space within an approved Food Truck Park.

B. Any person delivering any goods by vehicle where such goods have been ordered in advance for such delivery from any business located at a permanent location 57 and which goods are being delivered from such location to the customer by vehic le, regardless of the point of sale

5.72.090 Application of other laws and regulations.

A. Motorized food wagons must comply with all city, state, and federal laws.

While operating in the public right -of-way, motorized food wagons shall fo llow all applicable traffic laws and parking regulations, including time limits, and no -parking zones.

B. The provisions of this chapter imposing a time limit on stopping or parking shall not relieve any person from the duty to observe oth er more restrictive provisions of the California Vehicle Code, this code or any other ordinances of the City, prohibiting or limiting the stopping or parking of vehicles in specified places or at specified times.

5.72.100 Condition/appearance of vehicle.

A. The motorized food wagon shall display, i n plain view and at all times, current permits and licenses.

B. The motorized food wagon shall be entirely self-sufficient in regards to gas, water, and telecommunications. Should any utility hook -ups or connections to on -site utilities be required, the vendor shall be required to apply for appropriate permits to ensure building and public safety and consistency with applicable building codes.

C. The vendor shall not discharge items onto the sidewalk, gutter, storm inlets, or streets.

5.72.110 Condition/appearance of site.

A. The site shall be maintained in a safe and clean manner at all times.

B. No tables, chairs, fences, shade structures, or other site furniture, (permanent or otherwise) or any free standing signs shall be permitted in conjunction with the motorized food wagon.

C. Exterior storage of refuse, equipment, or materials associated with the motorized food wagon is prohibited.

5.72.120 Lighting.

The vendor shall provide adequate lighting to ensure customer safety. Lighting shall be directed downwards and away from public streets and adjacent properties. 58 5.72.130 Sanitation.

A. All motorized food wagons shall operate out of a commissary pursuant to California Health and Safety Code section 114287.

B. All motorized food wagons shall be equipped with refuse containers large enough to contain all refuse generated by the operation of such a vehicle, and the vendor of the motorized food wagon shall pick up all refuse generated by such operation within a 25-foot radius of the vehicle before such vehicle is moved. No vendor shall dispose of any trash or refuse in any such public or private trash receptacle other than a trash receptacle owned, operated, or otherwise provided by and under the control of such vendor.

C. A motorized food wagon shall comply with California Health and Safety Code section 114299.5 regarding the availability of adequate toilet facilities for use by food service personnel.

5.72.140 Safety and security.

A. No vending shall be permitted except after the motorized food wagon has been brought to a complete stop and parked in a lawful manner.

B. The vendor shall install signage in a visible location indicating that loitering is not permit ted and customers may only remain on the lot for up to 15 minutes after receiving their food.

C. The vendor shall enforce the no loitering rule.

5.72.150 Applicability of regulations to existing business.

The provisions of this chapter shall be applicable to all persons and businesses described herein whether the herein-described activities were established before or after the effective date of the ordinance codified in this chapter.

5.72.160 Penalty.

A violation of this chapter shall constitute a misdemeanor. Notwithstanding the foregoing, a violation of this chapter is an infraction when the prosecutor files a complaint charging the offense as an infraction.

59 SECTION II. SEVERABILITY.

SECTION III. EFFECTIVE DATE.

This ordinance shall take effect and be in full force thirty (30) days after its passage.

ADOPTED: ___________________

EFFECTIVE: ___________________

_____________________________
KEVIN J. LINCOLN II
Mayor of the City of Stockton
ATTEST:

______________________________
ELIZA R. GARZA, CMC
City Clerk of the City of Stockton

60 City of Stockton
Legislation Text
File #: 22-0581, Version: 1
ADOPT A RESOLUTION TO AUTHORIZE ACCEPTANCE OF $1 MILLION U.S. SMALL BUSINESS ADMINISTRATION 2022 CONGRESSIONAL COMMUNITY PROJECTS GRANT

RECOMMENDATION
It is recommended that the City Council adopt a resolution to:

1. Authorize the City Manager, or designee, to accept and appropriate grant funds for the U.S.

Small Business Administration 2022 Congressional Community Projects grant for the Resurgent Stockton Project in the amount of $1,000,000 and execute all related documents;

2. Authorize the City Manager, after a Request for Proposals process, to expend Resurgent Stockton Project funds in an amount greater than the Stockton Municipal Code section

3.68.060 expenditure limit; and

3. Authorize the City Manager, or designee, to take all actions necessary and appropriate to carry out the intent of the resolution.

Summary
The Fiscal Year 2022 Congressional Community Projects funding program was an earmark to help communities meet urgent needs. The Economic Development Department submitted a conceptual project proposal, Resurgent Stockton, for a collaborative initiative that would support local food entrepreneurs to meet the urgent need of our entrepreneurship ecosystem and encouraging workforce development. The City has received notification that the funding request for Resurgent Stockton has been approved. Staff is seeking the City Council’s authorization to accept and appropriate grant funding in the amount of $1,000,000 for the FY 22 Congressional Community Project: Resurgent Stockton Project.

DISCUSSION
Background
The fiscal year 2022 Congressional Community Projects Funding Program was a federal earmark where members of Congress were invited to request funding for projects that would meet urgent needs in their communities. In 2021 Congressman Jerry McNerney approached the City of Stockton to submit conceptual community projects that would address key concerns in the community. The Resurgent Stockton project proposed supporting food entrepreneurs and urban farmers by using underutilized City-owned space and leveraging collaborative partnerships to support the City of Stockton Printed on 10/12/2022Page 1 of 2
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61 File #: 22-0581, Version: 1
entrepreneurial ecosystem and workforce development.

The existing community kitchen incubator program in downtown Stockton has experienced tremendous growth and increased interest. One of its program “graduates” has opened a brick-and- mortar restaurant and several other existing participants are seeking growth opportunities.

Participants have expressed interest in expanding their businesses and need for micro restaurant space.

There is no matching requirement for this grant, and all costs related to the development of the program will be covered by grant funding. The funds are issued upfront and must be expended by August 31, 2027.

Present Situation
The City has been awarded for the FY 2022 Congressional Community Projects: Resurgent Stockton project. The project aims to support economic activity, neighborhood revitalization, and the overall entrepreneurial ecosystem by creating a space for start-up food entrepreneurs in an area with limited food options. The Resurgent Stockton project funding will be used to rehabilitate the City-owned ground-floor commercial space at the Arena Garage into a micro-restaurant space with co-packing capabilities. The site has been vacant for more than a decade since the construction of the Arena Garage. The site is located adjacent to the Stockton Arena, Banner Island Ballpark, and University Plaza Waterfront Hotel, making it an ideal location to provide aspiring food entrepreneurs access to a micro-restaurant site in a high foot-traffic area.

To complete the necessary steps toward building out the space, the City will use the funds to solicit bids and release a Request for Proposals (RFP) to conduct a market analysis for a food hall at the Arena Garage, architectural and engineering services for project concept designs, and community outreach and public education efforts.

FINANCIAL SUMMARY
There will be no impact to the General Fund or any unrestricted funds, all related costs will be supported by the grant funding. No matching funds are required for this grant.

The following revenue and expenditures appropriations are authorized to implement the Resurgent Stockton Program grant:

Revenue appropriation of $1,000,000 to the Resurgent Stockton Project# ED23071 in the Economic Development Department’s Special Grant fund, Entrepreneurship Program, Business Development Division.

Expenditure appropriation of $1,000,000 to the Resurgent Stockton Project# ED23071 in the Economic Development Department’s Special Grant fund, Entrepreneurship Program, Business Development Division.

Attachment A - Resurgent Stockton Notice of Award
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62 NOTICE OF AWARDU.S. Small Business Administration

2. Grant/Cooperative Agreement No.:1. AUTHORIZATION (Legislation/ Regulation)
From Through
(Mo./Day/Yr.)5. BUDGET PERIOD (Mo./Day/Yr.)
From Through

6. FEDERAL CATALOG NO. 7. ADMINISTRATIVE CODES
(Mo./Day/Yr.)4. PROJECT PERIOD (Mo./Day/Yr.)

3. RECIPIENT: (Name, Organizational Unit, Address)

8. TITLE OF PROJECT/PROGRAM (limit to 53 spaces)

9. AWARD AMOUNT
Amount of SBA Financial
Assistance

10. DIRECTOR OF PROJECT (Program or Center Director,
Coordinator or Principal Investigator)

11. RECOMMENDED FUTURE SUPPORT (Subject to the availability of funds and satisfactory progress of the
project)

NAME BUDGET
YEAR
TOTAL

DIRECT COST
BUDGET
YEAR
TOTAL
DIRECT COSTLast First Initial
ADDRESS:
a. b.

Yes No(Other Terms & Conditions Attached)
SBA Funds
Only
Total project costs including all other financial
participation.

Federal
Share
Non-Federal
Share
a. Personal Service
b. Fringe Benefits
c. Consultants
d. Travel
e. Equipment
g. Contractual

14. THIS AWARD IS SUBJECT TO THE FOLLOWING

COST PRINCIPLESAND OMB UNIFORM
ADMINISTRATIVE REQUIREMENTS:
2 CFR Chapter 1, Chapter II, Part 200, et al,
uniform Administrative Requirements, Cost
Principles, and Audit Requirements for Federal
Awards.

Part 180 - OMB Guidelines to Agencies on
government debarment and suspension (Non
Procurement)
In-Kind
Non-Federal
Program Inc.Non-Federal
i. TOTAL DIRECT COSTS
j. Indirect cost
(Rate).

13. REMARKS12. Approved Budget (Excludes SBA Direct Assistance) f. Supplies
h. Other
k. OTHER APPL. COSTS
l. TOTAL APPROVED BUDGET
subject to adjustment in accordance with SBA
policy

15. THIS AWARD IS SUBJECT TO THE TERMS AND CONDITIONS ON THE REVERSE SIDE

18. CONGRESSIONAL
DISTRICT NO.

16. CRS - EIN 17. COUNTY NAME
19a. CITY CODE b. COUNTY CODE c. STATE CODE d. PROGRAM CODE BUDGET CODE DOCUMENT NO. AMT. ACTION FIN. ASST. TYPE OF ORGANIZATION 20a. b. c. d.

21. AGENCY OFFICIAL (Signature, Name and Title) 22. DATE ISSUED (Mo./Day/Yr.)

23. RECIPIENT OFFICIAL (Signature, Name and Title) 24. DATE (Mo./Day/Yr.) SBA FORM 1222 (4-15) Previous editions obsolete
OMB Approval No.: 3245-0140
Expiration Date 7/31/2018
PURPOSE: This form is used to notify grant recipients of award reporting and record keeping requirements. Grantees are required to review and sign the form and return to SBA at the address: SBDC- SBA/OSBDC, 409 Third Street, SW 6th Floor, Washington, DC 20416All other SBA/OGM, 409 Third Street, 5th Floor, Washington, DC 20416 *Must meet all matching or cost participation
requirements
Construction
SBAHQ22I0043
SBAHQ22I0043
06 75000 077

PHUC NGUYEN
Digitally signed by PHUC NGUYEN
Date: 2022.08.30 13:46:23 -04'00'

ATTACHMENT A
63 SBA FORM 1222 (4-15) Previous editions obsolete
Note: The estimated burden completing this form is 80 hours per response. You will not be required to respond to any collection of information unless it displays a currently valid OMB approval number. Comments on the burden should be sent to U.S. Small Business Administration, Chief, AIB, 409, 3rd St., S.W., Washigton, D.C. 20416 and Desk Office for Small Business Administration, Office of Management and Budget, New Executive Office Building, room 10202 Washington, D.C. 20503. OMB Approval (3245-0140).

PLEASE DO NOT SEND FORMS TO OMB.

ATTACHMENT A
64 Resolution No.

STOCKTON CITY COUNCIL

RESOLUTION TO AUTHORIZE ACCEPTANCE OF A $1 MILLION U.S. SMALL BUSINESS ADMINISTRATION 2022 CONGRESSIONAL COMMUNITY PROJECTS GRANT

The U.S. Small Business Administration has made funding available in 2022 for Congressional Community Projects as a federal earmark where members of congress requested funding for projects to meet urgent needs in their communities; and

In 2021 Congressman Jerry McNerney approached the City of Stockton to submit a conceptual community project that would address key concerns in the community; and

The City of Stockton (“City”) proposed the Resurgent Stockton project, a collaborative initiative to support local food entrepreneurs and meet the need of the City’s entrepreneurship ecosystem, encourage workforce development, support economic activity, and neighborhood revitalization by using underutilized City-owned space; and

Funding for the Resurgent Stockton Project awarded $1 million under the Fiscal Year 2022 Congressional Community Project Fund to solicit bids and release a Request for Proposals to conduct a market analysis for a food hall at the vacant Arena Garage commercial space, architectural and engineering services for project concept designs, community outreach, and public education efforts; and

The grant funds are issued upfront, no matching funds are required, and funds must be spent by August 31, 2027; now, therefore,

BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF STOCKTON, AS FOLLOWS:

1. The City Mana ger, or designee, is hereby authorized to accept and appropriate grant funds for the U.S. Small Business Administration 2022 Congressional Community Projects grant funds for the Resurgent Stockton Project in the amount of $1 million and execute all related documents.

2. The City Manager, or designee, is hereby authorized to, after a Request for Proposals process, expend Resurgent Stockton Project funds in an amount greater than the Stockton Municipal Code section 3.68.060 expenditure limit.

//
//
//
//
65 3. The City Manager , or designee, is hereby authorized to take whatever actions are necessary and appropriate to carry out the purpose and intent of this Resolution.

PASSED, APPROVED, and ADOPTED October 18, 2022 .

KEVIN J. LINCOLN II
Mayor of the City of Stockton
ATTEST:

ELIZA R. GARZA, CMC
City Clerk of the City of Stockton

66 City of Stockton
Legislation Text
File #: 22-0900, Version: 1
REJECT BIDS FOR THE 2020-21 SANITARY SEWER MAINTENANCE HOLE REHABILITATION

PROJECT

RECOMMENDATION
It is recommended that the City Council approve a motion to reject all bids received for the 2020-21 Sanitary Sewer Maintenance Hole Rehabilitation, Project No. UW20011, pursuant to Stockton Municipal Code section 3.68.160(B).

It is also recommended that the City Manager be authorized to take appropriate and necessary actions to carry out the purpose and intent of this motion.

Summary
The Municipal Utilities Department (MUD) performs ongoing inspection and maintenance of the City’s sanitary sewer collection system, with an emphasis on the larger diameter lines. The MUD identified 25 maintenance holes that are severely deteriorated and are high priority for rehabilitation (Attachment A). The project was included in the 2021-26 Five-Year Capital Improvement Plan (CIP).

On August 11, 2022, the City received one bid for this project. The bid from Sancon Technologies, Inc. of Huntington Beach, CA, in the amount of $362,908.50, is approximately 39 percent higher than the engineer’s estimate. There are insufficient funds to award the project for this bid amount.

Pursuant to Stockton Municipal Code (SMC) section 3.68.160(B), staff recommends Council approve a motion to reject all bids received. The project will be re-advertised with additional outreach to contractors to increase bidder turnout.

DISCUSSION
Background
The MUD performs ongoing inspection and maintenance of the City’s sanitary sewer collection system, with an emphasis on the larger diameter lines. The large diameter pipe inspection program consists of monitoring levels of corrosive hydrogen sulfide gas, groundwater infiltration, and signs of age and disrepair. Trunk lines, and the associated maintenance holes, with patterns of high corrosive gas levels are the highest priority for rehabilitation. The MUD’s inspection and maintenance program also includes visual inspection of maintenance holes to identify brick and mortar cracking that can lead to accelerated groundwater infiltration and rapid deterioration.

The MUD identified 25 maintenance holes that are severely deteriorated and are high priority for rehabilitation (Attachment A). The project was included in the 2021-26 Five-Year CIP.

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67 File #: 22-0900, Version: 1
The 2020-21 Sanitary Sewer Maintenance Hole Rehabilitation project is designed to eliminate infiltration, repair voids, restore structural integrity, and provide corrosion protection to the 25 maintenance holes identified for repair by the MUD’s inspection program. Rehabilitation of the 25 maintenance holes includes removing and replacing damaged material and applying an epoxy coating to the wall surfaces of the existing maintenance holes. This method allows the rehabilitation to be done with minimal excavation and impact and is anticipated to extend the maintenance hole service life a minimum of 25 years. The work is highly specialized, and all personnel involved with the repair and epoxy coating process must be certified by the manufacturer, have extensive experience, and safety training.

Public Works’ staff completed the preparation of the plans, specifications, and estimate for this project, and advertised for bids on July 13, 2022.

On July 26, 2016, Council adopted a Community Workforce and Training Agreement (CWTA). The CWTA became effective August 25, 2016, and applies to all Public Works projects over $1 million that are bid after that date. On July 16, 2019, by Motion No. 2019-07-16-1403, Council extended the CWTA term to August 25, 2024. The CWTA was not applied to this project as the project cost is under $1 million.

Present Situation
On July 13, 2022, the 2020-21 Sanitary Sewer Maintenance Hole Rehabilitation project was advertised for bids. On August 11, 2022, one bid was received with the following result:

COMPANY NAME BID AMOUNT
Sancon Technologies, Inc. (Huntington Beach, CA) $362,908.50 Engineer’s Estimate $261,190.00
Sancon Technologies, Inc., the sole bidder, submitted a bid in the amount of $362,908.50, which is approximately 39 percent higher than the engineer’s estimate. The high bid is attributed to a combination of material cost and low bidder turnout. There are insufficient funds to award the project for this bid amount. SMC section 3.68.160(B) provides that Council shall award a contract to the lowest and best regular responsible bidder or reject all bids. Staff recommends Council approve a motion to reject all bids received. The project will be re-advertised with additional outreach to contractors to increase bidder turnout.

FINANCIAL SUMMARY
The current unencumbered balance for the 2020-21 Sanitary Sewer Maintenance Hole Rehabilitation, Project No. UW20011, is $300,000. This is not sufficient to award a Construction Contract to Sancon Technologies, Inc. in the amount of $362,908.50 and provide for construction contingency and staff oversight.

There is no impact to the City’s General Fund or any other unrestricted fund as a result of taking the recommended action.

Attachment A - Vicinity Map
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68 HAMMER LANE

PACIFIC AVENUE

BENJAMIN HOLT DRIVE

EL DORADO

ROBINHOOD DRIVE

MARCH LANE

ALPINE AVENUE

SMITHS CANAL

ALPINE AVENUE

EL DORADO STREET

HARDING WAY

PACIFIC AVENUE

PERSHING AVENUE

HAMMER LANE

MARCH LANE

WILSON WAY

CHEROKEE ROAD

WATERLOO ROAD

FREMONT STREET

MAIN STREET

WILSON WAYAIRPORT WAY
MARTIN LUTHER KING JR./CHARTER WAY

MARIPOSA ROAD

CALIFORNIA STREET

EL DORADO STREET

AIRPORT WAY

SPERRY ROAD

ARCH-AIRPORT WAY

FRENCH CAMP ROAD

CALAVERAS RIVER

STOCKTON DEEP WATER CHANNEL

CALAVERAS RIVER

STOCKTON DIVERTING CANAL
UPRR

UPRR (SPRR)

AIRPORT WAY

WEST LANE

EIGHTH STREET
STREET

NAVY DRIVE

CENTER STREETSAN JOAQUIN ST

RYDE AVENUE
2020-21 SANITARY SEWER MAINTENANCE HOLE
REHABILITATION, PROJECT NO. UW20011

CITY OF STOCKTON

DEPARTMENT OF PUBLIC WORKS
N
LEGEND

MAINTENANCE HOLE LOCATIONS

VICINITY MAP

NOT TO SCALE

CITY LIMIT

COUNTY LIMIT

ATTACHMENT A
69 City of Stockton
Legislation Text
File #: 22-0754, Version: 1

APPROVE BY MOTION TO ENTER INTO A CONTRACT WITH JP MARKETING TO DEVELOP

AND EXECUTE A MARKETING CAMPAIGN AND BRAND STRATEGY FOR THE CITY OF

STOCKTON

RECOMMENDATION
It is recommended that the City Council approve a motion to:

2. Approve findings pursuant to Stockton Municipal Code section 3.68.070 in support of an exception to the competitive bidding process; and

3. Authorize the City Manager, or designee, to take appropriate and necessary actions to carry out the purpose and intent of this motion.

Summary
The City is committed to growing the local economy and making Stockton the best place for families and businesses. Building upon the community’s history, characteristics, and vision for its future, a marketing campaign and brand strategy is needed to create better exposure, visibility, and publicity for the City of Stockton. The marketing campaign and brand strategy will resonate with existing and prospective businesses, potential visitors, and residents.

DISCUSSION
Background
On September 14, 2021, Council approved by motion 2021-09-14-1501, the City of Stockton’s American Rescue Plan Act (ARPA) funding distribution. This approval included $8.87 million for Small Business Support/Economic Recovery, under which $450,000 was approved for Marketing and an additional $195,000 for the Economic Development Strategic Action Plan. Communities throughout the country have experienced significant impacts to tourism and economic development initiatives. In order to combat these impacts, the City of Stockton will engage with an agency to create a branded marketing campaign.

Present Situation
The City issued a Request For Proposal (RFP) that included a need for: Brand Statement, Market Research, Marketing Campaign, Collateral Toolkit, Updated Logo and Graphic Standards Manual, City of Stockton Printed on 10/12/2022Page 1 of 2
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70 File #: 22-0754, Version: 1
One-year Digital Plan and Implementation, and Proposed Media Buy Plan. JP Marketing interviewed with the City on July 8, 2022 and a selection was made the following week. Their proposal and interview confirmed their commitment to telling the Stockton story. The team has extensive experience in building brands, marketing and specific experience with government agencies, especially in the areas of behavioral and public health outreach. They have an in-house media team that invests several million dollars a year in reaching multilingual populations throughout the state, including an in-house creative team with Spanish-first experts, and experience in quickly adapting, existing, or creating new materials for multiple mediums.

JP Marketing’s clients have included: California Department of Industrial Relations, California Black Infant Health, Fresno County Departments of Behavioral Health and Public Health, San Joaquin Valley Public Health Consortium, and Fresno County Health Improvement Partnership.

The marketing efforts will be implemented through a lens of equity, with a key focus on creating content that highlights Stockton’s many unique attributes. The activities to occur through this initiative will be inclusive in nature and seek to promote businesses and community assets from all over the City.

JP Marketing’s first step in restoring Stockton’s shine is cultivating a strong sense of local pride.

Unifying one of the largest, most diverse cities in America is a daunting task, but the story of Stockton and the challenges the community has faced over the years can be viewed as a powerful shared experience, by capitalizing on Stockton’s history. By framing this story honestly and with sincere reflection, the City will improve public trust while also inviting residents to celebrate the perseverance and grit of their community. All in all, the story of Stockton is one of resilience and redemption. With its past as a guide, Stockton has turned the corner on the road to recovery, ready to restore Stockton’s shine and build a brighter future.

Findings
Pursuant to Stockton Municipal Code (SMC) section 3.68.070, Council may approve findings which support an exception to the competitive bidding process, which includes SMC section 3.68.070(A)(3):
that this is a negotiate contract following solicitation of competitive proposals.

FINANCIAL SUMMARY
There is no financial impact to the City's General Fund or any other unrestricted fund as a result of this action. This contract will be funded with ARPA funds. Sufficient funds are available in the Special Grant Fund, General Admin Division, Covid-19 Program, under Project #EARP206, to support this effort.

Attachment A - Scope of Work
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71 ATTACHMENT A
(Rev. 10.30.18)

1 STATEMENT OF WORK

1. Project Objectives

1.1 The objective is to rebrand the City of Stockton and elevate brand perception.

2. Project Scope

The Contractor will provide the following:
a. Creation of foundational messaging development that will shape the brand design concepts and marketing strategy document.
b. Conduct a 360’ view of research to inform audience segmentation and brand messaging for multiple stakeholder audiences.
c. Utilizing the approved brand strategy document and market research, a complete exploration of brand mark (logo) options will be conducted. d. Creation of the extension of the brand strategy into marketing messages appropriate for multi-media platforms and city communication channels. e. The audit of the city’s existing digital footprint across all online directories and search engines.
f. The creative production component to create all the assets necessary to support the brand strategy, marketing campaign, paid search, and media plan, with an additional emphasis on video storytelling. g. Research, planning, negotiating, and buying of appropriate multi-media platforms per the Marketing Campaign plan.
h. All-inclusive for project communication and management for the duration of the scope of work.

3. Major Deliverables

3.1 Brand Strategy

3.1.1 Word document that addresses recommended messaging for the multiple stakeholder audiences.

3.2 Market Research

3.2.1 A comprehensive executive report in PowerPoint format that is presentation ready. Any support materials such as transcriptions or cross tabs can provided in an Appendix document.

3.3 Update or Recreate Logo

3.3.1 A suite of logos in various file formats and color compositions (including black and white and grayscale). Accompanying the brand mark will be a 7- 8 page essentials brand guide with usage, font and color call outs.

3.4 Create a Marketing Campaign
72 ATTACHMENT A
(Rev. 10.30.18)

2 3.4.1 A PowerPoint presentation deck outlining recommended platforms along with message and image direction in a ready to deploy format.

3.5 Improve Digital Footprint

3.5.1 Initial audit findings and recommendations. 90 days later a secondary audit and report on findings to identify areas of improvement and areas still requiring attention. This does NOT include the media hard costs for paid search (i.e., Google Ads) for approximately a 60-day period, delivering at least 2.5 million impressions.

3.6 Produce Creative and Toolkit

3.6.1 A full suite of assets that become the property of the city upon payment in full. Creative assets include, but are not limited to video, audio, print, outdoor, social, digital, publication, theater, environment and transit. Final files as well as raw and/or native files will be delivered digital by special request of the city.

3.7 Media Planning & Buying

3.7.1 A media campaign plan including media buy summaries that clearly outline an actionable plan that is ready to deploy in the media buying step.

This does NOT include the actual media buying service or the media hard costs for paid ad placements.

3.8 Account Management

3.8.1 Inclusive for project communication and management for the duration of the scope of work. Any other subscriptions, third-party fees, stock images, administrative support or reasonable travel included.

4. Tasks That Support the Deliverables

4.1 Brand Strategy
 Copywriting and messaging development
 Concept design and mood board compositions
 File preparations

4.2 Market Research
 Audit of existing research
 Target audience focus groups, likely virtual
 ESRI Community Tapestry findings by city zip code for audience profiling  Deployment of an online, community-wide survey
 Additional stakeholder interviews as mutually agreed upon, possibly occurring during pre-existing events such as the investor’s summit

4.3 Update or Recreate Logo
 Brand sketching and concepting
 Several rounds of presentations with facilitation of the iteration and selection process
 Application of font and color theory
73 ATTACHMENT A
(Rev. 10.30.18)

3  Application of final one or two designs onto collateral, apparel and/or infrastructure for final selection

4.4 Create a Marketing Campaign
 An audit of existing or new channels that would serve the city’s communication needs, including local and regional opportunities  Copywriting for messaging and imagery direction that would be appropriate for each of those opportunities, ideally thematic and adaptable across multiple stakeholder audiences

4.5 Improve Digital Footprint
 Incognito searching platforms and capturing results
 Include twitter sentiment analysis using proprietary tool  Compiling findings into an audit deck along with recommendations for improvement
 Recommendations to include organic and paid search optimization to lift positive news; paid search fee included in this scope
 Execute against recommendations

4.6 Produce Creative and Toolkit
 Any pre-production copywriting, design, concepting, scripting, translation services, location and talent scouting, prop procurement, etc. to fulfill any and all audio, print, digital and video production
 Any post-production photoshop, editing, audio sweetening, color correction, resizing, formatting, exporting and file deliveries

4.7 Media Planning & Buying
 Turnkey media services from research through vendor payment processing
 All media partners will be expected to provide value added opportunities  Media buy summaries will be prepared for client approval before purchases are made
 Any and all trackable media will be captured; includes KPIs such as impressions, views, clicks, etc.

5. Internal and External Standards and Guidelines

5.1 Advertising and marketing best practices will be applied to all work product and deliverables for this contract.

6. Criteria of Acceptance for Deliverables

6.1 All deliverables will require approval by City staff in order to be considered completed.

7. Notices

74 ATTACHMENT A
(Rev. 10.30.18)

4 Pursuant to Exhibit C – General Terms and Conditions, Paragraph 15 – Notices, the mailing address for all required notices is as follows:

Contractor: JP Marketing City: City of Stockton
Attn: Jane Olvera Majors Attn: City Manager
7589 N Wilson Ave Ste 103 425 N El Dorado St
Fresno, CA 93711 Stockton, CA 95202

8. Key Personnel
All Contractor team members will be available as needed for the execution of the deliverables.

The project team leads include:

Strategic Lead – Jane Olvera Majors
Account Manager – Tara Monreal
Senior Media Buyer – Chrstina Chann
Art Director – Bryan Pickens
Producer/ Copywriter – Angelica Hernandez
Digital Designer/ Spanish Specialist – Pablo Ruiz de Chavez

9. Option to Renew

The term of the Agreement may be extended annually by a written amendment executed by both parties, as funding allows. However, the total term of the Agreement including the extended term shall not exceed five (5) years.

75 MARKETING

AND BRAND

STRATEGY FOR

THE CITY OF

STOCKTON
Stockton City Council
Agenda Item 15.1
October 18, 2022
76 IMPORTANT DA TES
Sept. 14, 2021
Council approved
2021-09-14-1501,
American Rescue
Plan Act (ARPA)
funding
distribution.

April 7, 2022
The City issued
a Request For
Proposal (RFP).

July 8, 2022
JP Marketing
interviewed
with the City.

July 11, 2022
JP Marketing
was selected.

JP MARKETING
2 Extensive experience
in building brands
and marketing with
government clients.
77 JP MARKETING
78 City of Stockton
Legislation Text
File #: 22-0937, Version: 1
ADOPT THE 2022 WASTEWATER MASTER PLAN UPDATE FOR THE MUNICIPAL UTILITIES

DEPARTMENT

RECOMMENDATION
It is recommended that the City Council approve a resolution to adopt the 2022 Wastewater Master Plan Update prepared in concurrence with the Envision Stockton 2040 General Plan Update.

Summary
The 2022 Wastewater Master Plan Update (WWMPU) revises the 2008 Wastewater Master Plan in accordance with the Envision Stockton 2040 General Plan Update. The WWMPU includes the recalibration of the collections system hydraulic model to evaluate the existing wastewater collection system infrastructure, address potential impacts of planned development growth, and develop a comprehensive roadmap for the City’s wastewater collection system Municipal Utilities Department (MUD) Capital Improvement Plan.

The 2022 WWMPU was presented to the Water Advisory Group and Council Water Committee in advance of this Council action. By this action, the City Council will adopt the 2022 WWMPU and Appendices (Exhibit 1 and Exhibit 2 to the Resolution), which shall serve as the planning document for future infrastructure requirements within the City’s Wastewater Collection System.

DISCUSSION
Background
On November 12, 2008, the City Council, by Resolution No 08-0466, adopted the most recent Wastewater Master Plan (WWMP), dated October 2008. The WWMP was prepared to support the 2035 General Plan and served as a planning document for future City of Stockton Wastewater Collection systems infrastructure requirements at full buildout. It identified a short and long-term Capital Improvement Program for wastewater infrastructure projects, including upsizing, rehabilitation, and extensions of sewer pipelines, rehabilitation of existing pump stations, and construction of new pump stations to serve future development areas identified in the 2035 General Plan buildout.

In 2016, the City initiated the Envision Stockton 2040 General Plan Update (GPU). The GPU provided guidance for reevaluating the City’s public infrastructure, such as roadways, water, and sewer distribution systems. Utility Master Plan Supplements (UMPS) for water, storm, and sanitary sewer services were prepared in coordination with the Envision Stockton 2040 GPU.

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On December 4, 2018, the City Council, by Resolution No. 2018-12-04-1503-01, certified the Environmental Impact Report (EIR), Findings of Fact, and Mitigation Monitoring and Reporting Program for the Envision Stockton 2040 GPU and the UMPS. At the same meeting, by Resolution No. 2018-12-04-1503-02, the City Council adopted the Envision Stockton 2040 GPU and the UMPS.

This action necessitated the completion of a citywide Wastewater Master Plan Update (WMPU) with hydraulic modeling for existing conditions, as well as infrastructure planning for future development and efficient operations and maintenance of wastewater collection system facilities.

On June 9, 2020, a Professional Services Contract was awarded to West Yost Associates (West Yost) for the preparation of the Wastewater Master Plan Update (WWMPU). The WWMPU analyzes the City Wastewater Utility’s existing collection system, projects capacity demand based on the 2040 General Plan, and includes calibration of the City’s wastewater collection system’s hydraulic model.

The WWMPU also identifies infrastructure needs and develops short-and-long-term capital improvement plan (CIP) with cost estimates for future improvements.

In conjunction with the Envision Stockton 2040 GPU, the City identified future development areas that are both within City Limits and outside of City Limits via the April 2020 Sphere of Influence/Municipal Service Review (SOI/MSR). The City Council adopted the SOI/MSR on July 14, 2020, by Resolution No. 2020-07-14-1103. The Envision Stockton 2040 GPU and the SOI/MSR provide near-term and future development projections, which were used in the WWMPU preparation and analysis.

Present Situation
The purpose of the 2022 WWMPU was to evaluate the wastewater collection system infrastructure, address potential impacts of near-term and long-term planned growth, and develop a comprehensive roadmap for the City’s wastewater system capital improvement program. The MUD operates the wastewater collection and treatment systems, which serve customers throughout the City and some outlying areas immediately to the east and south of the City limits.

The Envision Stockton 2040 GPU and SOI/MSR triggered the reassessment of the City’s wastewater capacity demands, priorities, and strategies and reevaluation of the wastewater collection system infrastructure improvements to ensure efficient service to the City’s existing and future residents and businesses.

The 2008 WWMP hydraulic model was based on limited flow and system geometry information. The 2022 WWMPU hydraulic model was based on extensive flow information and a detailed analysis of the system geometry. West Yost conducted a flow monitoring study from October 2020 to March 2021, with 25 flow meters deployed at various locations throughout the collection system. In addition, field surveys were performed to verify backflow conditions and flow splits revealed by the monitoring study and adjusted the City’s Geographic Information System (GIS) database of upstream and downstream pipe invert elevations. Vertical datum adjustments - used for measuring the elevations of points on the surface - were also made for consistency.

The current hydraulic model, developed using Innovyze InfoSWMM software, is fully dynamic and includes all gravity mains of 12-inch and larger, plus smaller diameter lines in and around the downtown area. It also includes the 23 pump stations and their associated force mains.

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For existing conditions, wastewater flows were generated predicated on parcel-based water use with calibration first set to dry and then to wet weather conditions. The model analysis also recognized the pandemic effects on flow generation. The West Yost analysis of the collection system presented theoretical pipe-upsizing improvements to eliminate gravity sewer capacity deficiencies grouped by priority and recommended that the MUD install flow depth monitoring devices (e.g., SmartCovers®) to monitor surcharging at the identified locations. In addition to modeled capacity concerns, condition- related deficiencies involving pump stations and force mains are identified. It was also recommended that the MUD undertake a citywide pump station assessment to determine whether any other pump stations may require modification or rehabilitation.

Modeled conditions for the 2040 timeframe consisted of flows for existing development conditions in addition to future flows from the following areas that do not currently discharge to the City’s wastewater collection system:
· General Plan Major Development Areas
· General Plan Study Areas
· Additional 2040 Development Areas
· Unincorporated County Islands
· Properties within City limits with Septic Tanks
Modeled system deficiencies for 2040 conditions are only slightly more severe than those identified for existing conditions.

In addition to evaluating the 2040 flow conditions, it was necessary to consider collection system flows associated with the buildout of the City’s Sphere of Influence. The analysis of buildout flow conditions ensures that any future upsizing of the collection system pipes is adequate to accommodate development consistent with planned future land uses through the General Plan buildout.

The complete list of recommended Capital Improvement Program (CIP) projects is categorized as follows:
· Pump Station and Force Main Improvements, Existing Conditions (P- #) · Rehabilitation of Existing Gravity Sewer Facilities (R- #) · Capacity Improvements to Existing Gravity Sewer Facilities (C- #) · Recommended Studies (S-#)
· Watch List Items (W-#)
· Projects to be removed from the City’s Existing CIP List (X- #) Cost estimates prepared for this WWMPU were developed by West Yost, in accordance with the guidelines of the Association for the Advancement of Cost Engineering (AACE) International for a Class 5 estimate and are presented in March 2022 dollars corresponding to an Engineering News Record Construction Cost Index (ENR CCI) of 15,126.84 (San Francisco). Project cost estimates developed by MUD staff were also used. Total CIP costs include markups equal to 80 percent of base construction costs and assumed that the recommended facilities would be developed in public rights- of-way.

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The 2022 WWMPU recommends updates to the MUD Capital Improvement Plan. HDR, Inc. provided an analysis to determine whether the 2022 WWMPU conclusions were supported by the current wastewater rates and connection fees. The most recent rate study was adopted in 2019 and included a CIP project list as well as Operations and Maintenance (O&M) costs for the wastewater utility. This analysis does not replace the adopted rate study, but rather assesses whether the conclusions of the 2019 Rate Study remain valid and whether the planned annual rate increases are adequate and continue to be consistent with the anticipated costs.

All development impact fees/connection fees, including wastewater connection fees, are currently under review through a separate City effort.

On October 5, 2022 and October 13, 2022, the 2022 WWMPU was presented to the Water Advisory Group (WAG) and Council Water Committee (CWC), respectively. Following the WAG’s recommendation, the CWC approved forwarding the 2022 WWMPU to City Council for consideration and adoption.

It is recommended that the City Council adopt the 2022 Wastewater Master Plan Update in concurrence with the Envision Stockton 2040 General Plan Update.

FINANCIAL SUMMARY
There is no impact on the City’s General Fund or any other unrestricted fund from this action.

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82 Resolution No.

STOCKTON CITY COUNCIL

RESOLUTION ADOPTING THE 2022 WASTEWATER MASTER PLAN UPDATE FOR

THE MUNICIPAL UTILITIES DEPARTMENT

On June 9, 2020, a Professional Services Contract was awarded to West Yost Associates (West Yost) to update the existing Wastewater Master Plan, analyze the existing wastewater collection system, project capacity demand, and identify infrastructure needs based on the Envision Stockton 2040 General Plan; and

West Yost has completed and submitted the Wastewater Master Plan Update and Appendices dated September 2022; attached as Exhibit 1 and Exhibit 2; and

In accordance with the Envision Stockton 2040 General Plan Update, the 2022 Wastewater Master Plan Update includes the re calibration of the City’s collection system hydraulic model, addresses potential impacts of near -term and long-term planned growth, and serves as a planning document for the City’s wastewater infrastructure requirements ; and

The 2022 Wastewater Master Plan Update identifies near-term and long-term Capital Improvement Program projects for wastewater infrastructure including collection system capacity improvements and condition-related improvement projects; now, therefore,

BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY O F STOCKTON AS FOLLOWS:

1. The 2022 Wastewater Master Plan Update conform s with the Envision Stockton 2040 General Plan Update.

2. The 2022 Wastewater Master Plan Update, dated September 2022, including appendices, is adopted, copies of which is attached as Exhibits 1 and 2 and are incorporated by reference.

PASSED, APPROVED, and ADOPTED October 18, 2022 .

KEVIN J. LINCOLN II
Mayor of the City of Stockton
ATTEST:

ELIZA R. GARZA, CMC
City Clerk of the City of Stockton
83 PREPARED BY
Wastewater Master Plan Update

PREPARED FOR
City of Stockton
FINAL/DRAFT REPORT | MONTH YEAR FINAL REPORT | SEPTEMBER 2022 EXHIBIT 1
84 FINAL REPORT | SEPTEMBER 2022

Wastewater Master Plan Update

Prepared for
City of Stockton

Project No. 129-60-20-42

09-07-2022
Project Manager: Patrick Johnston Date

09-07-2022
QA/QC Review: Jeffrey Pelz Date

EXHIBIT 1
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Table of Contents
EXECUTIVE SUMMARY ................................ ................................ ................................ .................. ES-1 ES.1 Introduction ............................................................................................................................... ES-1 ES.2 Existing Wastewater Collection System .................................................................................... ES-1 ES.3 Wastewater Flows ..................................................................................................................... ES-4 ES.4 Collection System Planning, Design, and Performance Criteria ................................................ ES-4 ES.5 Hydraulic Model Development .................................................................................................. ES-8 ES.6 Analysis of Existing Flow Conditions .......................................................................................... ES-8 ES.7 Analysis of Future Flow Conditions ......................................................................................... ES-13 ES.8 Recommended Wastewater Collection System CIP ................................................................ ES-23 CHAPTER 1 Introduction ................................ ................................ ................................ .................. 1-1

1.1 Need for the Project ...................................................................................................................... 1-1

1.2 Master Plan Objectives and Priorities ........................................................................................... 1-1

1.3 Previous and Ongoing Studies ....................................................................................................... 1-2

1.3.1 Wastewater Master Plan, 2008 ........................................................................................... 1-3

1.3.2 City of Stockton Gravity Sanitary Sewer Collection System Asset Management and Master Plan, 2018 ........................................................................................................ 1-3

1.3.3 RWCF Capital Improvement and Energy Management Plan, 2011 ..................................... 1-3

1.3.4 RWCF Modifications Project Basis of Design Report, 2019 ................................................. 1-3

1.3.5 Envision Stockton 2040 General Plan, 2018 ........................................................................ 1-4

1.3.6 Wastewater Cost of Service Rate Study, 2019 ..................................................................... 1-5

1.3.7 Water Master Plan Update, 2021 ........................................................................................ 1-5

1.4 Report Organization ...................................................................................................................... 1-5

1.5 Acknowledgements ....................................................................................................................... 1-6 CHAPTER 2 Existing Wastewater Collection System ................................ ................................ .......... 2-1

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

2.1.1 Service Area Description ...................................................................................................... 2-1

2.1.2 Service Connections and Customers .................................................................................... 2-2

2.2 Existing Collection System Facilities .............................................................................................. 2-7

2.2.1 Gravity Sewers ..................................................................................................................... 2-7

2.2.2 Force Mains .......................................................................................................................... 2-7

2.2.1 Pump Stations ...................................................................................................................... 2-9 CHAPTER 3 Existing Wastewater Flows ................................ ................................ ............................ 3-1

3.1 Wastewater Flow Components ..................................................................................................... 3-1

3.1.1 Average Dry Weather Flow .................................................................................................. 3-1

3.1.2 Sanitary Peak Flow ............................................................................................................... 3-1

3.1.3 Infiltration and Inflow .......................................................................................................... 3-1

3.1.4 Peak Wet Weather Flow ...................................................................................................... 3-2 EXHIBIT 1
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3.2 Flow Metering Locations ............................................................................................................... 3-2

3.3 Rainfall Results .............................................................................................................................. 3-2

3.4 Flow Monitoring Results ................................................................................................................ 3-6

3.4.1 Evidence for Backwater Conditions ..................................................................................... 3-9

3.5 Investigation of Flow Splits .......................................................................................................... 3-14 CHAPTER 4 Collection System Planning, Design, and Performance Criteria ................................ ........ 4-1

4.1 Existing City Planning and Design Standards ................................................................................. 4-1

4.2 Planning and Assessment criteria Used in This Analysis ............................................................... 4-2

4.2.1 Flow Factors for General Plan Land Use Categories ............................................................ 4-3

4.2.2 Modeling of Peak Wet Weather Flow Conditions ............................................................... 4-4

4.2.3 Capacity Assessment of Existing Facilities ........................................................................... 4-6 CHAPTER 5 Hydraulic Model Development ................................ ................................ ...................... 5-1

5.1 Model Construction ....................................................................................................................... 5-1

5.1.1 Modeling Software............................................................................................................... 5-1

5.1.2 Model Geometry .................................................................................................................. 5-1

5.1.3 Assignment of Parcel-Generated Flows to Model Nodes .................................................... 5-4

5.2 Dry Weather Flow Calibration ....................................................................................................... 5-5

5.2.1 Dry Weather Flow Generation ............................................................................................. 5-5

5.2.2 Pandemic Shift Analysis ....................................................................................................... 5-6

5.2.3 Criteria for Dry Weather Flow Calibration ........................................................................... 5-9

5.2.4 Diurnal Flow Patterns .......................................................................................................... 5-9

5.2.5 Metered versus Modeled Dry Weather Flows ................................................................... 5-10

5.3 Wet Weather Calibration ............................................................................................................ 5-11

5.3.1 RTK Method ....................................................................................................................... 5-14

5.3.2 Criteria for Wet Weather Flow Calibration ........................................................................ 5-15

5.3.3 Metered versus Modeled Wet Weather Flows ................................................................. 5-15

5.3.4 Smart Cover Results ........................................................................................................... 5-19

5.3.5 Pump Station Results ......................................................................................................... 5-21

5.4 Design Storm Development......................................................................................................... 5-23 CHAPTER 6 Analysis of Existing Flow Conditions ................................ ................................ ............... 6-1

6.1 Model Results for Existing Conditions ........................................................................................... 6-1

6.2 Modeled Capacity Deficiencies ..................................................................................................... 6-4

6.3 Improvements to Address Existing Capacity Deficiencies ............................................................. 6-4

6.4 Previously Identified System Condition Deficiencies .................................................................... 6-9 CHAPTER 7 Analysis of Future Flow Conditions ................................ ................................ ................ 7-1

7.1 2040 Development and Flow Generation Areas ........................................................................... 7-1

7.1.1 General Plan Major Development Areas ............................................................................. 7-1

7.1.2 General Plan Study Areas ..................................................................................................... 7-1 EXHIBIT 1
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7.1.3 Additional 2040 Development Areas ................................................................................... 7-1

7.1.4 Unincorporated County Islands ........................................................................................... 7-5

7.1.5 Areas on Septic Tanks .......................................................................................................... 7-5

7.2 Analysis of 2040 Conditions .......................................................................................................... 7-6

7.2.1 System Infrastructure to Serve Future Development .......................................................... 7-6

7.2.2 Model Results for 2040 Conditions ...................................................................................... 7-6

7.2.3 Improvements to Address 2040 Capacity Deficiencies........................................................ 7-8

7.3 Analysis of Buildout Flow Conditions .......................................................................................... 7-13

7.3.1 Buildout Model Flow Assumptions .................................................................................... 7-13

7.3.2 Buildout Model Results ...................................................................................................... 7-14 CHAPTER 8 Recommended Wastewater Collection System CIP ................................ ......................... 8-1

8.1 Cost Estimating Assumptions ........................................................................................................ 8-1

8.2 Recommended Capital Improvements .......................................................................................... 8-2

8.2.1 Pump Station and Force Main Improvements, Existing System .......................................... 8-6

8.2.2 Rehabilitation of Existing Gravity Sewer Facilities ............................................................... 8-7

8.2.3 Capacity Improvements to Existing Gravity Sewer Facilities ............................................... 8-7

8.2.4 Recommended Studies ........................................................................................................ 8-7

8.2.5 Watch List Items .................................................................................................................. 8-7

8.2.6 Projects to be Excluded from the City’s Existing CIP List ..................................................... 8-8

8.2.7 Additional Items Not Included in This Analysis .................................................................... 8-8

8.3 Review of Potential Impacts on Rates and Fees ............................................................................ 8-8

8.4 Conclusions and Recommendations ........................................................................................... 8-10

LIST OF TABLES
Table ES-1. Estimated Wastewater Flow Generation Rates by General Plan Land Use Category .... ES-5 Table ES-2. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Existing Development Conditions .................................................................................. ES-9 Table ES-3. Theoretical Upsizing Improvements that Would Alleviate Existing Capacity Deficiencies ................................................................................................... ES-10 Table ES-4. City-Identified Pump Stations and Force Mains with Condition-Related Concerns ........................................................................................ ES-13 Table ES-5. Previously Identified Gravity Sewer Condition-Related Deficiencies ........................... ES-14 Table ES-6. Modeled Gravity Sewer Capacity Deficiencies, 2040 Development Conditions, 10-Year, 24-Hour Design Storm ................................................................................... ES-18 Table ES-7. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, 2040 Development Conditions .................................................................................... ES-19 Table ES-8. Modeled Gravity Sewer Capacity Deficiencies, Buildout Development Conditions, 10-Year, 24-Hour Design Storm ................................................................................... ES-20 EXHIBIT 1
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Table ES-9. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Buildout Development Conditions ............................................................................................. ES-21 Table ES-10. New Pump Station and Force Main Facilities Needed to Serve Buildout Development ............................................................................................... ES-23 Table ES-11. Recommended Capital Improvement Plan ................................................................. ES-25 Table 2-1. Collection System Tributary Areas ..................................................................................... 2-2 Table 2-2. Summary Information for Stockton Unincorporated Islands ............................................. 2-3 Table 2-3. City of Stockton Land Use and Parcel Information for Systems 1 through 10 ................... 2-6 Table 2-4. Significant Industrial Users, City of Stockton ...................................................................... 2-8 Table 2-5. Gravity Mains by Diameter ................................................................................................. 2-9 Table 2-6. Gravity Mains by Pipe Materia) ........................................................................................ 2-10 Table 2-7.Gravity Mains by Installation Year..................................................................................... 2-10 Table 2-8. Force Main Quantities by Pipe Diameter ......................................................................... 2-13 Table 2-9. Wastewater Pump Station Summary Information ........................................................... 2-14 Table 3-1. Summary of Flow Monitoring Locations ............................................................................ 3-3 Table 3-2. Stockton Temporary Rain Gauge Results, October 2020 through March 2021 ................. 3-5 Table 3-3. Return Period Information, January 27 and 28, 2021 Storm Event ................................... 3-5 Table 3-4. Flow and I&I Statistics ........................................................................................................ 3-7 Table 3-5. Flow Depth and Velocity Statistics ................................................................................... 3-10 Table 4-1 Existing City of Stockton Collection System Flow Factors ................................................... 4-2 Table 4-2. Estimated Wastewater Flow Generation Rates by General Plan Land Use Category ........ 4-5 Table 4-3. Existing Gravity Main Capacity Criteria .............................................................................. 4-7 Table 5-1. Pandemic Shift Analysis Results ......................................................................................... 5-8 Table 5-2. Metered versus Modeled Average Dry Weather Weekday Flows ................................... 5-12 Table 5-3. Metered versus Modeled Peak Dry Weather Weekday Flows ......................................... 5-13 Table 5-4. Metered versus Modeled Peak Dry Weather Flow Depths .............................................. 5-14 Table 5-5. Metered versus Modeled Peak Wet Weather Flows ....................................................... 5-16 Table 5-6. Metered versus Modeled Wet Weather Flow Volumes ................................................... 5-17 Table 5-7. Metered versus Modeled Peak Wet Weather Flow Depths ............................................ 5-18 Table 5-8. SmartCover Results, January 27–28, 2021 ....................................................................... 5-20 Table 5-9. Modeled Pump Station Results, January 27–28, 2021 Calibration Storm ....................... 5-22 Table 5-10. Top Ten RWCF Influent Daily Flow Totals, 2011–2021 .................................................. 5-24 Table 6-1. Modeled Average and Peak Flows for Existing Development Conditions.......................... 6-2 EXHIBIT 1
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Table 6-2. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Existing Development Conditions...................................................................................... 6-3 Table 6-3. Theoretical Upsizing Improvements that Would Alleviate Existing Capacity Deficiencies ......................................................................................................... 6-6 Table 6-4. Notes and Recommendations for Addressing Identified System Deficiencies, Existing Development Conditions...................................................................................... 6-8 Table 6-5. Previously Identified Gravity Sewer Condition-Related Deficiencies ............................... 6-10 Table 6-6. City-Identified Pump Stations and Force Mains with Condition-Related Concerns ......... 6-11 Table 7-1. Major Development Areas, 2040 General Plan Conditions ................................................ 7-2 Table 7-2. Study Areas, 2040 General Plan Conditions ....................................................................... 7-4 Table 7-3. Additional 2040 Development Areas ................................................................................. 7-5 Table 7-4. Modeled Gravity Sewer Capacity Deficiencies, 2040 Development Conditions, 10-Year, 24-Hour Design Storm ....................................................................................... 7-10 Table 7-5. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, 2040 Development Conditions ........................................................................................ 7-11 Table 7-6. Model Results for 2040 Conditions at Future Pump Station Facilities ............................. 7-12 Table 7-7. Available Flow Capacity in Systems 7 and 8 ..................................................................... 7-12 Table 7-8. Study Area 1 Development Quantities, 2040 vs. Buildout ............................................... 7-13 Table 7-9. Modeled Gravity Sewer Capacity Deficiencies, Buildout Development Conditions, 10-Year, 24-Hour Design Storm ....................................................................................... 7-17 Table 7-10. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Buildout Development Conditions .................................................................................. 7-18 Table 7-11. Model Results for Buildout Conditions at Future Pump Station Facilities ..................... 7-19 Table 8-1. Recommended Capital Improvement Plan ........................................................................ 8-3

LIST OF FIGURES
Figure ES-1. Collection System Service Areas and Unincorporated Islands ...................................... ES-2 Figure ES-2. Existing Wastewater Collection System ........................................................................ ES-3 Figure ES-3. Flow Metering and Rain Gauge Locations ..................................................................... ES-6 Figure ES-4. Flow Split Investigation Results ..................................................................................... ES-7 Figure ES-5. Modeled Collection System Facilities .......................................................................... ES-11 Figure ES-6. Tentative Improvements to Address Existing Capacity Deficiencies ........................... ES-12 Figure ES-7. Condition-Related Deficiencies Identified by the City ................................................. ES-15 Figure ES-8. Areas of 2040 Development and Flow Generation ..................................................... ES-16

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Figure ES-9. Modeled Future Collection System Facilities .............................................................. ES-22 Figure ES-10. CIP Projects and Other Facilities Serving Future Development ................................ ES-28 Figure 2-1. Collection System Service Areas and Unincorporated Islands .......................................... 2-4 Figure 2-2. Existing Wastewater Collection System ............................................................................ 2-5 Figure 2-3. Collection System Pipe Material ..................................................................................... 2-11 Figure 2-4. Collection System Pipe Installation Year ......................................................................... 2-12 Figure 3-1. Flow Metering and Rain Gauge Locations ......................................................................... 3-4 Figure 3-2. RWCF Influent Flows and I&I, January 25 through 30, 2021 ............................................. 3-8 Figure 3-3. Level-Velocity Scatterplots and Correlation Coefficients (R) .......................................... 3-11 Figure 3-4. Flow Split Investigation Results ....................................................................................... 3-15 Figure 4-1. Gravity Sewer Capacity Exceedance Criteria ..................................................................... 4-8 Figure 5-1. Modeled Collection System Facilities ................................................................................ 5-2 Figure 5-2. NOAA Type III Rainfall Distribution, City of Stockton 10-Year Storm, 24-Hour Storm ............................................................................................................... 5-23 Figure 5-3. RWCF Influent Flows, January 10–11, 2017 .................................................................... 5-25 Figure 6-1. Modeled Capacity Deficiencies, 10-Year, 24-Hour Storm, Existing Development Conditions .................................................................................... 6-5 Figure 6-2. Tentative Improvements to Address Existing Capacity Deficiencies ................................ 6-7 Figure 6-3. Collection System Condition-Related Deficiencies ......................................................... 6-12 Figure 7-1. Areas of 2040 Development and Flow Generation ........................................................... 7-3 Figure 7-2. Modeled Future Collection System Facilities .................................................................... 7-7 Figure 7-3. Model Surcharging Results 10-Year, 24-Hour Storm 2040 Development Conditions ...... 7-9 Figure 7-4. Parcel-Based Flow Generation Existing vs. Future .......................................................... 7-15 Figure 7-5. Modeled Surcharging Results 10-Year, 24-Hour Storm Buildout Development Conditions ............................................................................................... 7-16 Figure 8-1. Collection System CIP Projects and Other Future Facilities .............................................. 8-9

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LIST OF APPENDICES
Appendix A. Collection System Flow Metering Locations
Appendix B. Collection System Flow Split Locations
Appendix C. Flow Split Survey Notes
Appendix D. Modeled vs. Metered Dry Weather Diurnal Flows Appendix E. Modeled vs. Metered Wet Weather Flows
Appendix F. Modeled vs. Metered Wet Weather Flow Depths Appendix G. Existing City Wastewater Facilities CIP
Appendix H: Wastewater Systems Financial Analysis

LIST OF ACRONYMS AND ABBREVIATIONS
AACE Association for the Advancement of Cost Engineering 8 ABS Acrylonitrile Butadiene Styrene 2-9
ACP Asbestos Cement 2-9
AV Area-velocity 3
CalWater California Water Service 2-2
CCTV Closed-Circuit Television 1-3
CIEMP Capital Improvement and Energy Management Plan 1-2 CIP Capital Improvement Plan 1-2
City City of Stockton 1-1
CIWEM Chartered Institution of Water and Environmental Management 5- CIWQS California Integrated Water Quality System Project 5- D Pipe Diameter 3
d Flow Depth 3
DIP Ductile Iron Pipe 2-9
ENR CCI Engineering News Record Construction Cost Index 8 fps Feet per second 4
FY Fiscal Year 8
General Plan Envision Stockton 2040 General Plan 1-1
GIS Geographic Information System 2-1
gpd Gallons per Day 3
HGL Hydraulic Grade Line 4
I&I Infiltration and inflow 3
LIDAR Laser Imaging, Detection, and Ranging 5-
MH Maintenance Hole 3
NAVD 88 North American Vertical Datum of 1988 5-
NGVD 29 National Geodetic Vertical Datum of 1929 5-
NOAA National Oceanic Atmospheric Administration 3
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PE Polyethylene 2-9
PF Peaking Factor 3
PS Pump Station 3
PVC Polyvinyl Chloride 2-6
Qa Average Dry Weather Flow 3
Qd Design Flow 4
Qp Peak Wet Weather Flow 3
R Depth-Velocity Correlation 3
RCM Reinforced Plastic Mortar 2-9
RCP Reinforced Concrete 2-9
RDII Rainfall-dependent Infiltration and Inflow 5-
RWCF Regional Wastewater Control Facility 1-2
SIUs Significant Industrial Users 2-6
SOI Sphere of Influence 1-4
SSO Sanitary Sewer Overflow 6
V Velocity 3
VCP Verified Clay Pipe 2-6

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ES-1 City of Stockton
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Executive Summary
ES.1 INTRODUCTION
The purpose of this Wastewater Master Plan Update (Master Plan) for the City of Stockton (City) is to evaluate existing wastewater collection system infrastructure, to address potential impacts of near-term and long -term planned growth , and to develop a comprehensive road map for the City’s wastewater system Capital Im provement Program . The City’s Municipal Utilities Department operates the City’s wastewater collection and treatment systems, which serve customers throughout the City and some outlying areas immediately to the east and south of the City limits.

Completion of the City’s Envision Stockton 2040 General Plan (General Plan), in conjunction with changing wastewater generation rates over time, have created a need to reassess the City’s wastewater collection capacity and treatment infrastructure needs for existing and future conditions. The primary objectives of this Master Plan are: 1) to evaluate historical and existing wastewater flows; 2) to refine collection system performance and planning criteria ; 3) to u pdate and calibrate the City’s wastewater co llection system hydraulic model; 4) to evaluate the need for new wastewater collection system facilities to meet existing, near-term, and buildout needs; and 5) to update and prioritize the City’s Capital Improvement Plan (CIP) for wastewater collection system improvements.

This Master Plan report is organized into the following chapters, which are described briefly in this Executive Summary:
• Chapter 1. Introduction
• Chapter 2. Existing Wastewater Collection System
• Chapter 3. Existing Wastewater Flows
• Chapter 4. Collection System Planning, Design, and Performance Criteria • Chapter 5. Hydraulic Model Development
• Chapter 6. Analysis of Existing Flow Conditions
• Chapter 7. Analysis of Future Flow Conditions
• Chapter 8. Recommended Wastewater Collection System CIP ES.2 EXISTING WASTEWATER COLLECTION SYSTEM
The City of Stockton is the county seat and the largest city in San Joaquin County. According to the California Department of Finance, the population of the City in January 2021 was estimated to be 320,876 residents. The existing City limits encompass an area of 41,777 acres, or approximately 65 square miles.

The existing wastewater collection system service area includes residential, commercial, industrial, municipal, and mixed-use areas within the City, as well as 17 unincorporated areas that are partially or fully enclosed by the Stockton City limits boundary and are referred to as “unincorporated islands”.

The City’s collection system can be separated into 10 existing sub -areas or “syste ms”. The City’s wastewater collection system conveys all flows to the Regional Wastewater Control Facility (RWCF), which is located along the San Joaquin River on the south side of Navy Drive at the western edge of the City. The City’s wastewater collection system comprises just over 1,000 miles of gravity mains ranging from 4-inch diameter to 84 -inch diameter, as well as 35 pump stations and approximately 37 miles of active force mains ranging from 2-inch diameter to 42-inch diameter.

Figure ES-1 shows the existing collection system service areas, City limits, Sphere of Influence, and unincorporated islands. Figure ES-2 shows all 12-inch diameter and larger sewer lines, the locations of all public sanitary sewer pump stations, and the location of the RWCF.

EXHIBIT 1
94 0 1.50.75
Miles
§¨¦
5 ÄÆ4
ÄÆ99
1 2
3 4
5 6
7 8
9 10
Colonial Heights
Oakridge-Swenson Park
Stockton
Northeast
Elkhorn
Rancho
San Joaquin
Wagner
Heights
West I-5 Lincoln Village
Country Club
Sperry
Tract
Weber
Grant
West
Lane
North
Oaks
Boggs
Tract
Mosswood Park
El Dorado-Airport
Rose
Terrace

A R C H

A I R P O R T R D

H A R N E Y L N

M O R A D A L N

M A I N S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

C E N T U R Y

B L V D

B A R B A R AT E R R YB L V D

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y

B L V D

M A T H E W S R D

H A R D I N G W A Y

F A R M I N G T O NR D

L A T H R O P
R D

C O T T A G E
A V E

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

H U T C H I N S
S T

A I R P O R T W A Y

H A M L N

W E B E R
A V E

O A K S T

H A Z E L T O N A V E

P A R K
S T

M A I N S T

M C K I N L E Y
A V E

K E T T L E M A N L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N EA V E

E L D O R A D O S T

L A T H R O P R D

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D
G S T

L O W E R

S A C R A M E N T O R D

W I L S O N
W A Y

M A I N S T

M A R C H L N

U N I O N
R D

H A R L A N
R D

N A V Y D R

C H E R O K E E
R D

L O U I S E A V E

M A R I P O S A R D

G O L D E N

V A L L E Y P K

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
Collection System Service Areas
Unincorporated Islands
City of Stockton Limits
City of Stockton Sphere of Influence
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 2\Figure 2-1. Collection System Service Areas and Unincorporated Islands.mxd - jsteiner - 6/15/2022 1-10
Figure ES-1
Collection System Service Areas
and Unincorporated Islands
City of Stockton
Wastewater Master Plan Update
Notes:

1. 2018 aerial imagery obtained from the USDA Farm Service Agency.

2. City limits based on GIS shapefile obtained from San Joaquin County website.

3. Unincorporated Island boundaries sourced from the City of Stockton Sphere of Influence Municipal Service Review, prepared by PlaceWorks on April 23, 2020.

EXHIBIT 1
95 0 1.50.75
Miles
[PS
±
[PS
±
[PS
±[PS
±[PS
±
[PS
±[PS
±
[PS
± [PS
±
[PS
±
[PS
±
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±
[PS
± [PS
±
[PS
±
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±
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±
[PS
±
[PS
±
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±
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±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±

TF C W R
U
§¨¦
5 ÄÆ4
ÄÆ99
1 2
3 4
5 6
7 8
9 10
B R O O K S I D E
E S T A T E S
T H O R N T O N
& D A V I S
D O N A V E .
& S A N T I A G O
S WE N S O N & 5 M I L E
C R E E K ( N O R T H
P U M P S T A T I O N )
P L Y M O U T H & 5
M I L E C R E E K
( L I L V A L E A S T )
C U M B E R L A N D &
5 M I L E C R E E K
( L I L V A L WE S T )
C A M A N C H E &
R I D G E WA Y
A L E XA N D R I A &
1 4 M I L E S L O U G H
( Q U A I L L A K E S )
M A R C H - B R O O K S I D E
& I - 5
M I S S I O N &
D E L R I O
WA T E R L O O &
R O O S E V E L T ( E A S T
S T O C K T O N - N O R T H )
S M I T H C A N A L
& F O N T A N A
D R A K E & H WY
9 9 ( E A S T
S T O C K T O N S O U T H )
WE S T O N R A N C H
A R C H R O A D
I N D U S T R I A L
P A R K
G R U P E
B U S I N E S S
P A R K
B U C K L E Y C O V E
K E L L Y &
M O S H E R
B L O S S O M R A N C H
P U M P S T A T I O N
1 4 - M I L E
S L O U G H
C O L L E G E P A R K
( P A R K V I E W)
WE S T L A K E
O R I G O N E
M A I N S T &
C O O L I D G E A V E
( WI L H E L M I N A )
S I N C L A I R
A V E . &
H WY 4
S A N G U I N E T T I
P R I V A T E
P U M P
S T A T I O N
P R I V A T E
P U M P
S T A T I O N
C O U N T Y P U M P
S T A T I O N
P R I V A T E P U M P
S T A T I O N
P R I V A T E P U M P
S T A T I O N
C O U N T Y P U M P
S T A T I O N
S T . J O S E P H ' S
M E D I C A L C E N T E R
( M A P L E S T R E E T )
P I XI E WO O D S
G R I N D E R
P U M P
AR C H
AI R PO R T R D
HAR N EY LN
M O R AD A LN
FR EM O N TST
M AI N
ST
EI G H T M I LE R D
DR M AR TI N LU TH ERKI NG JRBLVD CH AR TERW AY
CEN TU R Y
BLVD
BAR BAR ATER R YBLVD
CALI FO R N I A
ST
FI LBER T
ST
PER SH I N G AVE
M AI N ST
CEN TER ST
DAVI S R D
CEN TU R Y
BLVD
M ATH EW S
R D
FAR M I N G TO NR D
LATH R O P
R D
ALPI N E AVE
M O R AD A
LN
CO TTAG E
AVE
HO W AR DR D
PACI FI C AVE
EL D O R AD O ST
BEN JAM I N H O LT D R
SPER R YR D
W I LSO N
W AY
HU TC H I N S
ST
AI R PO R T W AY
HAM LN
W EBER
AVE
O AK
ST
PAR K
ST
M AI N
ST
M C KI NLEY
AVE
KETTLEM AN LN
HAR N EY
LN
HO LM AN R D
HAM M ER LN
ALPI N EAVE
LATH R O P R D
CO U N TR Y
CLU B BLVD
FR EN C H C AM P R D
G ST
SW AI NR D
M AI N ST
M AR CH LN
THO R N TO N
R D
UN I O N
R D
HAR LAN
R D
NAVY DR
CH ER O KEE R D
LO U I SE AVE
M AR I PO SA R D
G O LD EN
VALLEY PK
M AN TH EY
R D
R O TH R D
AR C H R D
W EST LN
HAR LAN R D
Figure ES-2
Existing Wastewater
Collection System
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 2\Figure 2-2. Existing Wastewater Collection System.mxd - jsteiner - 6/15/2022 C o l l e c t io n S y s t e m S e r vic e A r e a s C it y o f S t o c k t o n S ph e r e o f I nf l u e nc e

TF C W R
U R e g io na l Wa s t e w a t e r C o nt r o l F a c il it y [PS
± P u m p S t a t io ns
1 2 - 2 4 I nc h G r a vit y M a in > 2 4 I nc h G r a vit y M a in > 2 4 I nc h F o r c e M a in
< 1 2 I nc h G r a vit y M a in "d 2 4 I nc h F o r c e M a in
1-10
C it y o f S t o c k t o n L im it s EXHIBIT 1
96 Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-4 City of Stockton
Wastewater Master Plan Update
September 2022

Within Systems 1 through 10, parcels designated as Residential land use account for approximately 90 percent of all par cels by count , and approximately 41 percent of all parcels by area, with the large majority of those having a Low-Density Residential land use designation. Of the non-residential land uses, the Commercial category makes up the largest group by parcel count, and the Industrial category makes up the largest group by parcel area. Among the Industrial land use category, there are 54 Significant Industrial Users.

ES.3 WASTEWATER FLOWS
For this Master Plan, a collection system flow monitoring study was conducted from late October 2020 through mid-March 2021. A total of 25 temporary flow meters were deployed in sewer lines at various locations throughout the collection system, as shown in Figure ES-3 and as detailed in Appendix A.

The flow monitoring data were used to perform an assessment of both dry and wet weather flow conditions throughout the City’s collection system. The most significant storm event of the season occurred on January 27–28, 2021, which produced 2.92 inches of rain over 48 hours, and which represents an 8-year return period for a 48-hour duration event. The peak measured flow at the RWCF during this event was 55.4 million gallons per day (mgd).

The flow monitoring program revealed that b ackwater conditions (i.e., gravity sewer surcharging during periods when flows are well below full-pipe capacity) routinely occur at five of the flow metering locations.

These conditions indicate that pumping operations routinely do not keep up with incoming flows at Swenson Pump Station (PS), Waterloo and Roosevelt PS, Cumberland & 5-Mile Creek PS, and 14-Mile Slough PS.

An analysis of collection system flow splits was conducted following field surveys performed in September 2020. The flow split locations are shown in detail in Appendix B, and the field data obtained from the September 2020 surveys are shown in Appendix C. These data were used in the development of the hydraulic model of the City’s collection system. The results of the flow split investigation are summarized in Figure ES-4.

ES.4 COLLECTION SYSTEM PLANNING, DESIGN, AND PERFORMANCE CRITERIA The criteria presented in this Master Plan are considered adjunct to existing City Standards and are not intended to replace or supersede those standards unless specifically stated otherwis e. Key criteria addressed in this Master Plan include flow factors for General Plan land use categories, modeling of peak wet weather flow conditions, and capacity assessment of existing facilities.

Proposed flow factors to be used to estimate flow generat ion for future development are presented in Table ES-1. The flow factors are conservatively estimated using an “upper average” value derived from the flow monitoring data, as described in Chapter 4.

The estimation of peak wet weather flows in the collection system is based on the use of a 10 -year, 24-hour storm event, per standard practice. According to the NOAA, the 10-year, 24 -hour storm for Stockton has a magnitude of 2.43 inches.

For this analysis, g ravity mains are considered undersized if excess surcharging occurs, as defined in Chapter 4. Pump stations are considered undersized if the associated firm capacity (i.e., with the largest pump out of service) is not sufficient to accommodate modeled peak flows. Force mains are considered undersized if the maximum velocity exceeds 8 feet per second (fps) at modeled peak flows.

EXHIBIT 1
97 Table ES-1.

Estimated Wastewater Flow Generation Rates by General Plan Land Use Category Land
Use Parcel Count Area, acres
Average
Parcel
Size, acres
Winter Water
Deman
d, mgd
Return to

Sewer, mgd
Unit Flow by

Area, gpd/a
cre
Unit Flow by
Parcel,
gpd/pa
rcel
Upper Av
erage,
gpd/acre
Upper Av
erage,
gpd/pa
rcel
Propose
d Flow
Factor for Fut
ure
Growth
, gpd/acre Notes
Resident
ial 80,724 15,155 0.19 18.334 16.500 1,089 204 -- -- -- High Density Residential 1,379 615 0.45 1.687 1.518 2,467 1,101 5,772 n/a 6,000 Low Density Residential 72,985 13,331 0.18 14.587 13.128 985 180 1,878 310 2,000 City standard = 300 gpd/unit Medium Density Residential 6,360 1,209 0.19 2.059 1.853 1,533 291 3,230 n/a 3,500 Residential Estate 0 0 -- 0 0 -- -- -- -- 2,000 Assumed same as Low Density Res.

Commercial/Industrial/Institutional 3,556 7,595 2.14 6.317 5.685 748 1,599 -- -- -- Administrative Professional 314 335 1.07 0.435 0.391 1,169 1,247 3,497 n/a 3,500 Commercial 2,050 1,829 0.89 2.107 1.896 1,037 925 2,988 n/a 3,000 Economic and Education Enterprise 0 0 -- 0 0 -- -- -- n/a 1,500 Assumed same as Institutional Industrial 800 3,302 4.13 2.921 2.629 796 3,286 1,846 n/a 2,000 Institutional 42 1,853 44.11 0.676 0.608 328 14,480 1,152 n/a 1,500 Mixed Use 350 277 0.79 0.178 0.160 579 458 1,815 n/a 2,000 Downtown 450 187 0.42 0.409 0.368 1,968 819 -- -- --
Downtown Commercial 342 160 0.47 0.302 0.271 1,698 794 4,366 n/a 4,500 Downtown Industrial 10 5 0.53 0.002 0.002 419 221 557 n/a 2,000 Assumed same as Industrial Downtown High Density Residential 60 17 0.28 0.051 0.046 2,699 765 6,305 n/a 6,500 Downtown Medium Density Residential 38 5 0.13 0.007 0.006 1,157 154 1,973 n/a 3,500 Assumed same as Medium Density Res.

Other 847 4,248 5.02 0.048 0.043 10 51 -- -- --
Open Space/Agriculture 1 7 7.04 0.00002 0.00001 2 15 2 n/a 0 Parks and Recreation 46 940 20.42 0.048 0.043 46 934 162 n/a 200 Not specified 800 3,302 4.13 0 0 0 0 -- n/a TBD
TOTAL 85,577 27,186 0.32 25.059 22.553 -- -- -- -- --
Parcels w/Non-Zero Water Demands
N-129-60
-20-42-WP-R-WWMP
City
of Stockton
Wastewater Master Plan Update
Last Revised: 2-23-2022
EXHIBIT 1
98 Figure ES-3
Flow Metering and
Rain Gauge Locations

C i t y of S t oc kt on
W a s t e w a t e r M a s t e r P l a n U p d a t e L a s t S a v e d : 6 / 1 5 / 2 0 2 2 1 0 : 0 5 : 3 9 A M N : \ C l i e nt s \ 1 2 9 S t oc kt on\ 6 0 - 2 0 - 4 2 S t oc kt on W W MP \ G I S \ M X D \ W W M P \ C ha p t e r 3 \ F i gu r e 3 - 1 . F l ow M e t e r i ng a nd R a i n G a u ge L oc a t i ons . m x d : j s t e i ne r !( F l ow M e t e r s
£¥ R a i n G a u ge s
[PS
±P u m p S t a t i ons
TF C W RUR e gi ona l W a s t e w a t e r C ont r ol F a c i l i t y G r a v i t y M a i ns ( D "e 1 2 i nc he s ) F or c e Ma i ns
C i t y of S t oc kt on L i m i t s C i t y of S t oc kt on S p he r e of I nf l u e nc e

TF C W RU
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4-2 4-3
4-4
5-1
5-2
6-1
6-26-3
6-4
6-56-6
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7-2
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8-2
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SANJOAQUINRIVER
CALAVERASRIVER
A
IR
P
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W
IL
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W A
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FRENCH CAMP RD
MARIPOSA
RD
HOWARD RD
SU TTER ST
MINERAVE
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BROOKSIDE RD
UNDINE RD
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W ATER LO O R D
AR M STR O N G R D
CR O CKER R D
M
A
N
T
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D
BEAR C REEK LEVEE R D
EIGHT MILE RD
ALPI N E R D
W
EST
L
N
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N
D
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0 1.250.625
Miles
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5-2
6-2
6-3
6-4
6-5
6-6
CEN TER ST
M AR KET ST
LI N C O LN ST
JEFFERSONST
SAN JO AQ U I N ST
A
IR
P
O
R T
W
A
Y
CALI FO R NI A ST
ANDERSON ST
CLAY ST
DR MARTIN LUTHER KING JR BLVD
CH U R C H ST
JAC KSO N ST
MAIN STSU TTER ST
AU R O R A ST
EL DO R AD O ST
STAN I SLAUS ST
W I LSO N W AY
Collection System Service Areas
1
2
3
4
5
6
7
8
9
1 0
EXHIBIT 1
99 Figure ES-4
Flow Split
Investigation Results

C i t y of S t oc kt on
W a s t e w a t e r M a s t e r P l a n U p d a t e L a s t S a v e d : 6 / 1 5 / 2 0 2 2 1 0 : 1 2 : 4 2 A M N : \ C l i e nt s \ 1 2 9 S t oc kt on\ 6 0 - 2 0 - 4 2 S t oc kt on W W MP \ G I S \ M X D \ W W M P \ C ha p t e r 3 \ F i gu r e 3 - 4 . F l ow S p l i t I nv e s t i ga t i on R e s u l t s . m x d : j s t e i ne r

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CALAVERASRIVER
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A
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BLVD
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EIGHTH ST
ASHLEY LN
FREMONT ST
HAMMER LN
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A
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IF
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N
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SWAIN RD
W
IL
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MARIPOSA
RD
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SAN JO AQ U I N ST
MINERAVE
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C i t y of S t oc kt on L i m i t s C i t y of S t oc kt on S p he r e of I nf l u e nc e EXHIBIT 1
100

Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-8 City of Stockton
Wastewater Master Plan Update
September 2022

ES.5 HYDRAULIC MODEL DEVELOPMENT
The hydraulic model of the City’s collection system was developed using Innovyze InfoSWMM™ software, which is a fully dynamic modeling software package that is well-suited for the City’s collection system due to the existence of flow splits throughout the system that di rect flows into multiple pathways. The hydraulic model of the collection system includes all gravity mains of 12 -inch diameter and larger, plus smaller diameter lines that were previously modeled in and around the Downtown area. The hydraulic model also includes a total of 23 pump stations and their associated force mains. The modeled facilities are shown schematically in Figure ES-5.

Pipe invert elevations are derived from a combination of field survey data and City GIS data, with adjustments applied as described in Chapter 5. Ground surface elevations are derived from a combination of field survey data and LIDAR (Laser Imaging, Detection, and Ranging) data provided by the City.

For existing conditions, flows in the model are generated based on parcel-based water use data from the winter of 2019, with adjustments made to account for return-to-sewer ratios and pandemic shift effects.

The model was calibrated first to dry weather conditions and then to wet weather conditions. The dry weather calibration was based on sewer flow data collected from October and November 2020. The wet weather calibration was based on the storm that occurred on January 27–28, 2021, which produced a peak flow at the RWCF of 55.4 mgd, as noted above . As described in Chapter 5, on two occasions since 2012, RWCF influent flows plateaued as high 73.6 mgd for an extended period, indicating that the limits of the influent flow meter were reached and that the actual peak flows were somewhat higher.

The assignment of parcel-based flows to the model, the calibration process, and the analysis of pandemic effects on flow generations are all described in detail in Chapter 5. Comparisons of m etered versus modeled dry weather diurnal flow patterns for the 25 metering sites and for the RWCF are presented in Appendix D. Comparisons of the modeled versus metered wet weather flows are presented in Appendix E.

Comparisons of the modeled versus metered wet weather flow depths are presented in Appendix F.

Modeled collection system pump station results and flow depth monitoring results from the City’s existing SmartCover® sites for the January 27–28, 2021 calibration storm are presented in Chapter 5. The model was successfully calibrated such that the simulated flows satisfactorily matched the conditions observed during the flow monitoring period based on calibration guidelines developed by the Chartered Institution of Water and Environmental Management (CIWEM).

ES.6 ANALYSIS OF EXISTING FLOW CONDITIONS
For a simulated 10-year, 24-hour design storm at existing development conditions, the model predicts a peak flow of 78.5 mgd at the RWCF, which is consistent with available RWCF influent data from the past ten years, as discussed above. Modeled peak flow results for existing conditions at the 23 modeled pump stations are summarized in Table ES-2. Firm capacity exceedances are indicated for the Cumberland & 5-Mile Slough PS and the Don Avenue & Santiago PS. The maximum force main velocity criterion of 8 fps is not exceeded at any pump stations.

Theoretical pipe upsizing improvements to eliminate gravity sewer capacity deficiencies are listed in Table ES-3 and are shown schematically in Figure ES-6. The improvements are listed as Priority 1 (indicating the potential surcharging to less than 4 feet from the ground surface), Priority 2 (indicating the potential surcharging of 4 feet to 8 feet of the ground surface), and Priority 3&4 (indicating less severe surcharging than Priorities 1 and 2).

EXHIBIT 1
101
Tab
le ES-2. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Existing Development Conditions Pump
Station System
Firm
Capacity, mgd
Peak
Flow, mgd (a)
Force Ma
in
Diameter, in
Maximum Force Main
Velocity, ft/sec
14-Mile Slough 10 (b) 10.59 30 3.3
Alexand
ria & 14-Mile Slough 2 1.97 1.21 15 1.5
Arch Road 8 8.70 0.55 24 0.3
Blossom Ranch 2 1.30 0.48 8 2.1
Brookside Estates 10 8.64 2.62 20 1.9
Camanche & Ridgeway 2 2.40 0.87 none --
County Hospital -- 2.16 0.19 dual 10 0.3
Cumberland & 5-Mile Creek 1 4.32 5.73 16 6.3
Don Ave & Santiago 2 0.79 1.31 15 1.7
Drake & Highway 99 4 3.54 3.18 14 4.6
Grupe Business Park 7 0.86 0.036 8 0.2
Kelly & Mosher Slough 1 4.32 1.77 12 3.5
March-Brookside & I-5 2 1.15 0.76 8 3.4
Origone 9 5.18 0.001 16 0.0
Plymouth & 5-Mile Creek 1 1.25 0.49 8 2.2
Sanguinetti 9 15.98 0.24 24 0.1
Sinclair Avenue & Highway 4 7 4.32 0.123 10 0.3
Smith Canal & Fontana 3 37.92 31.34 dual 30 4.9
Swenson (North) 2 20.16 18.42 dual 24 4.5
Thornton & Davis 2 1.22 1.18 8 5.2
Waterloo & Roosevelt 4 2.74 2.59 12 5.1
Weston Ranch 8 15.98 2.60 dual 30 0.4
(a) E
xceedances of pump station firm capacity and the force main velocity criterion of 8 ft/sec are highlighted in yellow. (b) Cannot be ca
lculated due to unknown pump capacities; see Table 2-9.

N-129-60-20
-42-WP-R-WWMP
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
102
Table E
S-3. Theoretical Upsizing Improvements That Would Alleviate Existing Capacity Deficiencies ID #
Designation Priorities System
GIS Year
Constructed
Upstream
MH ID
Upstream
MH Location
Downstream
MH ID
Downstream
MH Location
GIS Pipe
Dia, in
Upsized
Pipe Dia, in
Total
Length, ft
No. of Pipe
Segments
Depth to Pipe
Crown, ft
Maximum
Flow, mgd
Maximum
Surcharge, ft
Minimum
Headspace, ft
Priority 1 Group
1-1 E. Marsh Street sewer 1,2,4 6 1895–1940 32R072 Olympic Circle 33P105 S. Sierra Nevada Street 18 24 7,406 21 4.0 to 10.4 4.04 5.1 0 1-2 El Dorado Street /
S. Center Street sewer 1,2,4 6 1905–1915 37N043 E. 6th Street 36M016 E. Charter Way 16 21,24 2,832 9 10.5 to 12.1 3.54 8.9 0.4 1-3 S. Wilson Way sewer 1,2 6 1947 34P082 E. Worth Street 35P012 Mormon Slough 10,12 21 1,001 5 7.6 to 8.6 2.73 8.1 0 1-4 E. 6th Street sewer 1,2 6 1900 37N034 S. San Joaquin Street 37N043 El Dorado Street 12 18 701 4 10.2 to 10.8 1.89 10.7 0 Priority 2 Group
2-1 E. Main Street sewer 2,4 6 1910–1984 33S033 Anteros Avenue 33Q014 E. Washington Street 12,16 18 7,605 24 7.6 to 10.3 1.74 6.1 2.1 2-2 W. Washington Street /
Port Road 23 sewer 2 5 no data 34J016 west of Port Road 13 36H003 north of Navy Drive 12,15,18 18,21 3,800 9 5.6 to 11.8 2.92 4.9 4.0 2-3 Don Avenue /
Meadow Avenue sewer 2 2 1957–1973 20G060 Santiago Way 21G051 Oak Creek Drive 12 15 2,171 10 8.1 to 9.8 1.44 3.7 4.6 2-4 S. El Dorado Street sewer 2,4 6 1900–1910 35N064 E. Worth Street 36N016 E. Charter Way 12 15 2,184 6 8.9 to 11.5 1.13 1.8 7.1 Priority 3&4 Group
4-1 Market Street sewer 4 5 1900–1920 33M079 S. El Dorado Street 34L002 S. Lincoln Street 16,18 27 2,320 8 11.5 to 16.1 1.82 2.0 11.6 4-2 Church Street /
Pershing Avenue sewer 4 5,6 1917 34L022 S. Harrison Street 35L027 S. Pershing Avenue 24 30 3,992 11 9.8 to 15.0 3.30 1.9 9.5 4-3 Waterloo Road sewer 4 3 1920–1984 29Q063 Williams Street 30P039 Hiawatha Avenue 12,15 15,18 1,834 8 21.9 to 23.7 2.30 1.8 20.1 N-129
-60-20-42-WP-R-WWMP
City
of Stockton
Wastwater Master Plan Update
Last Revised: 6-7-2022
EXHIBIT 1
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City of Stockton
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EXHIBIT 1
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Tentative Improvements to
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City of Stockton
Wastewater Master Plan Update
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Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-13 City of Stockton
Wastewater Master Plan Update
September 2022

It should be noted that these theoretical improvements do not necessarily equate to a recommendation to proceed forward with design and construction of replacement sewers. In all cases, system geometry (including pipe depths, diameters, and rim elevations) should be confirmed by field surveys. In addition, it is recommended that the City install flow depth monitoring devices (e.g., SmartCovers®) to monitor for possible surcharging at the locations indic ated in Table 6-4. It is also recommended that the modeled capacity exceedances at the Cumberland & 5 -Mile Slough PS and the Don Avenue & Santiago PS be confirmed through flow metering and/or pump run time logging. In addition, the operational conditions resulting in upstream surcharging at Swenson PS, Waterloo and Roosevelt PS, and 14 -Mile Slough PS should be investigated and corrected where appropriate.

In addition to modeled capacity concerns, the City maintains and updates a C IP list that includes recommended collection system rehabilitation improvements to address condition -related deficiencies.

Condition-related deficiencies involving pump stations and force mains (designated as P -#) are summarized in Table ES-4. Condition -related deficiencies requiring rehabilitation of gravity sewers (designated as R-#) are summarized in Table ES-5. Both groups are presented schematically in Figure ES-7.

It is also recommended that the City undertake a City-wide pump station as sessment to determine whether any other pump stations may require modification or rehabilitation.

Table ES-4. City-Identified Pump Stations and Force Mains with Condition-Related Concerns Designation Facilities Priority City Project No.

P-1 14-Mile Slough PS High UW20022/M20022
P-2 5-Mile Slough Force Main High M18015
P-3 Lincoln Street PS and Force Main High UW24005
P-4 Westside Interceptor Parallel Force Main High UW22004 P-5 Swenson (North) PS High UW24003
P-6 Brookside Estates PS Medium UW23003
P-7 College Park PS Medium UW25003
P-8 Don & Santiago PS Medium UW13010/M13010
P-8 Drake & Hwy-99 PS Medium UW25005
P-10 Kelley & Mosher PS Medium UW24004
P-11 Quail Lakes PS Medium UW21015/M21015
P-12 Thornton & Davis PS Medium UW13009/M13009
P-13 Waterloo & Roosevelt PS Medium UW25004
P-14 Camanche & Ridgeway PS Medium UW25002
P-15 Plymouth & 5 Mile Creek PS Medium UW23001

ES.7 ANALYSIS OF FUTURE FLOW CONDITIONS
Modeled conditions for the 2040 timeframe consist of flows for existing development conditions plus future flows from areas that do not currently discharge to the City’s wastewater collection system. These future areas include General Plan Major Development Areas, General Plan Study Areas, additional 2040 development areas, unincorporated island s, and areas within the City limits currently served by septic tanks. The areas in question are shown on Figure ES-8.

EXHIBIT 1
106
Table ES-5.

Previously Identified Gravity Sewer Condition-Related Deficiencies Design
ation Name Exten
ts Exis
ting Pipe Diameter, in Approximate Len
gth, LF Priori
ty City P
roject No.

R-1 Church Stree
t/Pershing Avenue trunk sewer Harrison Street to Navy Drive 24 5,600 High UW17023/M17023 R-2 Mormon Slough trunk sewer Jefferson Street to Worth Street 24 2,700 High UW18030/M18030 R-3 Navy Drive I-5 trunk sewer Anderson Street to Swift Way 42 & 54 1,700 High M17026 R-4 Navy Drive parallel trunk sewers Swift Way to west of Fresno Avenue 24, 30 & 48 8,700 High M15003 R-5 Oak Street trunk sewer Wilson Way to Pershing Avenue 21 & 24 11,000 High UW20016/M20016 R-6 Pershing Avenue sewer Oak Street to Tuxedo Avenue 24 4,300 High UW23008 R-7 Ralph Avenue trunk sewer, Phase 1 Mariposa Road to B Street 30 9,200 High M18024 R-8 Sierra Nevada Street trunk sewer Hazelton Avenue to Worth Street 36 1,100 High UW18029/M18029 R-9 Union Street sewer Harding Way to Oak Street 10 & 12 4,300 High UW21007/M21007 R-10 Worth Street trunk sewer Sierra Nevada Street to Anderson Street 36 8,400 High M18028 R-11 Airport Way trunk sewer San Joaquin Fairgrounds to Ralph Avenue 30 5,800 Medium UW21017/M21017 R-12 Alturas Avenue sewer Quincy Street to Swain Road 12 2,000 Medium UW23010 R-13 E. Bianchi Street/ Pardee Lane sewer Townehome Drive to March Lane 12, 15 & 18 6,900 Medium UW24008 R-14 Harding Way sewer Wilson Street to Union Street 12 1,500 Medium UW25008 R-15 Hazelton Avenue trunk sewer Della Street to Pilgrim Street 24 & 36 1,900 Medium UW24011 R-16 Lincoln Road trunk sewer Pershing Avenue to Alexandria Place 36 3,000 Medium UW21018/M21018 R-17 Longview Avenue sewer El Dorado Street to Pacific Avenue 12 3,200 Medium UW23006 R-18 March Lane trunk sewer I-5 to Brookside Estates PS 24 & 30 8,400 Medium UW25006 R-19 Ralph Avenue trunk sewer, Phase 2 Airport Way to Perlman Drive 42 2,400 Medium UW25012 R-20 Rosemarie Lane sewer Manchester Avenue to Crowne Avenue 12 1,400 Medium UW23014 R-21 Ryde Avenue trunk sewer River Drive to Telegraph Avenue 30 & 36 1,400 Medium UW25009 R-22 Sperry Road/Gibraltar Court sewer Airport Way to Industrial Drive 24 & 27 6,200 Medium UW23009 R-23 Tuxedo Avenue sewer Kensington Way to Orange Street 16 1,900 Medium UW23007 R-24 Backyard and smaller diameter sewers Scribner/7th/Howard/Pilgrim Streets 6 & 8 TBD Medium various N-129-
60-20-42-WP-R-WWMP
City o
f Stockton
Wastewater Master Plan Update
Last Revised: 06-09-2022
EXHIBIT 1
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E L D O R A D O S T

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R S A C R A M E N T O R D

W I L S O N W A Y

S W A I NR D

M A R C H L N

T H O R N T O N R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

M A N T H E Y
R D

R O T H R D

D I A M O N D
S T

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
Figure ES-7
Condition-Related Deficiencies
Identified by the CIty
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 6\Figure 6-3. Condition-Related Deficiencies Identified by the City.mxd - jsteiner - 6/15/2022 1 2
3 4
10 8
7 9
6 5
10 8
1-10 Collection System Service Areas
Modeled Gravity Sewer
Modeled Gravity Sewer Identified for Rehab
Unmodeled Gravity Sewer Identified for Rehab (Project R-24) Force Main
Force Main Identified for Rehab
Proposed Force Main
[PS
±Pump Station
[PS
±Pump Station Identified for Rehab
[PS
±Proposed Pump Station
R-4
R-10
R-3
R-8
R-1
R-5
R-7
R-6
R-2
R-18
R-19
R-11
R-9
R-22
R-23
R-15
R-12
R-17
R-13
R-14
R-16
R-21
R-20
Notes:

1. Non-location-specific rehabilitation projects R-25, R-26, and R-27 not shown.

EXHIBIT 1
108
0 1.50.75
Miles
§¨¦5
ÄÆ4
ÄÆ99
Insurance
Auto Auction
Hammer Lane
Hotel
VA Project
AOB-96
Study Area1 Stockton
Northeast
Elkhorn
Rancho San
Joaquin
Wagner Heights
Oakridge-Swenson
CSA-15
Study
Area16
Study Area14
Study Area13
Study Area12
Study Area11
Study Area10
Study Area9Study Area8
Study
Area7Study
Area6Study
Area5
Study Area4
Study Area3
Study Area2
Study Area1
(this portion not expected to develop before 2040)
Study Area15

A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N TS T

M A I N
S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E RW A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T U R Y B L V D

M A T H E W S
R D

H A R D I N GW A Y

C H E R O K E E
L N

M A I N
S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

H U T C H I N S
S T

A I R P O R T W A Y

H A ML N

O A K S T

P A R K S T

L A T H R O P R D

M C K I N L E Y
A V E

K E T T L E M A N
L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N EA V E

E L D O R A D O S T

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R

S A C R A M E N T O R D

W I L S O N
W A Y

M A R C H L N

R E Y N O L D SR A N C H P K

H A R L A N
R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

G O L D E N

V A L L E Y P K U N I O N
R D

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
Weber Grant
El
Dorado-Airport
Crystal Bay
Sanctuary
Delta Cove
Mariposa Road
Community
Westlake
Villages
Cannery
Park
North
Stockton
Projects III
Airpark 599
Tra Vigne
NorCal
Logistics
Center Sanchez-Hoggan
Annexation
University
Park
Mariposa
Industrial Park
South Stockton
Commerce Center
Figure ES-8
Areas of 2040 Development and
Flow Generation
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-1. Areas of 2040 Development and Flow Generation.mxd - jsteiner - 6/15/2022 Major Developments
General Plan Study Area
Unincorporated Islands Not Currently Connected
Areas on Septic Tanks to be Sewer Connected
Additional 2040 Flow Contributing Areas
City of Stockton Sphere of Influence
Stockton City Limits
EXHIBIT 1
109

Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-17 City of Stockton
Wastewater Master Plan Update
September 2022

Modeled future system infrastructure, including pump stations, force mains, and gravity sewer pipes of 12-inch diameter and larger, is shown in Figure ES-9. The indicated infrastructure layout is based on preliminary layout s by recent development project proponent s, or is based on an analysis of surface topography, critical surface features (such as highways, railroads, and stream channels), and sewer pipe depths. The exact configuration of collection system facilities serving future areas is subject to change as development plans proceed.

Modeled system deficiencies for 2040 conditions are only slightly more severe than those shown above for existing conditions. Gravity sewer deficiencies for 2040 conditions are shown in Table ES-6. Pump station results for 2040 conditions are shown in Table ES-7. As shown in Table ES-6, t hree additional gravity sewers show either Priority 2 or Priority 3&4 surcharging for modeled 2040 development conditions that did not surcharge under modeled existing peak flow conditions. As shown in Table ES-7, Don Avenue & Santiago PS, Cumberland & 5 -Mile Slough PS, and Westlake PS are all over capacity at modeled 2040 peak flow conditions, while the force mains for 14 -mile Slough PS and Westlake PS are undersized for modeled 2040 peak flow conditions.

It should be noted that the model may overstate peak flows at the Westlake PS because the tributary development areas have previously been defined to include approximately 87 acres of existing and planned lakes that are designated as Low Density Residential development. Removing such areas from the calculation results in 2040 peak flows much closer to the firm capacities of the pump station and force main.

In addition to evaluating 2040 flow conditions, it is also necessary to consider collection system flows associated with the buildout of the City’s Sphere of Influence. The analysis of buildout flow conditions is needed to ensure that any future upsizing of collection system pipes is adequate to accommodate development consistent with planned future land uses through General Plan buildout.

Development of the buildout model requires adding future flow inputs that are not accounted for in the 2040 conditio ns model, specifically: 1) currently vacant parcels not accounted for in any of the 2040 development areas; and 2) additional flows that may be added to the 2040 development areas after 2040.

As shown in Table ES-8, the number of pipes where the model indicates surcharging is substantially greater for buildout than for 2040 conditions. Specifically, the model shows a total of 14 sewer runs where modeled surcharging is indicated for buildout conditions but not for existing or 2040 conditions.

Buildout model results for existing pump stations are presented in Table ES-9. Buildout model results for future pump stations are presented in Table ES-10. In addition to the stations previously identified as being over capacity for 2040 conditions, the Drake & Highway-99 PS, Smith Canal & Fontana PS, Swenson (North) PS, and Waterloo & Roosevelt PS are all shown as over capacity for buildout peak flow conditions.

Moreover, in addition to the 14 -Mile Slough PS force main and the Westla ke PS force main being undersized for buildout peak flow conditions (as also indicated for 2040 conditions), the Sinclair & Highway-4 PS force main is also shown as being undersized for buildout peak flow conditions.

One issue of note involves the pump st ation location and force main alignment that would serve the Mariposa Road Community development area planned for 2040 and beyond. Previous collection system planning showed the force main alignment along a northerly route through Systems 6 and 5, but this alignment included construction through relatively congested areas. The preferred force main alignment would follow existing major trunk sewer routes either through System 7 or through System 8, as shown in Figure ES-9.

EXHIBIT 1
110
Table ES-6
. Modeled Gravity Sewer Capacity Deficiencies, 2040 Development Conditions, 10-Year, 24-Hour Design Storm ID # Design
ation Priorities System
GIS Year
Constructed
Upstream
MH ID
Upstream
MH Location
Downstream

MH ID
Downstr
eam
MH Location
GIS Pipe
Dia, in
Upsized Pipe
Dia, in
Total
Length, ft
No. of Pipe
Segments
Depth to Pipe
Crown, ft
Maximum
Flow, mgd
Maximum
Surcharge, ft
Minimum
Headspace, ft
Priority 1 Group
1-1 E. Marsh Street sewer 1,2,4 6 1895–1940 32R072 Olympic Circle 33P105 S. Sierra Nevada Street 18 24 7,406 21 4.0 to 10.4 4.01 5.3 0 1-2 El Dorado Street /
S. Center Street sewer 1,2,4 6 1905–1915 37N043 E. 6th Street 36M016 E. Charter Way 16 21,24 2,832 9 7.4 to 12.1 3.54 8.9 0 1-3 S. Wilson Way sewer 1,2 6 1947 34P082 E. Worth Street 35P012 Mormon Slough 10,12 21 1,001 5 7.6 to 8.6 2.73 8.1 0 1-4 E. 6th Street 1,2 6 1900 37N034 S. San Joaquin Street 37N043 El Dorado Street 12 18 701 4 10.2 to 10.8 1.89 10.7 0 Priority 2 Group
2-1 E. Main Street sewer 2,4 6 1910–1984 33T029 S. Oro Avenue 33Q014 E. Washington Street 12,16 18 8,756 27 7.6 to 10.3 1.74 6.1 2.1 2-2 W. Washington Street /
Port Road 23 sewer 2,3 5 no data 34J016 west of Port Road 13 36H003 north of Navy Drive 12,15,18 18,21 3,800 9 5.6 to 11.8 2.93 4.9 4.0 2-3 Don Avenue / Meadow
Avenue sewer 2 2 1957–1973 20G060 Santiago Way 21G051 Oak Creek Drive 12 15 2,171 10 8.1 to 9.8 1.59 5.7 2.6 2-4 S. El Dorado Street sewer 2,4 6 1900–1910 35M031 E. Worth Street 36N016 E. Charter Way 12 15 1,815 5 8.9 to 11.5 1.19 2.0 6.9 2-5 Del Norte Street sewer 2,4 5 1949–1959 34K004 Force main outlet 35K030 W. Scotts Avenue 36 42 4,132 12 4.4 to 9.3 22.06 1.3 4.2 Priority 3&4 Group
4-1 Market Street sewer 4 5 1900–1920 33M079 S. El Dorado Street 34L002 S. Lincoln Street 12,14,16,18 18,24 2,320 8 12.4 to 16.1 1.94 2.6 11.2 4-2 Church Street/Pershing
Avenue sewer 4 5 1917 34L022 S. Harrison Street 36L035 Navy Drive 24 30 5,613 15 9.5 to 15.0 3.73 2.3 9.2 4-3 Waterloo Road sewer 4 3 1920–1984 29Q063 Williams Street 30P039 Hiawatha Avenue 12,15 15,18 1,834 8 21.9 to 23.7 2.30 1.8 20.1 4-4 N. Lincoln Street sewer 4 5 1920 33L036 upstream terminus 33L039 N. Lincoln Street 4 8 161 4 14.0 to 14.8 0.18 2.2 11.8 N-C-129
-60-20-42-wp-r-tables-cha7
City of S
tockton
Wastewater Master Plan Update
Last Revised: .6-10-22
EXHIBIT 1
111
Tab
le ES-7. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, 2040 Development Conditions Pump
Station System
Firm
Capacity, mgd
Peak Flo
w,
mgd (a)
Force Ma
in
Diameter, in
Maximu
m Force Main
Velocity
, ft/sec (a)
14-Mile Slou
gh 10 (b) 30.82 30 9.7
Alexand
ria & 14-Mile Slough 2 1.97 1.21 15 1.5
Arch Road 8 8.70 0.92 24 0.5
Blossom Ranch 2 1.30 0.56 8 2.5
Brookside Estates 10 8.64 2.61 20 1.9
Camanche & Ridgeway 2 2.40 0.94 none --
County Hospital -- 2.16 0.20 dual 10 0.3
Cumberland & 5-Mile Creek 1 4.32 5.68 16 6.3
Don Ave & Santiago 2 0.79 1.45 15 1.8
Drake & Highway 99 4 3.54 3.39 14 4.9
Grupe Business Park 7 0.86 0.036 8 0.2
Kelly & Mosher Slough 1 4.32 1.96 12 3.9
March-Brookside & I-5 2 1.15 0.76 8 3.4
Origone 9 5.18 0 16 0.0
Plymouth & 5-Mile Creek 1 1.25 0.49 8 2.2
Sanguinetti 9 15.98 4.70 24 2.3
Sinclair Avenue & Highway 4 7 4.32 0.123 10 0.3
Smith Canal & Fontana 3 37.92 37.36 dual 30 5.9
Swenson (North) 2 20.16 18.89 dual 24 4.7
Thornton & Davis 2 1.22 1.13 8 5.0
Waterloo & Roosevelt 4 2.74 2.60 12 5.1
Westlake 10 4.35 5.18 12 10.2
Weston Ranch 8 15.98 5.53 dual 30 0.9
(a) E
xceedances of pump station firm capacity and the force main velocity criterion of 8 ft/sec are highlighted in yellow. (b) Cannot be calculated due to unknown pump capacities; see Table 2-9.

N-C-129-60-20
-41-WP-R-TABLES-CHA7
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
112
Table ES-8.

Modeled Gravity Sewer Capacity Deficiencies, Buildout Development Conditions, 10-Year, 24-Hour Design Storm ID #
Designation Priorities System
GIS Year
Constructed
Upstream
MH ID
Upstream
MH Location
Downstream
MH ID
Downstream
MH Location
GIS Pipe
Dia, in
Total
Length, ft
No. of Pipe
Segments
Depth to Pipe
Crown, ft
Maximum
Flow, mgd
Maximum
Surcharge, ft
Minimum
Headspace, ft
Priority 1 Group (Ex. And 2040 Conditions)
1-1 E. Marsh Street sewer 1,2,4 6 1895–1940 32R072 Olympic Circle 33P105 S. Sie rra Nevada
Street 18
7,406 21 4.0 to 10.4 4.34 5.9 0
1-2 El Dorado Street /
S. Center Street sewer 1,2,4 6 1905–1915 37N043 E. 6th Street 36M016 E. Charter Way 16 2,832 9 7.4 to 12.1 3.58 10.0 0 1-3 S. Wilson Way sewer 1,2 6 1947 34P082 E. Worth
Street 35P012 Mormon Slough 10,12 1,001 5 7.6 to 8.6

2.97 8.1 0
1-4 E. 6th Street 1,2 6 1900 37N034 S. San Joaquin
Street 37N043 El Dorado
Street 12 701 4 10.2 to 10.8 1.77 10.7 0
Priority 2 Group (Ex. & 2040 Conditions)
2-1 E. Main Street sewer 2,4 6 1910–1984 33T029 S. Oro Avenue 33Q014 E. Washington Street 12,16 8,756 27 7.6 to 10.3 1.95 8.2 0
2-2 W. Washington Street /
Port Road 23 sewer 2,3 5 no data 34J016 west of Port
Road 13 36H003 north of Navy
Drive 12,15,18 3,800 9 5.6 to 11.8 2.92 5.2 3.6
2-3 Don Avenue / Meadow
Avenue sewer 2 2 1957–1973 20G060 Santiago Way 21G051 Oak Creek Drive 12 2,171 10 8.1 to 9.8 1.75 8.4 0 2-4 S. El Dorado Street sewer 2,4 6 1900–1910 35M031 E. Worth Street 36N016 E. Charter Way 12 1,815 5 8.9 to 11.5 1.20 2.9 6.1 2-5 Del Norte Street sewer 2,4 5 1949–1959 34K004 Force main outlet 35K030 W. Scotts
Avenue 36 4,132 12 4.4 to 9.3 21.19 3.3 1.9
Priority 3&4 Group (Ex. & 2040 Conditions)
4-1 Market Street sewer 4 5 1900–1920 33M079 S. El Dorado Street 34L002
S. Lincoln S
treet 12,14,16,
18 2,320 8 12.4 to 16.1

1.98 4.1 9.5
4-2 Church Street/Pershing
Avenue sewer 4 5 1917 34L022 S. Harrison
Street 36L035 Navy Drive 24 5,613 15 9.5 to 15.0 4.62 3.9 8.2 4-3 Waterloo Road sewer 4 3 1920–1984 29Q063
Willia
ms Street 30P039 Hiawatha

Avenue 12,15 1,834 8 21.9 to 23.7 2.57 2.9 19.0
4-4 N. Lincoln Street sewer 4 5 1920 33L036 upstream
terminus 33L039 N. Lincoln
Street 4 161 4 14.0 to 14.8 0.05 1.8 12.4
Buildout-Only Group
B-1 Sierra Nevada Street
sewer 1,2 3,6 1895–1900 32P048 E. Lindsay
Street 33P105 E. Sonora Street 18 3,312 9 5.1 to 10.5 3.69 6.2 0 B-2 Church Street trunk sewer 4 5,6 1895–1985 33P105 E. Sonora Street 34L037 S. Harrison
Street 27 9,558 27 9.4 to 13.0 7.59 2.5 8.8
B-3 Mormon Slough sewer 2,4 6 1956 34Q037 E. Jefferson
Street 34P088 Worth Street 24 2,617 5 4.7 to 18.6 7.08 3.7 1.2 B-4 Worth Street trunk sewer 4 6 1920–1945 34P088 S. Sierra Nevada Street 35L034 W. Anderson
Street 36 8,502 17 6.7 to 20.8 14.71 3.0 4.2
B-5 Navy Drive west trunk
sewer (42") 1,2,4 5 1997 34G023 San Joaquin
River crossing 36H902 RWCF 42 4,602 12 7.8 to 14.2 63.52 13.8 0 B-6 Oak Street trunk sewer 2,4 3 1900–1958 31P131 Grant Street 33K010 McNabb Place 21,24 8,444 25 8.8 to 11.8 4.49 2.2 7.4 B-7 N Pershing Avenue trunk
sewer 2,4 3 1958 33K010 Oak Street 31K106 Tuxedo Avenue 20,24 4,260 21 9.1 to 16.2 5.40 1.5 7.7 B-8 Oro Avenue / Horner
Avenue 1,2,4 4,6 1984 33T027 E. Main Street 32S052 S. Drake Avenue 12,18 2,817 10 21.5 to 25.8 4.34 10.2 11.3 B-9 Oak Creek Drive / Park
Woods Drive 4 2 1957 21G062 Meadow
Avenue 22G031 Bonniebrook
Drive 12 1,511 8 10.6 to 12.6 1.23 1.3 9.5
B-10 Union Street sewer 2,3 3 1890–1918 30N015 Harding Way 32N016 Oak Street 10,12 3,305 8 6.1 to 10.7 1.00 1.0 5.1 B-11 A.G. Spanos Boulevard
sewer 2,4 10 1993–2006 14F017 Thornton Road 16F018 Whistler Way 24 4,399 14 13.7 to 16.9 7.68 5.8 9.4 B-12 Weber Avenue sewer 3,4 5 1920 33L067 Mormon
Slough 33L048 N. Lincoln
Street 6,8 1,791 7 6.3 to 12.7 0.52 2.0 5.9
B-13 Navy Drive west trunk
sewer (30") 2 5 1959 34G016 San Joaquin
River crossing 36H007 RWCF 30,36 4,080 9 4.6 to 10.2 24.62 2.2 5.4 B-14 S. Airport Way sewer 1,2,4 8 1974 45R005 S. Longe Street 42R024 Sperry Road 18 5,022 16 7.5 to 12.3 15.20 12.9 0 B-15 Performance Drive 1,2 8 1974 44Q001 Aviation Drive 44R013 S. Airport Way 12 2,073 6 3.6 to 9.4 1.22 8.2 0 N-C-129-
60-20-42-wp-r-tables-cha7
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
113
Tab
le ES-9. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Buildout Development Conditions Pump
Station System
Firm
Capacity, mgd
Peak Flo
w,
mgd (a)
Force Ma
in
Diameter, in
Maximu
m Force Main
Velocity
, ft/sec (a)
14-Mile Slou
gh 10 (b) 60.58 30 19.1
Alexand
ria & 14-Mile Slough 2 1.97 1.23 15 1.5
Arch Road 8 8.70 4.39 24 2.2
Blossom Ranch 2 1.30 0.66 8 2.9
Brookside Estates 10 8.64 2.72 20 1.9
Camanche & Ridgeway 2 2.40 1.20 none --
County Hospital -- 2.16 0.89 dual 10 1.3
Cumberland & 5-Mile Creek 1 4.32 6.10 16 6.8
Don Ave & Santiago 2 0.79 1.60 15 2.0
Drake & Highway 99 4 3.54 4.34 14 6.3
Grupe Business Park 7 0.86 0.397 8 1.8
Kelly & Mosher Slough 1 4.32 1.86 12 3.7
March-Brookside & I-5 2 1.15 0.76 8 3.4
Origone 9 5.18 2.16 16 2.4
Plymouth & 5-Mile Creek 1 1.25 0.49 8 2.2
Sanguinetti 9 15.98 8.83 24 4.3
Sinclair Avenue & Highway 4 7 4.32 1.58 10 4.5
Smith Canal & Fontana 3 37.92 44.30 dual 30 7.0
Swenson (North) 2 20.16 20.23 dual 24 5.0
Thornton & Davis 2 1.22 1.20 8 5.3
Waterloo & Roosevelt 4 2.74 3.46 12 6.8
Westlake 10 4.35 5.03 12 9.9
Weston Ranch 8 15.98 10.03 dual 30 1.6
(a) E
xceedances of pump station firm capacity and the force main velocity criterion of 8 ft/sec are highlighted in yellow. (b) Cannot be calculated due to unknown pump capacities; see Table 2-9.

N-C-129-60-20
-41-WP-R-TABLES-CHA7
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
114
0 1.50.75
Miles
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±[PS
±
[PS
± [PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
§¨¦5
ÄÆ4
ÄÆ99
Gateway
PS
Sanctuary
PS
Newton
Road PS
Mariposa
PS
System 8
PSTidewater
PS
Priest
Road PS
Mariposa Road PS Force MainSystem 7 Alignment
Mariposa Road PS Force MainSystem 8 Alignment A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N TS T

M A I N S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

C A L I F O R N I A S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y B L V D

G U I L D
A V E

H A R D I N GW A Y

F A R M I N G T O NR D

U N I O N
R D

S T O C K T O N S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

W I L S O N
W A Y

H U T C H I N S
S T

A I R P O R T W A Y

H A ML N

W E B E R
A V E
O A K
S T

P A R K S T

M A I N S T

C H E R O K E E
L N

M C K I N L E Y
A V E

K E T T L E M A N L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

M A I N S T

H A M M E R L N

A L P I N EA V E

L A T H R O P R D

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R S A C R A M E N T O R D

W I L S O N
W A Y

S W A I NR D

M A R C H L N

T H O R N T O N R D

R E Y N O L D SR A N C H P K

H A R L A N
R D

N A V Y D R M A R I P O S A R D

G O L D E N

V A L L E Y P K

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D
24"
15"
18"
15"
12"
24"
21"
18"
15"
27"
27"
30"
15"
12"
27"
8"
12"
15"
12"
12"
15"
15"
42"
12"
36"
12"
21"
12"
18"
24"
18"
15"
12"
24"
30"
36"
12"
18"
12"
15"
15"
24"
12"
15"
30"
12"
18"
8"
12"
15"
27"
15"
15"
24"
12"
15"
15"
12"
18"
18"
21"
15"
21"
15"
18"
12"
21"
8"
18"
12"
27"
21"
24"
33"
12"
12"
21"
24"
12"
15"
12"
18"
30"
12"
27"
45"
12"
15"
24"
18"
21"
18"
33"
18"
18"
15"
15"
18"
18"
8"
12"
12"
21"
18"
12"
21"
21"
12"15"
54"
Figure ES-9
Modeled Future
Collection System Facilities
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-2. Modeled 2040 Collection System Facilities.mxd - jsteiner - 9/2/2022 Modeled Existing Gravity Sewer
Modeled Existing Force Main
Future Gravity Sewer
Future Force Main
[PS
±Existing Pump Station
[PS
±Future Pump Station
Major Developments
General Plan Study Area
Unincorporated Islands
Areas on Septic Tanks to be Sewer
Connected
Additional 2040 Developments
City of Stockton Sphere of Influence
Notes:

1. Facilities constructed during preparation of this Master Plan.

2. This figure does not include improvements identified in Chapter 6.

See Note 1
EXHIBIT 1
115

Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-23 City of Stockton
Wastewater Master Plan Update
September 2022

Table ES-10. New Pump Station and Force Main Facilities Needed to Serve Buildout Development Name
Development
Area
Peak
Flow, mgd
Force Main
Length, feet
Force Main
Diameter, inches
Peak Flow
Velocity, feet/sec
Gateway Study Area 1 14.88 <10 24 7.3
Mariposa Mariposa Road Community 25.22 36,100(a) 30 8.0 Newton Road CSA-15/Insurance Auto Auction 4.50 2,200 14 6.5 Priest Road South Stockton Commerce
Center/Study Area 16 4.52 2,300 14 6.5
Sanctuary Sanctuary 4.24 <10 14 6.1
System 8 South Stockton Commerce
Center/Study Area 16 15.26 4,300 24 7.5
Tidewater South Stockton
Commerce Center 23.71 2,800 30 7.5
(a) System 7 alignment assumed for a force main from the development area to the RWCF. However, it is recommended. that a shorter force main be constructed in the interim that is directed into the existing trunk sewer along the System 8 pathway.

The Mariposa Road Community development area is predicted to produce a peak flow of 14.0 mgd by 2040 and 23.9 mgd by buildout, based on the planning factors presented in Chapter 4. The model indicates that existing gravity trunk sewers could accommodate these flows for an interim period, especially along the System 8 pathway. However, the model also indicates that insufficient gravity flow capacity exists to accommodate buildout flows from this area. Accordingly, the City will need to decide what infrastructure is needed right away to accommodate the Mariposa Road development area and whether some infrastructural requirements can be delayed. For purposes of master planning, it is recommended that the Mariposa Road development area pump station be constructed to allow for future expansion that can accommodate equipment capable of pumping all flows directly to the RWCF, but that a shorter force main be constructed in the interim that is directed into the existing trunk sewer along the System 8 pathway.

ES.8 RECOMMENDED WASTEWATER COLLECTION SYSTEM CIP
Preliminary planning level cost estimates prepared for this Master Plan are considered Class 5 Estimates in accordance with the guidelines of the Association for the Advancement of Cost Engineering (AACE) International. Construction and capital cost estimates are presented in March 2022 dollars. Construction costs were developed based on a combination of data supplied from manufacturers, historical bids on other wastewater facilities design projects built by other public ag encies, construction costs previously estimated by West Yost, and standard cost estimating guides. Subsequent preliminary and detailed design efforts will serve to refine and confirm the estimates . The estimates have not been adjusted to account for unusual market conditions occurring in 2022 which may dramatically increase the cost of projects constructed in 2022 and potentially in 2023 or later.

Costs developed in this Master Plan include those for traditional gravity sewer construction, trenchless pipe construction, pump stations, and force main piping. In addition, the t otal CIP costs include a design and construction contingency of 35 percent, and a project cost allowance of 45 percent (including 15 percent for engineering, 15 percent for construction management, and 15 percent for implementation). It is assumed that the recommended facilities will be developed in public rights-of-way or on public property; therefore, land acquisition costs have not been included. Construction cost estimates do not include costs for annual O&M nor any allowance for project financing costs.

EXHIBIT 1
116

Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-24 City of Stockton
Wastewater Master Plan Update
September 2022

A recommended CIP list is presented in Table ES-11. The City’s existing CIP list is included as Appendix G.

The major categories shown in Table ES-11 include:
• Pump Station and Force Main Improvements, Existing Conditions (designated as P-#) • Rehabilitation of Existing Gravity Sewer Facilities (designated as R-#) • Capacity Improvements to Existing Gravity Sewer Facilities (designated as C-#) • Future (2040) CIP Facilities (designated as F-#)
• Recommended Studies (designated as S-#)
• Watch List Items (designated as W-#)
• Projects to be Removed from the City’s Existing CIP List (designated as X-#) All of these items except the recommended studies and the projects to be excluded from the City’s existing CIP list are shown schematically in Figure ES-10.

There are 17 items shown for the Pump Station and Force Main Improvements category, all but two of which were identified in the City’s existing CIP list. The most significant items in the list are the 14-Mile Slough PS improvements (Item P-1), the 5-Mile Slough Force Main investigation and improvements (Item P-2), the Lincoln Street PS and Force Main (Item P-3), the Westside Interceptor Parallel Force Main (Item P-4), and the Swenson PS (Item P-5). The remaining items on the list involve inspecting existing pump station components and/or capacities and determining needed improvements. Item P -17 is a general recommendation to rehabilitate and modernize pump stations not otherwise identified in the City’s existing CIP list.

There are 27 items shown for the Rehabilitation of Existing Gravity Sewer Facilities category, all of which were identified in the City’s existing CIP list. Items R-1 through R-10 are considered to be high priority and are recommended for completion within a five -year time frame (2027). Items R -11 through R -24 are considered to be medium priority and are recommended for completion within a ten -year time frame (2032). Items R-25 though R-27 are general rehabilitation categories that are not location-specific.

There are nine items shown for the Capacity Improvements to Existing Gravity Sewer Facilities category, only two of which (Items C-5 and C-9) were identified in the City’s existing CIP list. Items C-1 through C-9 reflect the items shown in Table ES-6 for the Priority 1 Group and the Priority 2 Group. In all cases, it is recommended that the City proceed with surcharge and/or flow monitoring of the lines in question before proceeding with the design of improvements.

There are four items shown for the Recommended Studies category. Items S -1 and S-2 are existing City CIP projects to perform assessments on all pump stations and force main not otherwise identified in the City’s existing CIP list. Additionally, a corrosion and odor control study (S-3) is recommended to assess the effectiveness of existing odor/corrosion control facilities and to identify necessary improvements, and a West Side Interceptor alignment study (S-4) is recommended in advance of Items P-4 above.

There are seven items shown for the Watch List category. Items on this list either show significant surcharging that does not approach outflows under existing conditions, or are modeled as flowing more than 80 percent full and were previously identified in the City’s CIP list. For all of these items, either flow metering or remote level monitoring (e.g., SmartCover® or equivalent) is recommended.

EXHIBIT 1
117
Table ES-11.

Recommended Capital Improvement Plan
ID Name Des
cription Justification Time Frame Quantities Actions/Notes Capital Cost, $M City CIP Project Pump
Station and Force Main Improvements, Existing System
P-1 14-Mi
le Slough PS Improvements Modify existing pump station to address mechanical equipment failures.

Existing pump station suffers from chronic mechanical failures that warrant modifications to accommodate different pumping
equipment.
2027
(start by
2023)
Pump station modifications
Proceed
with design and construction of station
improv
ements to address short-term operational
concerns; conduct evaluation by 2023 to identify long-
term
capacity needs

3.60 UW
20022/M20022
P-2 5-Mile Slough Force Main Inspect and rehabilitate or replace existing force main piping Previously identified as needing inspection/rehabilitation 2027

(sta
rt by
2023
)
Force main
modification/
replacement
Proceed with inspection, assessment, and
rehabilitation/ replacement

0.3 (City estimate;
assessment only) M18015
P-3 Lincoln Street PS and Force Main Construct PS and force main; abandon existing siphon; redirect local flow inputs
Existing siphon is over 100 years old and in poor condition; siphon failure would have severe consequences for system operations 2027

(sta
rt by
2023
)
~4 mgd pump s
tation and ~1,800 LF
of force main(a) Upda
te previous design; proceed with construction 8.60 UW24005 P-4 Westside Interceptor Parallel Force Main Construct new parallel force main serving 14-Mile Slough PS and other tributary pump stations
Existing pump force main sizing not adequate for future flow conditions; condition of existing force main unknown
2027

(sta
rt by
2023
)
~32,00
0 LF of 36-inch diameter
parallel force main(a)
Proceed
with design and construction of parallel force
main; estimated costs do not include ROW acquisition 51.8 none P-5 Swenson (North) PS Assess pump station components, operation, and capacity
Pump station is not keeping up with incoming flows for both wet and dry weather conditions
2027

(sta
rt by
2023
)
TBD Proceed
with inspection, assessment, and
rehabilitation/ replacement 2.90 UW24003
P-6 Brookside Estates PS Inspe
ct and rehabilitate existing pump station
compon
ents Previo
usly identified as needing inspection/rehabilitation 2027 TBD Proceed with inspection, assessment, and
rehab
ilitation/ replacement 0.90 UW
23003
P-7 College Park (Park View) PS Inspe
ct and rehabilitate existing pump station
compon
ents Previo
usly identified as needing inspection/rehabilitation 2027 TBD Proceed with inspection, assessment, and
rehab
ilitation/ replacement 0.80 UW
25003
P-8 Don Avenue & Santiago PS Inspect and rehabilitate existing pump station components; upsize existing PS capacity, as needed
Previously identified as needing inspection/rehabilitation; modeled peak flows exceed station capacity 2027 TBD
Proceed
with inspection, assessment, and
rehab
ilitation/ replacement; flow or pump runtime
monitoring is recommended to confirm capacity
concer
ns

0.50 UW
13010/M13010
P-9 Drake & Hwy-99 PS Inspe
ct and rehabilitate existing pump station
compon
ents Previo
usly identified as needing inspection/rehabilitation 2027 TBD Proceed with inspection, assessment, and
rehab
ilitation/ replacement 1.30 UW
25005
P-10 Kelley & Mosher PS Inspe
ct and rehabilitate existing pump station
compon
ents Previo
usly identified as needing inspection/rehabilitation 2027 TBD Proceed with inspection, assessment, and
rehab
ilitation/ replacement 0.50 UW
24004
P-11 Quai
l Lakes (Alexandria and 14-Mile
Slough)
PS
Inspe
ct and rehabilitate existing pump station
compon
ents Previo
usly identified as needing inspection/rehabilitation 2027 TBD Proceed with inspection, assessment, and
rehab
ilitation/ replacement 0.60 UW
21015/M21015
P-12 Thornton & Davis PS Inspe
ct and rehabilitate existing pump station
compon
ents Previo
usly identified as needing inspection/rehabilitation 2027 TBD Proceed with inspection, assessment, and
rehab
ilitation/ replacement 0.70 UW
13009/M13009
P-13 Waterloo & Roosevelt PS Inspect and rehabilitate existing pump station components
Previo
usly identified as needing inspection/rehabilitation; pump stat
ion is not keeping up with incoming flows for both wet and dry weat
her conditions
2027 TBD Proc
eed with inspection, assessment, and
rehabilitation/ replacement 0.60 UW25004
P-14 Camanche & Ridgeway PS Inspe
ct and rehabilitate existing pump station
compon
ents
Previo
usly-identified capacity upgrade; no current indication of capa
city concerns 2032 -- Asses
s physical condition and functionality of pump
stat
ion; address any major defects 0.60 UW
25002
P-15 Plymouth & 5 Mile Creek PS Inspe
ct and rehabilitate existing pump station
compon
ents
Previo
usly-identified capacity upgrade; no current indication of capa
city concerns 2032 -- Asses
s physical condition and functionality of pump
stat
ion; address any major defects 2.40 UW
23001
P-16 Cumberland & 5-Mile Creek PS Assess pump station components, operation, and capacity; upsize existing PS capacity, as needed
Modeled peak flows exceed station capacity; pump station is not keeping up with incoming flows for both wet and dry weather conditions
2032 6.6 mgd pump station
Flow or pump
runtime monitoring is recommended to
confi
rm capacity concerns; cost estimate assumes a
new pump station; however, existing station may be
able
to accommodate larger pumps

6.0 no
ne
P-17 Pump Station Rehabilitation and
Modernization
Implement improvements identified under
Recommended Studies Item S-2 below
Aging pump station throughout the City are in need of rehabilitation or replacement
Annual,
ongoing
Struct
ural, mechanical, electrical,
contr
ols, site and security
rehab
ilitation and modernization
Adjust an
nual budgeted amount upon completion of
Item S-2 2.0/year none
N-129-
60-20-42-R-WWMP-TABLES Page
1 of 3
City of Stockton
Wastewater Master Plan Update
Last Revised: 09-01-2022
EXHIBIT 1
118
Table ES-11.

Recommended Capital Improvement Plan
ID Name Des
cription Justification Time Frame Quantities Actions/Notes Capital Cost, $M City CIP Project Rehabil
itation of Existing Gravity Sewer Facilities
R-1 Church
Street/Pershing Avenue trunk
sewer
Replace/realign/upsize existing 24-inch diameter VCP
along Church Street and Pershing Avenue from Harrison
Street to Navy Drive
Existing VCP line has adverse slopes, is more than 100 years old, and is in advanced state of deterioration 2027 ~5,600 LF of 30-inch diameter pipe; ~20 MHs
(a)
Final
ize existing design; proceed with construction of
identified improvements; should be implemented in
conjunction with Lincoln Street PS project (see above)

8.50 UW17023/M17023
R-2 Mormon Slough trunk sewer
Upsi
ze/reconfigure ~2,700 LF of 24-inch diameter pipe;
Jeff
erson Street to Worth Street Identi
fied by City as needing rehabilitation 2027 TBD Exten
d design of replacement sewer to Worth Street;
proce
ed with construction 6.80 UW
18030/M18030
R-3 Navy Drive I-5 trunk sewer CIPP line ~1,700 LF of 54-inch and 42-inch diameter pipe Pipe is in an advanced state of deterioration 2027 Same as existing Design complete; proceed with construction 1.90 M17026 R-4 Navy Drive parallel trunk sewers CIPP li
ne ~8,700 LF of 48-inch, 30-inch, and 24-inch
diamet
er pipe Pipe is
in an advanced state of deterioration 2027 Same as existing Design complete; proceed with construction 2.80 M15003 R-5 Oak Street trunk sewer Rehab
ilitate ~11,000 LF of 24-inch and 21-inch diameter
pipe
; Wilson Way to Pershing Avenue Identi
fied by City as needing rehabilitation 2027 TBD Proceed with assessment of existing pipes and design
of impro
vements 11.7
0 UW20016/M20016
R-6 Pershing Avenue sewer Rehab
ilitate ~4,300 LF of 24-inch diameter pipe; Oak
Street to
Tuxedo Avenue Identi
fied by City as needing rehabilitation 2027 TBD Proceed with assessment of existing pipes and design
of impro
vements 1.50 UW
23008
R-7 Ralph Avenue trunk sewer, Phase 1 Rehab
ilitate ~9,200 LF of 30-inch diameter pipe;
Marip
osa Road to B Street Identi
fied by City as needing rehabilitation 2027 TBD Proceed with assessment of existing pipes and design
of impro
vements 1.00 M1
8024
R-8 Sierra
Nevada Street trunk sewer CIPP li
ne ~1,100 LF of 36-inch diameter pipe Identi
fied by City as needing rehabilitation 2027 Same as ex
isting Design
complete; proceed with construction 2.10 UW18
029/M18029
R-9 Unio
n Street sewer Upsize/reconfigure existing 10-inch/ 12-inch diameter line; Harding Way to Oak Street
Line is severely damaged, prone to grease/debris accumulation, and subject to SSOs (per City staff); line is approaching full-pipe capacity 2027 ~4,300 LF of 15-inch diameter pipe; ~10 MHs
(a)
Proceed
with design and construction of replacement
sewer 4.3 UW21007/M21007
R-10 Wort
h Street trunk sewer CIPP li
ne ~8,500 LF of 36-inch diameter pipe Pipe is
in an advanced state of deterioration 2027 Same as ex
isting Design
complete; proceed with construction 4.80 M180
28 R-11 Airport
Way trunk sewer Rehab
ilitate ~5,800 LF of 30-inch diameter pipe; San
Joaq
uin Fairgrounds to Ralph Avenue Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 5.00 UW
21017/M21017
R-12 Alturas Avenue sewer Rehab
ilitate ~2,000 LF of 12-inch diameter pipe; Quincy
Street to
Swain Road Identi
fied by City as needing rehabilitation 2032 TBD Asses
s physical condition of line; address any major
defec
ts 0.60 UW
23010
R-13 E. Bianchi Street/ Pardee Lane sewer Rehab
ilitate ~7,000 LF of 12-inch and 15-inch diameter
pipe
; Quincy Street to Swain Road Identi
fied by City as needing rehabilitation 2032 TBD Asses
s physical condition of line; address any major
defec
ts 16.7
0 UW24008
R-14 Harding Way sewer Rehab
ilitate ~1,600 LF of 12-inch diameter pipe; Wilson
Street to
Union Street Identi
fied by City as needing rehabilitation 2032 TBD Asses
s physical condition of line; address any major
defec
ts 1.60 UW
25008
R-15 Hazelton Avenue trunk sewer Rehab
ilitate ~1,900 LF of 24-inch and 36-inch diameter
pipe
; Della Street to Pilgrim Street Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 2.10 UW
24011
R-16 Lincoln Road trunk sewer Rehab
ilitate ~3,000 LF of 36-inch diameter pipe;
Pershi
ng Road to Alexandria Place Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 5.90 UW
21018
R-17 Longview Avenue sewer Rehab
ilitate ~3,200 LF of 12-inch diameter pipe; El
Dorad
o Street to Pacific Avenue Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 1.10 UW
23006
R-18 March Lane trunk sewer Rehab
ilitate ~8,400 LF of 24-inch and 30-inch diameter
pipe
; I-5 to Brookside Estates PS Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 6.30 UW
25006
R-19 Ralph Avenue trunk sewer, Phase 2 Rehab
ilitate ~2,400 LF of 42-inch diameter pipe; Airport
Way
to Perlman Drive Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 2.50 UW
25012
R-20 Rosemarie Lane sewer Rehab
ilitate ~1,400 LF of 12-inch diameter pipe;
Manch
ester Avenue to Crown Avenue Identi
fied by City as needing rehabilitation 2032 TBD Asses
s physical condition of line; address any major
defec
ts 1.60 UW
23014
R-21 Ryde Avenue trunk sewer Rehab
ilitate ~1,400 LF of 30-inch and 36-inch diameter
pipe
; River Drive to De Ovan Avenue Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 3.40 UW
25009
R-22 Sperry Road/Gibraltar Court sewer Rehab
ilitate ~6,200 LF of 24-inch and 27-inch diameter
pipe
; Airport Way to Industrial Drive Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 4.60 UW
23009
R-23 Tuxedo Avenue sewer Rehab
ilitate ~1,900 LF of 16-inch diameter pipe;
Kensin
gton Way to Orange Street Identi
fied by City as needing rehabilitation 2032 TBD Proceed with assessment of existing pipes and design
of impro
vements 0.50 UW
23007
R-24 Backyard and smaller diameter sewers Repla
ce 6-inch diameter sewers near Scribner/ 7th/
Howard
/ Pilgrim Streets Identi
fied by City as needing rehabilitation 2032 TBD Proceed with design and construction of replacement
sewe
r 1.9 va
rious
R-25 Sewer Mai
ntenance Hole Rehab Exis
ting City CIP line item Identi
fied by City as needing rehabilitation Ongoin
g TBD As needed 2.10 UW20
011/M20011
R-26 Sanit
ary Sewer Small Diameter Lines
Repla
cement Exis
ting City CIP line item Identified by City as needing rehabilitation Ongoing TBD As needed 1.80 UW21016/M21016 R-27 Sanit
ary Sewer Large Diameter Lines
Repla
cement Exis
ting City CIP line item Identified by City as needing rehabilitation Ongoing TBD As needed 4.50 UW20020/M20020 N-129-
60-20-42-R-WWMP-TABLES Page
2 of 3
City of Stockton
Wastewater Master Plan Update
Last Revised: 09-01-2022
EXHIBIT 1
119
Table ES-11.

Recommended Capital Improvement Plan
ID Name Des
cription Justification Time Frame Quantities Actions/Notes Capital Cost, $M City CIP Project Capacity Im
provements to Existing Gravity Sewer Facilities
C-1 E. Mar
sh Street sewer Upsize existing 18-inch diameter sewer Existing conditions model shows potential for severe surcharging and/or SSOs 2035 ~7,400
LF of 24-inch diameter pipe;
22 MH
s(a) Monitor
with level sensor and/or flow meter 11.8 none
C-2 El Dorado Street /
S. Center Street sewer
Upsize existing 16-inch, 18-inch and 24-inch diameter
sewers
Existing conditions model shows potential for severe surcharging and/or SSOs 2035
~2,800
LF of 24-inch diameter pipe;
10 MH
s(a) Monitor
with level sensor and/or flow meter 4.5 none
C-3 S. Wilson Way sewer Upsize existing 10-inch and 12-inch diameter sewers Exis ting conditions model shows potential for severe surcharging and/or
SSOs 2035 ~1,000
LF of 21-inch diameter pipe;
6 MHs Monitor
with level sensor and/or flow meter 1.5 none
C-4 E. 6th Street Upsize existing 12-inch diameter sewer Existing conditions model shows potential for severe surcharging and/or SSOs 2035
~700
LF of 18-inch diameter pipe;
5 MHs(a) Monitor
with level sensor and/or flow meter 0.9 none
C-5 E. Main Street sewer Upsize existing 12-inch and 16-inch diameter sewers Existing conditions model shows potential for excessive surcharging 2035 ~8,700 LF of 18-inch diameter pipe;
~30 MH
s(a) Monitor
with level sensor and/or flow meter 10.7 none
C-6 W. Washington Street / Port Road 23
sewer
Upsize existing 12-inch, 15-inch and 18-inch diameter
sewers Existing conditions model shows potential for excessive surcharging 2035 ~3,800
LF of 21-inch diameter pipe;
10 MH
s(a) Monitor
with level sensor and/or flow meter 5.3 none
C-7 Don Avenue / Meadow Avenue sewer Upsize existing 12-inch and 16-inch diameter sewers Existing conditions model shows potential for excessive surcharging 2035 ~2,200
LF of 15-inch diameter pipe;
2,200
LF of 21-inch diameter pipe;
18 MH
s(a)
Monitor
with level sensor and/or flow meter 5.5 none
C-8 S. El Dorado Street sewer Upsize existing 12-inch diameter sewer Existing conditions model shows potential for excessive surcharging 2035 ~1,800 LF of 15-inch diameter pipe;
6 MHs(a) Monitor
with level sensor and/or flow meter 1.9 none
C-9 Del Norte Street sewer Upsize existing 36-inch diameter sewer Existing conditions model shows potential for excessive surcharging 2035 ~4,100 LF of 42-inch diameter pipe;
~20 MH
s(a) Monitor
with level sensor and/or flow meter 11.4 UW25010
Recommen
ded Studies
S-1 Asset Cond
ition Assessment for Sanitary
Sewer Force Mains Existing City CIP line item
Pump stat
ions not listed above may have deficiencies; assessments are wa
rranted; power management technologies may reduce
opera
ting costs
2027 TBD Un
dertake a program to prioritize and assess all City
pump stations

1.1 (City estimate) UW20018/M20018
S-2 Asset Condition Assessment for Sanitary
Sewer Pump Stations Existing City CIP line item
Force main
s not listed above may have deficiencies; assessments are warr
anted; power management technologies may reduce operating costs
2027 TBD Un
dertake a program to prioritize and assess all City
pump station force mains

0.5 (City estimate) UW20019/M20019
S-3 Corrosion and Odor Control Study
Evalu
ate existing and potential future odor control and
corros
ion control options, including innovative
techn
ologies where appropriate
Effect
iveness of existing odor/corrosion control facilities should be periodically reassessed for effectiveness 2027 TBD Perform the study to identify needs and confirm current operations 0.3 none
S-4 West Side Interceptor Alignment Study
Identi
fy and evaluate alternative alignments and costs
for par
allel force main from 14-Mile Slough PS to the
RWCF
An align
ment study is needed in advance of force main design 2027 TBD Perform the alignment study to confirm project costs and provide a basis for design 0.5 none
Watch
List Items, Existing Conditions
W-1 Hammer La
ne trunk sewer UPRR to Pershing Avenue Exis
ting conditions model shows pipe flowing >80% of gravity capa
city; past SSOs at UPRR undercrossing -- TBD Monitor
this line with level sensor and/or flow meter -- none
W-2 Market Street sewer El Dorado Street to Lincoln Street Existing conditions model shows potential for significant surcharging -- TBD Monitor with level sensor and/or flow meter 3.40 M18014 W-3 N. Lincoln Street sewer Upstream terminus to N. Lincoln Street Existing conditions model shows potential for significant surcharging -- TBD Monitor with level sensor and/or flow meter -- none W-4 Ponce De Le
on to Etna Street backyard
sewe
r Ponce De Le
on Avenue to Etna Street Exis
ting conditions model shows pipe flowing >80% of gravity capa
city -- TBD Monitor
this line with level sensor and/or flow meter 1.50 UW23013 W-5 Scotts Avenue trunk sewer Pershing Avenue to Navy Drive Exis ting conditions model shows pipe flowing >80% of gravity capa
city -- TBD Monitor
with level sensor and/or flow meter 0.30 UW24009
W-6 Thornton Road sewer MacDuff Avenue to Hammer Lane Exis ting conditions model shows pipe flowing >80% of gravity capa
city -- TBD Monitor
with level sensor and/or flow meter 4.00 UW25011
W-7 Waterloo Road sewer Williams Street to Hiawatha Avenue Existing conditions model shows potential for significant surcharging -- TBD Monitor with level sensor and/or flow meter -- none Projects to
be Excluded from Existing CIP (pending condition assessments) X-1 N. El Do
rado Street sewer E. Sonoma Avenue to E. Wyandotte Street Identi fied in the 2008 Wastewater Master Plan; current modeling show
s no current or future capacity issues -- -- Asses
s physical condition of line; address any major
defec
ts 1.30 UW
23011
X-2 N. El Dorado Street sewer E. Main Street to E. Oak Street Identi fied in the 2008 Wastewater Master Plan; current modeling show
s no current or future capacity issues -- -- Asses
s physical condition of line; address any major
defec
ts 2.50 UW23
012;
UW24
010
X-3 Pershi
ng Avenue trunk sewer Meadow Avenue to W. Lincoln Road Identi fied in the 2008 Wastewater Master Plan; current modeling show
s no current or future capacity issues -- -- Asses
s physical condition of line; address any major
defec
ts 3.30 UW
22003
X-4 Wyandotte Street sewer California Street to Pacific Avenue Identi fied in the 2008 Wastewater Master Plan; current modeling show
s no current or future capacity issues -- -- Asses
s physical condition of line; address any major
defec
ts 3.50 UW
25007
(a) Sizi
ng based on buildout model results.

N-129-
60-20-42-R-WWMP-TABLES Page
3 of 3
City of Stockton
Wastewater Master Plan Update
Last Revised: 09-01-2022
EXHIBIT 1
120
Figure ES-10
Collection System CIP Projects
and Other Future Facilities
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 8\Figure 8-1. Proposed Collection System CIP Projects.mxd - jsteiner - 9/2/2022

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1. Facilities constructed during preparation of this Master Plan.

2. Items R-24 through R-27 not shown; see Figure 6-3. 0 1.250.625
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Executive Summary

N-129-60-20-42-WP-R-WWMP
ES-29 City of Stockton
Wastewater Master Plan Update
September 2022

Finally, there are four items shown for the Projects to be Excluded from the City’s Existing CIP List category.

These items were identified in previous planning as requiring upsizing to accommodate existing or future development conditions. However, due to updated information obtained and modeling performed for this Master Plan, none of the facilities in question appear to be approaching capacity within the time frame of identified 2040 development and , therefore, should not be included in the CIP for capacity reasons. However, if one or more of these facilities are found to be in an advanced state of deterioration, those facilities should remain on the City’s CIP list for rehabilitation.

Appendix H provides an analysis of how the conclusions of this Master Plan affect the current rate and connection fees. The most recent rate study was adopted in 2019 and included a capital project list , as well as O&M costs for the wastewater utility. The analysis presented in Appendix H does not replace the adopted rate study, but rather assesses whether the conclusions of the 2019 Rate Study remain valid and whether the planned annual rate increases continue to be supported by anticipated costs. The analysis presented in Appendix H indicates that annual rate increases, consistent with the most recently adopted rate study, will be sufficient to fund the recommended CIP presented in this Master Plan while meeting the other revenue requirements for the wastewater utility. While connection fees may be appropriately used to fund a portion of some improvements needed to serve grow th throughout the City, is assumed, for the purposes of the financial review , that connection fee reserves will not be used to meet the predicted revenue requirements of the utility. A review and update of connection fees is being conducted under a separate, ongoing process.

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N-129-60-20-42-WP-R-WWMP
1-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 1
Introduction
The purpose of this Wastewater Master Plan Update (Master Plan) for the City of Stockton (City) is to evaluate the existing wastewater collection system infrastructure, to address potential impacts of near- term and long-term planned growth, and to develop a comprehensive road map for the City’s wastewater system capital improvement program. The City’s Municipal Utilities Department operates the City’s wastewater collection and treatment systems, which serve customers throughout the City and some outlying areas immediately to the east and south of the City limits. This Master Plan addresses the existing and planned wastewater service areas. The key topics covered in this chapter include:
• Need for the Project
• Master Plan Objectives and Priorities
• Previous and Ongoing Studies
• Report Organization
• Acknowledgements

1.1 NEED FOR THE PROJECT
The City completed its most recent wastewater facilities master plan in 2008. Since that time, the City has completed its Envision Stockton 2040 General Plan (General Plan), which provides an updated framework for future development in the City through 2040. In addition, the severe drought conditions that occurred during the period of 2013 through 2016 led to State-mandated water conservation practices, coupled with new legislation establishing statewide water efficiency standards , which have resulted in reduced per - capita wastewater generation rates.

All of the se factors have created a need to reassess the City’s wastewater collection capacity and treatment infrastructure needs to support the planning and funding of safe and reliable wastewater facilities serving existing and future residents and businesses.

1.2 MASTER PLAN OBJECTIVES AND PRIORITIES
The primary objectives of this Master Plan are to:
• Evaluate historical and existing wastewater flows to understand recent patterns and trends, and develop future collection system flow projections for General Plan buildout conditions. • Review and refine performance and planning criteria under which the wastewater system will be evaluated and recommendations for future facilities will be formulated. • Update and calibrate the City’s wastewater collection system hydraulic model to provide an accurate tool for evaluating various collection system development scenarios. • Evaluate the need for new wastewater collection system facilities (including pipelines and pumping facilities) to meet existing, near-term, and buildout needs. • Update and prioritize the City’s capital improvement program for wastewater collection system improvements.

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Chapter 1
Introduction

N-129-60-20-42-WP-R-WWMP
1-2 City of Stockton
Wastewater Master Plan Update
September 2022

This Master Plan has been prepared to be consistent with the mission of the City’s Municipal Utilities Department:

The City of Stockton Municipal Utilities Department’s mission is to provide high- quality drinking water on demand; collect, treat, and dispose of wastewater; and collect and dispose of stormwater, all in accordance with applicable regulations and responsible business practices.

Key priorities for this Master Plan include the following:
• Clearly define long-term wastewater system needs so that collection system infrastructure is properly sized
• Develop an updated hydraulic model that:
— Accurately represents the wastewater collection system — Identifies existing capacity deficiencies
— Simulates current flows within pipelines scheduled for rehabilitation — Allows for accurate assessment of needed infrastructure to serve proposed future development projects, which can be easily updated to evaluate future changes • Develop an updated Capital Improvement Plan (CIP) to provide a basis for future wastewater rates and connection fees based on current wastewater capacity needs (confirmed through field measurements) and projected future wastewater flows based on proposed development
• Identify applicable regulatory requirements and develop strategies for ongoing compliance with those requirements
• Plan for future extensions of service to areas currently served by onsite treatment and disposal (septic tanks) within the planning boundary
• Produce a Master Plan report that will serve as a user-friendly reference tool both for City staff and for developers

1.3 PREVIOUS AND ONGOING STUDIES
Studies relevant to this Master Plan that have been completed include:
• Wastewater Master Plan, 2008
• City of Stockton Gravity Sanitary Sewer Collection System Asset Management and Master Plan, 2018
• Regional Wastewater Control Facility (RWCF) Capital Improvement and Energy Management Plan, 2011
• RWCF Modifications Project Basis of Design Report, 2019 • Envision Stockton 2040 General Plan, 2018
• Wastewater Cost of Service Rate Study, 2019
• Water Master Plan Update, 2021
Each of these studies is described briefly below.

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Chapter 1
Introduction

N-129-60-20-42-WP-R-WWMP
1-3 City of Stockton
Wastewater Master Plan Update
September 2022

1.3.1 Wastewater Master Plan, 2008
The City’s previous Wastewater Master Plan was completed in 2008 to support future development in accordance with the City’s 2035 General Plan. The 2008 Wastewater Master Plan addressed the following:
• Likely collection system capacity constraints under existing and future flow conditions • The need for additional trunk sewers and pump stations to serve areas of future growth • The need for documentation of wastewater treatment facility needs and potential future regulatory changes triggering additional improvements
• The need to implement a planned capital improvement program with significant funding to accommodate growth
As noted above, the current Master Plan is a comprehensive update that will be based on extensive flow monitoring data and the results of field investigations that were not available for the 2008 evaluation.

1.3.2 City of Stockton Gravity Sanitary Sewer Collection System Asset Management and Master Plan, 2018
In 2018, HDR Engineering evaluated comprehensive closed-circuit television (CCTV) inspection records for nearly all collection system gravity pipelines , and subsequently prepared the Gravity Sanitary Sewer Collection System Asset Management and Master Plan report. The report provides a prioritized CIP to rehabilitate gravity sewers that have deteriorated due to age and environmental conditions.

1.3.3 RWCF Capital Improvement and Energy Management Plan, 2011 The Capital Improvement and Energy Management Plan ( CIEMP), which was completed in August 2011, was a planning-level document identifying a series of improvements needed at the City’s RWCF where all wastewater generated within the City’s wastewater service area is treate d. The CIEMP focused on rehabilitating or replacing major portions of the aging RWCF, and adding or modifying processes to achieve regulatory compliance. The CIEMP considered wind and solar energy production at the RWCF and concluded that the most cost -effective option to reduce outside energy dependence at the plant is to enhance the existing cogeneration system and increase biogas production. When the City began implementation of the CIEMP by initiating design of a new headworks facility, unexpected high costs were estimated for that project, which led to the conclusion that a more detailed evaluation and modified approach to rehabilitating the RWCF was necessary.

1.3.4 RWCF Modifications Project Basis of Design Report, 2019 To control short -term and long-term costs, the City entered into a progressive design -build contract in 2016 to design and construct comprehensive preliminary, primary, secondary , and tertiary treatment system improvements at the RWCF. The initial engineering work for the project was compl eted in 2018 and resulted in a revised approach to achieving infrastructure rehabilitation and regulatory compliance at the RWCF. The results of this detailed analysis are documented in the Basis of Design Report dated January 3, 2019. Detailed design and construction of the improvements began in 2019 and are expected to be completed in 2023. A portion of the work will add treatment facilities to remove nitrogen from the effluent in order to meet the 2024 regulatory deadline. The project will modernize a sub stantial portion of the RWCF, thus reducing operating and maintenance costs associated with the existing facilities that are reaching the end of their useful life. Upgrades and capacity improvements to the RWCF are not addressed further in this Master Plan.

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Chapter 1
Introduction

N-129-60-20-42-WP-R-WWMP
1-4 City of Stockton
Wastewater Master Plan Update
September 2022

1.3.5 Envision Stockton 2040 General Plan, 2018
The Envision Stockton 2040 General Plan (General Plan) was adopted in December 2018. The General Plan process included a comprehensive evaluation of the City’s planning boundaries, including the City’s Sphere of Influence (SOI).

A key objective of the General Plan was the establishment of a strategy for urban growth that reflected the community’s vision and supported the City’s Climate Action Plan. This objective was achieved through extensive community outreach and engagement, resulting in a land use plan that emphasizes infill development in the City’s core and supports employment and economic development City-wide.

Key achievements of the General Plan are summarized as follows:

Increased allowable residential densities and intensity of development downtown and in the greater downtown area, as compared to the previous General Plan. Policies encouraging infill are prevalent, particularly for downtown and South Stockton.

Reduced by almost 8,000 acres (12 square miles) the amount of agricultural land that could be converted to urban land uses, as compared to the previous General Plan.

Featured a new policy to create an agricultural belt between Stockton and Lodi in collaboration with Lodi, San Joaquin County, and local property owners.

Provided guidance for reevaluating the City’s public infrastructure, such as roadways and water and sewer distribution systems, which will help the City to determine whether infrastructural capital and maintenance costs can be supported by development projects.

Through the 2040 General Plan Update process, the City evaluated infrastructure capacity in light of land use alternatives considered, and developed recommendations for updating backbone infrastructure plans to reflect the adopted land use plan. The 2040 General Plan Update also included the preparation of an Infrastructure Financing Strategy to address the identified infrastructure needs.

The City is committed to protecting water quality by e nsuring adequate collection, treatment, and safe disposal of wastewater. The City is also committed to limiting or reducing per capita wastewater generation rates through water use conservation and reduction measures . General Plan goals, policies , and actions with potential relevance to wastewater service within the City include the following:
• Require water and energy conservation and efficiency in both new construction and retrofits.
• Carefully plan for future development and proactively mitigate potential impacts. • Ensure that all neighborhoods have access to well-maintained public facilities and utilities that meet community service needs.
• Require new development to install non-potable water infrastructure for irrigation of large, landscaped areas where feasible.
• Investigate and implement code amendments to allow installation of dual plumbing and/or rainwater capture systems to enable use of recycled water and/or captured rainwater generated on-site.

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126

Chapter 1
Introduction

N-129-60-20-42-WP-R-WWMP
1-5 City of Stockton
Wastewater Master Plan Update
September 2022

1.3.6 Wastewater Cost of Service Rate Study, 2019
The City prepared a Wastewater Cost of Service Rate Study and adopted a five-year rate plan in 2019. The study r eviewed and analyze d updated cost information from administration, collection, treatment , maintenance, capital project s, and debt service coverage. This Master Plan provide s a list of recommended wastewater system improvements that may be used to confirm the basis of the Rate Study.

The recommended wastewater system improvements address both existing and future system needs .

System improvements needed to meet existing system deficiencies are allocated to existing users and are to be funded through rates. System improvements needed to expand the collection and treatment systems to serve future planned development are allocated to future users and are to be funded through wastewater service connection fees.

1.3.7 Water Master Plan Update, 2021
A recent update to the City’s Water Master Plan was also prepared by West Yost and was adopted by City Council on February 23, 2021. Where applicable, the data and assumptions used in this Master Plan have conformed with those of the Water Master Plan Update to ensure that the two plans are consistent in their assumptions, projections, and recommendations. In particular, it is important to ensure that land use assumptions are consistent between the two reports, and that water demand projections and wastewater flow projections are consistent so that both facilities within systems are appropriately sized.

1.4 REPORT ORGANIZATION
This Master Plan is organized into the following chapters:
• Chapter 1. Introduction
• Chapter 2. Existing Wastewater Collection System
• Chapter 3. Existing Wastewater Flows
• Chapter 4. Collection System Planning, Design, and Performance Criteria • Chapter 5. Hydraulic Model Development
• Chapter 6. Analysis of Existing Flow Conditions
• Chapter 7. Analysis of Future Flow Conditions
• Chapter 8. Recommended Wastewater Collection System CIP The following appendices to this Master Pla n contain additional technical information, assumptions , and calculations:
• Appendix A. Collection System Flow Metering Locations • Appendix B. Collection System Flow Split Locations
• Appendix C. Flow Split Survey Notes
• Appendix D. Modeled vs. Metered Dry Weather Diurnal Flows • Appendix E. Modeled vs. Metered Wet Weather Flows
• Appendix F. Modeled vs. Metered Wet Weather Flow Depths • Appendix G. Existing City Wastewater Facilities CIP
• Appendix H. Wastewater Systems Financial Analysis
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Chapter 1
Introduction

N-129-60-20-42-WP-R-WWMP
1-6 City of Stockton
Wastewater Master Plan Update
September 2022

1.5 ACKNOWLEDGEMENTS
This Master Plan was made possible by 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 Master Plan:
• Mel Lytle, Director, Municipal Utilities Department
• John Abrew, former Director, Municipal Utilities Department • Deedee Antypas, Deputy Director, Wastewater Division
• Gemma Biscocho, Senior Civil Engineer, Engineering Division • Stephen Kenning, former Assistant Municipal Utilities Department Director • Ali Gharegozloo, Engineering Services Manager, Engineering Division • Ann Okubo, Senior Civil Engineer, Engineering Division • Jeff Marasovich, Deputy Director, Collections Division • Mario Caballero, former Program Manager III, Collections Division • Matt Diaz, Planning Manager, Community Development Department • Eric Johnson, Senior Plant Maintenance Supervisor
• Ernesto Lopez, Junior Engineer, Engineering Division
• Michael McDowell, Deputy Director, Planning & Engineering, CDD • Nicole Moore, Senior Planner, Community Development Department • Dagmara Saini, Program Manager III, Collections Division

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N-129-60-20-42-WP-R-WWMP
2-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 2
Existing Wastewater Collection System
This chapter describes the City’s existing wastewater collection system, which is managed by the City of Stockton Municipal Utility Department. The wastewater collection system information presented in this chapter is based on a review of previous studies, design reports, maps, plans, ope rating records, geographic information system (GIS) data, and discussions with City staff. The following topics are addressed in this chapter:
• Existing Service Area
• Existing Collection System Facilities

2.1 EXISTING SERVICE AREA
Key topics discussed in this section include:
• Service Area Description
• Service Connections and Customers

2.1.1 Service Area Description
The City of Stockton is the county seat and the largest city in San Joaquin County. According to the California Department of Finance, the population of the City in January 2021 was estimated to be 320,876.

The City experienced significant growth (approximately 2.3 percent per year) from 2000 to 2008 , and more moderate growth (approximately 0.8 percent) since 2008. The existing City limits encompass an area of 41,777 acres, or approximately 65 square miles.

The existing wastewater collection system service area includes residential, commercial, industrial, municipal, and mixed -use areas within the City , as well as surrounding and embedded urbanized but unincorporated county areas that are represented by the following five satellite agencies:
• Country Club Sanitary Maintenance District
• San Joaquin County Maintenance Division
• Port of Stockton
• Northern California Youth Correctional Center
• California Health Care Facility
The City’s collection system can be separated into 10 existing sub-areas or “systems”. Systems 1 through 7 have been in existence for at least 25 years and encompass most of the City. System 8 serves southern portions of the City and is currently partially developed. System 9 serves the eastern edge of the City along Highway 99, and most of this system is either undeveloped or developed but not connected; however, the backbone trunk sewer and two pump stations for System 9 were completed in 2007. System 10 serves northern portions of the City and is currently partially developed. Four additional systems, designated as Systems 12 through 15, are undeveloped and were previously identified as areas of long-term future growth; however, those areas are no longer planned for significant development based on the recent General Plan update. The total acreages for Systems 1 through 10, including developed and undeveloped portions, are summarized in Table 2-1.

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Chapter 2
Existing Wastewater Collection System

N-129-60-20-42-WP-R-WWMP
2-2 City of Stockton
Wastewater Master Plan Update
September 2022

Table 2-1. Collection System Tributary Areas
System
Tributary area, acres
Total Developed Undeveloped
1 2,037 2,037 0
2 9,420 9,420 0
3 6,516 6,516 0
4 2,222 2,222 0
5 3,620 3,620 0
6 5,060 3,786 1,274
7 5,351 4,781 570
8 11,500 7,312 4,188
9 2,312 1,272 1,040
10 9,224 5,174 4,050
TOTAL 57,262 46,140 11,122

There are 17 areas that are partially or fully enclosed by the Stockton City limits boundary and are referred to here as unincorporated islands. The islands are partially or fully-developed areas that were never annexed into the City, and are therefore not under City jurisdiction. The water sources for these areas include the City, California Water Service (CalWater), or private wells. Some portions of the unincorporated islands are connected to the City’s wastewater collection system, with the remainder served by onsite treatment (septic tanks and leach fields). Some of the areas are under the jurisdiction of a San Joaquin County Maintenance District. Table 2-2 presents a summary of these unincorporated islands and indicates which of the unincorporated islands are currently connected to the City’s wastewater collection system and which are served by septic tanks and leach field systems.

The City’s wastewater collection system conveys all flows to the RWCF, which is located along the San Joaquin River on the south side of Navy Drive on the western edge of the City. All existing and planned development areas and the unincorporated islands are expected to be served by the RWCF under buildout development conditions, regardless of water source, as a prudent planning assumption for the purposes of the Master Plan; however, this assumption should not be construed to be a commitment or agreement to serve any particular area.

Figure 2-1 shows t he existing collection system service areas, City limits, Sphere of Influence, and unincorporated islands. Figure 2-2 shows all 12-inch diameter and larger sewer lines, the locations of all public sanitary sewer pump stations, and the location of the RWCF.

2.1.2 Service Connections and Customers
A summary of land use and parcel information, developed as part of the 2018 General Plan process, is presented in Table 2-3. The results are limited to parcels within Systems 1 through 10, and are presented both in terms of total parcels and parcels with non -zero water demands, the latter of which provides a rough indicator of parcel occupancy.

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Table 2
-2. Summary Information for Stockton Unincorporated Islands LAFC
O Area Area, acres Population Sanitary System Sewer Pipes in GIS? Potable Water System Water Meters in GIS? Stockton Northeast 48.30 161 Septic Tanks No Unknown No Elkhorn 131.46 251 Septic Tanks No Master Meter No
Rancho San Joaquin 45.79 163 Septic Tanks No Master Meter No Wagner Heights 68.19 222 Septic Tanks No Unknown Yes, City(a) Colonia
l Heights 227.47 City Connection Yes Master Meter No
Lincoln Village 460.46 City Connection Yes Master Meter No Oakridge-Swenson Park 102.15 Septic Tanks No Private Wells Yes, City(a) West I-
5 64.10 347 City Connection Yes Master Meter No
Weber Grant 21.99 21 Septic Tanks No Individual Meters Yes, Cal Water Sperry Tract 4.16 36 Septic Tanks Yes Individual Meters Yes, Cal Water West Lane 46.58 488 City Connection Yes Individual Meters Yes, Cal Water North Oaks 51.73 653 City Connection Yes Individual Meters Yes, Cal Water Rose Terrace 32.82 254 City Connection Yes Individual Meters Yes, Cal Water Country Club 1320.80 9,226 City Connection Yes Individual Meters Yes, Cal Water Boggs Tract 96.91 229 City Connection Yes Individual Meters Yes, Cal Water Mosswood Park 297.11 1,200 City Connection Yes Individual Meters Yes, Cal Water El Dorado/Airport 241.91 0 none indicated No None Yes, Cal Water(a) (a) Pa
rtial information only.
6,5
16 N-129-60
-20-42-WP-R-WWMP
City of S
tockton
Wastewater Master Plan Update
Last Revised: 06-10-2022
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W E S T L N

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S T O C K T O N E Y

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R D
Figure 2-1
Collection System Service Areas
and Unincorporated Islands
City of Stockton
Wastewater Master Plan Update
Collection System Service Areas
Unincorporated Islands
City of Stockton Limits
City of Stockton Sphere of Influence
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 2\Figure 2-1. Collection System Service Areas and Unincorporated Islands.mxd - jsteiner - 6/15/2022 1-10
Notes:

1. 2018 aerial imagery obtained from the USDA Farm Service Agency.

2. City limits based on GIS shapefile obtained from San Joaquin County website.

3. Unincorporated Island boundaries sourced from the City of Stockton Sphere of Influence Municipal Service Review, prepared by PlaceWorks on April 23, 2020.

EXHIBIT 1
132
0 1.50.75
Miles
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T H O R N T O N
& D A V I S
D O N A V E .
& S A N T I A G O
S WE N S O N & 5 M I L E
C R E E K ( N O R T H
P U M P S T A T I O N )
P L Y M O U T H & 5
M I L E C R E E K
( L I L V A L E A S T )
C U M B E R L A N D &
5 M I L E C R E E K
( L I L V A L WE S T )
C A M A N C H E &
R I D G E WA Y
A L E XA N D R I A &
1 4 M I L E S L O U G H
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M A R C H - B R O O K S I D E
& I - 5
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D E L R I O
WA T E R L O O &
R O O S E V E L T ( E A S T
S T O C K T O N - N O R T H )
S M I T H C A N A L
& F O N T A N A
D R A K E & H WY
9 9 ( E A S T
S T O C K T O N S O U T H )
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P A R K
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B U S I N E S S
P A R K
B U C K L E Y C O V E
K E L L Y &
M O S H E R
B L O S S O M R A N C H
P U M P S T A T I O N
1 4 - M I L E
S L O U G H
C O L L E G E P A R K
( P A R K V I E W)
WE S T L A K E
O R I G O N E
M A I N S T &
C O O L I D G E A V E
( WI L H E L M I N A )
S I N C L A I R
A V E . &
H WY 4
S A N G U I N E T T I
P R I V A T E
P U M P
S T A T I O N
P R I V A T E
P U M P
S T A T I O N
C O U N T Y P U M P
S T A T I O N
P R I V A T E P U M P
S T A T I O N
P R I V A T E P U M P
S T A T I O N
C O U N T Y P U M P
S T A T I O N
S T . J O S E P H ' S
M E D I C A L C E N T E R
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P I XI E WO O D S
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P U M P
AR C H
AI R PO R T R D
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M O R AD A LN
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WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 2\Figure 2-2. Existing Wastewater Collection System.mxd - jsteiner - 6/15/2022 C o l l e c t io n S y s t e m S e r vic e A r e a s C it y o f S t o c k t o n S ph e r e o f I nf l u e nc e

TF C W R
U R e g io na l Wa s t e w a t e r C o nt r o l F a c il it y [PS
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1-10
Figure 2-2
Existing Wastewater
Collection System
City of Stockton
Wastewater Master Plan Update
C it y o f S t o c k t o n L im it s EXHIBIT 1
133
Table 2-3.

City of Stockton Land Use and Parcel Information for Systems 1 through 10 Land Use
Parcel
Count
Area,
acres
Averag
e Parcel
Size, acre
s
Portion o
f
Total Count
Portion o
f
Total Area
Parcel
Count
Area,
acres
Portion o
f Total
Non-Zero
Demand Count
Portion o
f Total
Non-Zero
Demand Area
Percentage o
f
Parcels Oc
cupied
(By Count
)(a)
Percentage o
f
Parcels Oc
cupied
(By Are
a)(a)
Resid
ential 90,406 23,143 0.26 89.93% 41.49% 78,639 14,738 94.31% 55.13% 86.98% 63.68% High Density Residential 3,238 971 0.30 3.22% 1.74% 1,437 630 1.72% 2.35% 44.38% 64.86% Low Density Residential 79,474 19,892 0.25 79.06% 35.66% 70,829 12,898 84.95% 48.25% 89.12% 64.84% Medium Density Residential 7,534 1,893 0.25 7.49% 3.39% 6,373 1,210 7.64% 4.53% 84.59% 63.94% Residential Estate 160 388 2.42 0.16% 0.70% 0 0.0 0% 0% 0% 0% Commercial/Industrial/Institutional 7,738 20,727 2.68 7.70% 37.16% 3,885 7,742 4.66% 28.96% 50.21% 37.35% Administrative Professional 874 487 0.56 0.87% 0.87% 314 335 0.38% 1.25% 35.93% 68.77% Commercial 4,123 3,612 0.88 4.10% 6.48% 2,369 1,970 2.84% 7.37% 57.46% 54.55% Industrial 2,184 9,705 4.44 2.17% 17.40% 810 3,307 0.97% 12.37% 37.09% 34.08% Institutional 143 5,627 39.35 0.14% 10.09% 42 1,853 0.05% 6.93% 29.37% 32.93% Mixed Use 414 1,296 3.13 0.41% 2.32% 350 277 0.42% 1.04% 84.54% 21.36% Other 2,381 11,906 5.00 2.37% 21.35% 857 4,254 1.03% 15.91% 35.99% 35.73% Open Space/Agriculture 50 626 12.53 0.05% 1.12% 1 7.0 0.00% 0.03% 2.00% 1.12% Parks and Recreation 147 1,575 10.71 0.15% 2.82% 46 940 0.06% 3.51% 31.29% 59.65% Not specified 2,184 9,705 4.44 2.17% 17.40% 810 3,307 0.97% 12.37% 37.09% 34.08% TOTAL 100,525 55,777 0.55 100% 100% 83,381 26,733 100% 100% 82.95% 47.93% (a) As an approxim
ation, it is assumed that all developed and occupied parcels have non-zero water demands.

All Parcel
s Parcels w/Non-Zero Water Demands
N-129-60
-20-42-WP-R-WWMP
City of Stockton
Wastewater Master
Plan Update
Last
Revised: 02-15-2022
EXHIBIT 1
134

Chapter 2
Existing Wastewater Collection System

N-129-60-20-42-WP-R-WWMP
2-7 City of Stockton
Wastewater Master Plan Update
September 2022

As indicated in Table 2-3, parcels designated as Residential land use account for approximately 90 percent of all parcels b y count, and approximately 41 percent of all parcels by area, with the large majority of those having a Low-Density Residential land use designation. In terms of parcels with non -zero water demands, Residential land use parcels account for approximately 9 4 percent of all parcels by count and approximately 55 percent of all parcels by area. If non -zero water demands are taken as a measure of parcel occupancy, then approximately 87 percent of Residential parcels are occupied in terms of parcel count and approximately 64 percent are occupied in terms of parcel area. Of the non-residential land uses, the Commercial category makes up the largest group by parcel count (approximately 4,100 parcels), and the Industrial category makes up the largest group by parcel area (approximately 9,700 acres). Among the Industrial land use category, t here are 54 Signific ant Industrial Users (SIUs), which are summarized in Table 2-4.

2.2 EXISTING COLLECTION SYSTEM FACILITIES
The City’s existing wastewater collection system consists of gravity sewers, force mains, and pump stations. Information regarding these facilities, as reported in the City’s GIS database and provided by City staff, is presented below. City staff have indicated that the existing GIS information is subject to confirmation and/or revision. All pipeline quantities discussed here exclude lines that are indica ted as either abandoned or proposed in the City’s GIS database.

2.2.1 Gravity Sewers
The City’s wastewater collection system comprises just over 1,000 miles of gravity mains ranging from 4-inch diameter to 84-inch diameter. Table 2-5 provides a summary of gravity sewer pipelines by pipe diameter. As shown on Table 2-5, approximately 70 percent of existing gravity sewer pipes are 6-inch and 8-inch diameter. Approximately 1 percent are of unknown diameter or have a reported diameter that is shown as non-standard (e.g., 7-inch) and are therefore possibly misreported.

The gravity main materials are summarized in Table 2-6 and presented on Figure 2-3. The most common pipe materials are vitrified clay pipe (VCP) and polyvinyl chloride (PVC) pipe, which combined account for approximately 77 percent of the system by pipe length. An additional roughly 11 percent of the system is of unidentified pipe materials, with the remainder consisting of various other pipe materials.

The installation years for gravity mains are summarized in Table 2-7 and are presented on Figure 2-4.

According to the City’s GIS data, approximately 50 percent of the system was constructed between 1970 and 2010, 12 percent of the system has an unknown installation year. The data indicate that less than 1 percent of the lines were constructed since 2010. The remaining approximately 37 percent of the system has an installation date before 1970, with the earliest installation year listed as 1890.

2.2.2 Force Mains
The City’s existing wastewater collection system contains approximately 37 miles of active force mains ranging from 2 -inch diameter to 42 -inch diameter. Force main pipe diameters by pipe length are summarized in Table 2-8.

EXHIBIT 1
135
Table 2-4. Significant Industr
ial Users, City of Stockton
Significant
Industrial User Address
Maximum Allowable
Discharge, MG/month
Average 2019 Discharge,
MG/month(a) Comm
ents
Advanced Industrial Coatings, Inc. 950 Industrial Drive -- -- Discharge limit and monitoring data not provided Aero Turbines, Inc. 6800 S. Lindbergh Street -- -- Discharge limit and monitoring data not provided American Biodiesel 809-C Snedeker Avenue 0.21 -- Monthly discharge not provided American Building Supply 1488 Tillie Lewis Drive 0.0063 0.0045 Discharge occurs year round Applied Aerospace Structures Corp 3437 S. Airport Way 0.65 0.2 Discharge occurs year round Aramark Uniform & Career Apparel, LLC 7679 S. Longe Street 6.93 4.67 Discharge occurs year round B & C Painting Solutions, Inc 107 Val Dervin Parkway -- -- Discharge limit and monitoring data not provided CALAMCO 2323 Port Road -- -- Discharge limit and monitoring data not provided California Department of Fish & Wildlife 2109 Arch Airport Road -- -- Discharge limit and monitoring data not provided California Tank Lines, Inc. 3105 S. El Dorado Street 1 0.34 Discharge occurs year round Campbell Soup Supply Company 760 Industrial Drive 65 20.45 Discharge occurs June - October Cintas Corporation #922 1877 Industrial Drive 3.6 2.65 Discharge occurs year round City of Stockton Delta WTP 11373 N. Lower Sacramento Road -- -- Discharge limit and monitoring data not provided Comtech Rotor Blades, LLC 6700 CE Dixon Street -- -- Discharge limit and monitoring data not provided Dameron Hospital - Main Hospital 525 W. Acacia Street 2.2 -- Monitoring data not provided Diamond Foods 1050 S. Diamond Street 4.7 1.31 Discharge occurs year round Donaldson Co., Inc. 1641 E. Citation Street 0.027 0.00365 Discharge occurs year round DTE Stockton, LLC 2526 W. Washington Street 5.5 3.16 Discharge occurs year round Dupont Market Inc 2716 E. Miner Street 3 1.62 Discharge occurs year round Duraflame West 1340 W. Washington Street 3.1 0.06 Discharge occurs year round Foodliner, Inc. 2467 E. Mariposa Road 0.51 0.18 Discharge occurs year round Heinz North America 6755 CE Dixon Street 0.012 0.007 Discharge occurs year round Ingredion Incorporated, Stockton Plant 1021 Industrial Drive 6 2.93 Discharge occurs year round Inland Industrial Tire North, Inc. 3039 Transworld Drive -- -- Discharge limit and monitoring data not provided International Paper 3550 Bozzano Road -- 0.037 Discharge limit not provided Le Tote 3021 Boeing Way 0.35 0.12 Discharge occurs year round Metal Finishing Solutions 1325 El Pinal Drive 0.15 0.097 Discharge occurs year round New Stockton Poultry, Inc. 302 S. San Joaquin Street 1.05 0.66 Discharge occurs year round Niagara Bottling, LLC 1025 Runway Drive 7.5 5.41 Discharge occurs year round Niagara Bottling, LLC 811 Zephyr St 811 Zephyr Street 7.86 5.18 Discharge occurs year round Old World Industries, LLC 812 Luce Avenue 0.44 0.12 Discharge occurs year round Pacific Spray Dry (Vapore Technology) 818 McCloy Avenue 0.6 0.037 Discharge occurs year round Port City Operating Company, LLC 1800 N. California Street -- -- Discharge limit and monitoring data not provided Premier Coatings, Inc. 7910 S. Longe Street 0.05 0.028 Discharge occurs year round Production Chemical 1000 E. Channel Street -- -- Discharge limit and monitoring data not provided S J County General Hospital 500 Hospital Road 1.7 -- Monitoring data not provided San Joaquin Regional Rail Commission 1020 E. Alpine Avenue 0.1 -- Monitoring data not provided San Joaquin Regional Transit District 2849 E. Myrtle Street 0.001 -- Monitoring data not provided Shepard Bros 4407 Giannecchini Lane 0.028 0.019 Discharge occurs year round Simplot Grower Solutions 4863 E Carpenter Road -- -- Discharge limit and monitoring data not provided SJ Co French Camp Complex 1005 W. Mathews Road 51 8.71 Discharge occurs year round Stockton Sanitary Washrack Group 1505 Navy Drive 0.64 0.15 Discharge occurs year round Sulfuric Acid Trading Company, Inc. 2829 W. Washington Street 0.048 0.01 2(b) Discharge occurs
year round
Sumiden Wire Products Corp. 1412 El Pinal Drive 2.1 0.49 Discharge occurs year round Tankerwash USA, Inc. 743 W. Anderson Street 1.3 0.85 Discharge occurs year round Tiger-Sul Products LLC 65 Stork Road -- -- Discharge limit and monitoring data not provided Truck Tub International, Inc. 1707 French Camp Turnpike Road 0.0775 0.054 Discharge occurs year round UniFirst Corporation 819 N. Hunter Street 3.25 1.93 Discharge occurs year round Valimet, Inc. 431 Sperry Road -- -- Discharge limit and monitoring data not provided Valley Plating 1236 N. Filbert Street -- -- Discharge limit and monitoring data not provided Value Products, Inc. 2128 Industrial Drive 0.038 0.017 Discharge occurs year round Western Square Industries, Inc. 1621 N. Broadway Avenue 0.012 -- Monitoring data not provided Wilmar Oils and Fats, LLC 2008 Port Road 1 0.24 Discharge occurs year round Yosemite Foods, Inc. 4221 E. Mariposa Road 5.1 3.7 Discharge occurs year round (a)
Unless otherwise noted, the 2019 average monthly discharge is to reflect pre-pandemic conditions. (b) The 2020 average monthly discharge is displayed due to lack of 2019 discharge data. n\c\129
\60-20-=42
City of
Stockton
Wastewater Master Plan Update
Last Revised: 02-17-2022
EXHIBIT 1
136

Chapter 2
Existing Wastewater Collection System

N-129-60-20-42-WP-R-WWMP
2-9 City of Stockton
Wastewater Master Plan Update
September 2022

2.2.1 Pump Stations
There are 35 pump stations included in the City’s GIS data that are within or tributary to the City’s wastewater collection system, as shown on Figure 2-2. Key pump station information, including station name, system number, rated firm capacity, and station type (fixed -speed versus variable speed), are summarized in Table 2-9. The firm capacity is defined as the maximum pumping capacity at the pump station with the largest pump out of service. Information on pump capacities was not available for the privately-owned pump stations shown in Table 2-9.

Table 2-5. Gravity Mains by Diameter(a)
Pipe Diameter, inches Count Length, feet
Portion of Total
Length, percent
4 694 50,924 0.96
6 7,534 1,576,999 29.7
8 8,265 2,146,339 40.5
10 1,329 358,754 6.8
12 1,482 402,014 7.6
14 21 5,183 0.10
15 367 110,666 2.1
16 98 28,273 0.53
18 310 86,221 1.6
20 42 16,963 0.32
21 55 15,385 0.29
24 365 110,693 2.1
27 117 37,582 0.71
30 186 69,807 1.3
33 41 14,573 0.27
36 124 50,316 0.95
42 117 48,166 0.91
48 142 59,359 1.1
54 17 9,603 0.18
60 4 473 0.009
66 22 9,241 0.17
72 58 25,828 0.49
78 2 166 0.003
84 6 1,989 0.037
Unknown/Non-standard 1,118 68,492 1.3
TOTAL 22,516 5,304,011 100
(a) Data summarized from the City of Stockton's GIS sanitary line feature class transmitted, July 2020. Excludes pipes designated as abandoned or proposed.

EXHIBIT 1
137

Chapter 2
Existing Wastewater Collection System

N-129-60-20-42-WP-R-WWMP
2-10 City of Stockton
Wastewater Master Plan Update
September 2022

Table 2-6. Gravity Mains by Pipe Material(a)
Pipe Material Count Length, feet
Portion of Total
Length, percent
Vitrified Clay (VCP) 9,253 2,461,957 46.4
Polyvinyl Chloride (PVC) 6,457 1,632,961 30.8
Reinforced Concrete (RCP) 653 246,787 4.7
Reinforced Plastic Mortar (RPM) 447 123,402 2.3
Polyethylene (PE) 239 68,652 1.3
Asbestos Cement Pipe (ACP) 171 46,765 0.9
Acrylonitrile Butadiene Styrene (ABS) 135 35,050 0.7
Ductile Iron Pipe (DIP) 96 22,867 0.4
Unknown 4,708 573,164 10.8
Other Materials 314 77,074 1.5
(a) Data summarized from the City of Stockton's GIS sanitary line feature class transmitted in July 2020. Excludes pipes designated as abandoned or proposed.

Table 2-7.Gravity Mains by Installation Year(a)
Installation Year Count Length, feet
Portion of Total
Length, percent
Pre-1910 925 235,948 4.4
1910s 1,059 295,228 5.6
1920s 971 234,904 4.4
1930s 374 90,058 1.7
1940s 1,597 408,097 7.7
1950s 1,540 415,543 7.8
1960s 1,148 288,657 5.4
1970s 2,254 572,240 10.8
1980s 2,214 584,444 11.0
1990s 2,660 657,545 12.4
2000s 2,913 812,125 15.3
2010s 182 48,600 0.9
Unknown 4,679 660,620 12.5
(a) Data summarized from the City of Stockton's GIS sanitary line feature class transmitted in July 2020. Excludes pipes designated as abandoned or proposed.

EXHIBIT 1
138
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A I R P O R T R D

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M O R A D A L N

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C H A R T E R W A Y

W A S H I N G T O N S T

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B A R B A R AT E R R YB L V D

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F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

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H A R D I N GW A Y

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S P E R R YR D

W I L S O N W A Y

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M A R I P O S A
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Figure 2-3
Collection System
Pipe Material
City of Stockton
Wastewater Master Plan Update
Pipe by Material
Asbestos-Cement
Cast Iron
Concrete
Corrugated Metal
Ductile Iron
PolyVinyl Chloride
Polyethylene
Polypropylene
Vitrified Clay
Other
City Limits
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 2\Figure 2-3. Collection System Pipe Material.mxd - jsteiner - 6/15/2022 Notes:

1. Data summarized from the City of Stockton's GIS.

Excludes pipes designated as abandoned or proposed.

TF C W RURegional Wastewater Control Facility
EXHIBIT 1
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Miles

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5 ÄÆ4
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A R C H

A I R P O R T R D

H A R N E Y L N

M O R A D A L N

F R E M O N TS T

M A I N
S T

E I G H T M I L E R D

D R M A R T I N L U T H E RK I N G J R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

C E N T U R Y

B L V D

B A R B A R AT E R R YB L V D

C A L I F O R N I A S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y

B L V D

M A T H E W S
R D

H A R D I N GW A Y

F A R M I N G T O NR D

L A T H R O P
R D

A L P I N E A V E

C O T T A G E
A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

W I L S O N W A Y

H U T C H I N S
S T

A I R P O R T W A Y

H A M L N

W E B E R
A V E
O A K

S TP A R K

S T M A I N
S T

M C K I N L E Y
A V E

K E T T L E M A N L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N EA V E

E L D O R A D O S T

L A T H R O P R D

C O U N T R Y

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L O W E R S A C R A M E N T O R D

W I L S O N W A Y

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M A R C H L N

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U N I O N
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Figure 2-4
Collection System
Pipe Installation Year
City of Stockton
Wastewater Master Plan Update
Pipe by Installation Year
1940s or earlier
1950s
1960s
1970s
1980s
1990s
2000s
2010s
No Data Available
City Limits
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 2\Figure 2-4. Existing Wastewater Collection System by Installation Year.mxd - jsteiner - 6/15/2022 Notes:

1. Data summarized from the City of Stockton's GIS.

Excludes pipes designated as abandoned or proposed.

TF C W RURegional Wastewater Control Facility
EXHIBIT 1
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Chapter 2
Existing Wastewater Collection System

N-129-60-20-42-WP-R-WWMP
2-13 City of Stockton
Wastewater Master Plan Update
September 2022

Table 2-8. Force Main Quantities by Pipe Diameter(a)
Pipe Diameter, inches Segment Count(b) Length, feet
2 1 785
4 2 225
6 5 2,902
8 28 14,448
10 32 32,429
12 53 26,023
14 2 3,239
15 1 48
16 6 3,211
18 9 432
20 2 433
24 56 32,495
30 60 44,414
33 36 28,624
36 11 2,191
42 5 5,226
unknown 2 176
TOTAL 311 197,301
(a) Data summarized from the City of Stockton's GIS sanitary line feature class transmitted in July 2020. Excludes pipes designated as abandoned or proposed.
(b) The GIS data is organized such that one force main may consist of multiple segments.

EXHIBIT 1
141
Table 2-

9. Wastewater Pump Station Summary Information
Station ID N
ame/Location System Pump Manufacturer No. of Pumps Pump Capacity Ratings, gpm Firm Capacity, mgd Pump Speed 22D008 14-Mile Slough 10 Fairbanks Morse/Flygt 4 2000/2000/????/???? (a) Variable 25H013 Alexandria & 14-Mile Slough (Quail Lakes) 10 Vaughan 2 1370/1370 1.97 Constant 42U054 Arch Road 10 Flygt 4 1190/2425/2425/2425 8.70 Variable 23P010 Blossom Ranch 10 Vaughan 3 450/450/450 1.30 Constant 28D015 Brookside Estates 10 Fairbanks Morse 4 2000/2000/2000/2000 8.64 Variable 29D029 Buckley Cove 10 Flygt 2 205/205 0.30 Constant
24L070 Camanche & Ridgeway 10 Fairbanks Morse 3 835/835/835 2.40 Constant 46M005 County Pump Station (Hospital/Mathews) 10 Aurora 3 750/750/750 2.16 Constant 29G014 County Pump Station (Pacific Garden/Kirk) 10 Flygt 2 600/600 0.86 Constant 22E031 Cumberland & 5-Mile Creek 10 Vaughan 3 1500/1500/1500 4.32 Variable 20G059 Don Avenue & Santiago 10 Vaughan 2 550/550 0.79 Constant 32S052 Drake & Highway 99 10 Smith & Loveless Inc. 3 1230/1230/1230 3.54 Constant 43N022 Grupe Business Park 10 Paco 2 600/600 0.86 Constant 18E073 Kelly & Mosher Slough 10 Vaughan/Fairbanks Morse 4 1000/1000/1000/1000 4.32 Variable 33T064 Main Street & Coolidge Avenue (Wilhelma) 10 Flygt 2 286/286 0.41 Variable 28G078 March-Brookside & I-5 10 Flygt 2 800/800 1.15 Constant 28H040 Mission & Del Rio 10 Vaughan 1 125 0 Constant
22Q001 Origone 10 Flygt 4 1200/1200/1200/1200 5.18 Variable 30N047 Parkview (College Park) 10 (a) 2 (a) (a) Constant 32G072 Pixie Woods Grinder Pump 10 Liberty 1 (a) (a) Constant 22F103 Plymouth & 5-Mile Creek 10 Smith & Loveless Inc. 2 870/870 1.25 Constant 18H049 Private Pump Station (Thorton) 10 (a) 0 (a) (a) Constant 23K037 Private Pump Station (Glendora) 10 (a) 0 (a) (a) Constant 34E001 Private Pump Station (Ellsberg) 10 (a) 0 (a) (a) Constant 33M045 Private Pump Station (Weber) 10 (a) 0 (a) (a) Constant 26P045 Sanguinetti 10 Flygt 2 3600/3750 15.98 Variable
36U044 Sinclair Avenue & Highway 4 (Duck Creek) 10 Flygt 3 1500/1500/1500 4.32 Constant 31H086 Smith Canal & Fontana 10 Vaughn /Aurora 5 4520/5710/8600/8600/7500 37.92 Variable 30M112 St. Joseph's Medical Center 10 Flygt 2 419/419 0.60 Constant 22G053 Swenson & 5-Mile Creek (North Pump Station) 10 Worthington 4 3500/8000/3500/2000 20.16 Variable 29E007 Temporary Pump Station - Brookside Estates (Abandoned) 10 (a) 0 (a) (a) Constant 19H072 Thornton & Davis (Stonewood) 10 Vaughan 2 850/850 1.22 Constant 30P069 Waterloo & Roosevelt (East Stockton-North) 10 Vaughan 3 950/950/950 2.74 Constant 16B030 Westlake 10 Vaughan 3 1510/1510/1510 4.35 Constant 42K005 Weston Ranch 10 Vaughan/Fairbanks Morse 4 1300/1300/8500/8500 15.98 1 variable, 3 constant (a) P
ump make and/or capacity information not available
N-129-60-20-42-W

P-R-WWMP
CIty of S
tockton
Wastewater Master Plan Update
Last Revised: 09-02-2022
EXHIBIT 1
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N-129-60-20-42-WP-R-WWMP
3-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 3
Existing Wastewater Flows
The purpose of this chapter is to present information on existing dry and wet weather flow conditions in the City of Stockton wastewater collection system. The major topics covered in this chapter include:
• Wastewater Flow Components
• Flow Metering Locations
• Rainfall Results
• Flow Monitoring Results
• Investigation of Flow Splits

3.1 WASTEWATER FLOW COMPONENTS
Key components of wastewater collection system flows include the following:
• Average Dry Weather Flow
• Sanitary Peak Flow
• Infiltration and Inflow
• Peak Wet Weather Flow

3.1.1 Average Dry Weather Flow
Average dry weather flow (Qa) is a term that describes average wastewater flow conditions that typically occur later in the dry season when groundwater infiltration into the collection system is at a seasonal minimum and prior to the onset of significant rainfall events. Depending on groundwater elevations and system porosity, Qa may have a component of groundwater infiltration that is present year -round.

Otherwise, Qa represents sanitary flow contributions from residential, commercial, institutional, and industrial dischargers to the collection system.

3.1.2 Sanitary Peak Flow
Sanitary peak flow is defined as the diurnal flow peak during baseline dry weather flow conditions. The timing of sanitary peak flow typically depends on the contributing land use types. Residential dischargers tend to produce higher flows in the morning hours and in the evening hours, while commercial dischargers tend to have steady discharge during business hours but very low discharge outside of business hours.

Industrial dischargers have flow patterns that depend upon their individual processes.

3.1.3 Infiltration and Inflow
The term infiltration and inflow (I&I) refers to the portion of wastewater flow that does not come from indoor sanitary flow generating activities, but instead enters the collection system in the form of elevated groundwater infiltration (over an d above the year -round groundwater infiltration component that may be present in the Qa), and/or flows entering the collection system during and immediately after rainfall events. This latter component is referred to as rainfall-dependent I&I, and is defin ed as storm-induced flow that enters the collection system through porous and/or defective maintenance holes (MHs), sewer mains and service laterals, or illicit connections such as roof leaders that otherwise should be connected to storm drain facilities. The magnitude of rainfall-dependent I&I flows is related to the intensity and duration of the rainfall and the degree of soil saturation and increas ed groundwater levels arising from antecedent rainfall conditions.

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Wastewater Flows

N-129-60-20-42-WP-R-WWMP
3-2 City of Stockton
Wastewater Master Plan Update
September 2022

3.1.4 Peak Wet Weather Flow
Peak wet weather flow (Qp) is composed of sanitary flow plus a combination of groundwater infiltration and rainfall-dependent I&I and is generally defined as the highest flow that occurs during a given storm or wet season. The magnitude of the peak wet weather fl ow is thus dependent on storm intensity and duration, antecedent rainfall conditions, and the time of day at which the peak I&I occurs. The highest Qp values are typically associated with large, intense storm events, and tend to be greater following a series of other storm events after soils become saturated. Moreover, a large storm occurring during the day will have a higher Qp than a similar storm occurring at night due to the elevated sanitary flows that occur during the day.

3.2 FLOW METERING LOCATIONS
For this Master Plan, a collection system flow monitoring study was conducted that covered the period of late October 2020 through mid-March 2021. The flow monitoring study provided the data used to perform an assessment of both dry and wet weather flow conditions throughout the City’s collection system.

Under the flow monitoring study, a total of 25 temporary area-velocity (AV) flow meters were deployed in sewer lines at various locations throughout the City in support of this Master Plan . The flow metering locations are depicted on Figure 3-1 and are summarized in Table 3-1. Graphical representations of each flow metering location are presented in Appendix A of this report.

The flow metering locations were chosen through a collaboration of West Yost and City staff and were chosen to satisfy the following goals:

1. Capture a significant portion of all the contributing collection system sub-areas (Systems 1-10).

2. Capture the full range of different land uses throughout the City.

3. Capture both wet and dry weather flows.

4. Determine dry weather baseline flows and peak wet weather flows.

5. Establish flow conditions at areas of concern identified by the City.

6. Repeat previous monitoring locations (where appropriate) to provide continuity of data.

3.3 RAINFALL RESULTS
A total of seven temporary rain gauges were deployed at locations throughout the City in support of the flow monitoring study . The rain gauge locations are depicted on Figure 3-1. Rainfall statistics for the months of October 2020 through March 2021 are summarized in Table 3-2. As indicated in Table 3-2, reported rainfall amounts were highest at the East gauge and lowest at the Northwest gauge.

The total rainfall for the monitoring period, averaged among the seven rain gauges, was 7.20 inches. This result compares with the National Oceanic and Atmospheric Administration (NOAA) long-term average of

13.99 inches over the same period. Thus, the observed rainfall was only about half the long-term average.

The most significant storm event of the season occurred on January 27 and 28, 2021, which produced

2.92 inches of rain over 48 hours when averaged over the seven gauges. The next most significant event occurred on December 13, 2020, which produced 1.04 inches of rain over 24 hours when averaged over the seven gauges.

EXHIBIT 1
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N-129-60-20-42-WP-R-WWMP
City of Stockton
Wastewater Master Plan Update
June 2021

Table 3-1. Summary of Flow Monitoring Locations
Site ID MH ID GIS Pipe D, in Location Tributary Area
1-1 22E038 27 Cumberland Place and Stone River Circle Southern portion of System 1 2-1 23G001 48 Alexandria Place and Lincoln High School Southern portion of System 2 2-2 22H056 36 West Lincoln Avenue west of Richmond Place Northeastern portion of System 2 3-1 30K050 24 North Pershing Avenue and Elmwood Avenue Northeastern portion of System 3 3-2 30K109 30 North Orange Street north of Middlefield Avenue Southeastern portion of System 3 3-3 29G003 18 Calariva Drive and North Stiles Place Country Club area of System 3 4-1 32R081 18 East Marsh Street and Burkett Avenue Southern portion of System 4 4-2 30P060 18 Waterloo Road and Hiawatha Avenue Northern portion of System 4 4-3 30Q038 10 North Filbert Street and East Anita Street Flow split within System 4 4-4 31R031 16 East Fremont Street west of North Filbert Street Flow split within System 4 5-1 35M014 24 West Scotts Avenue and South Van Buren Street Portions of Systems 4 and 6 5-2 34M018 24 South Lincoln Street and West Washington Street Portions of Systems 5 and 6 6-1 35R026 24 East Charter Way and Mariposa Road Southeastern portion of System 6 6-2 33P111 33 Della Street north of East Hazelton Avenue Portions of Systems 4 and 6 6-3 34N024 27 Church Street and Aurora Street Portions of Systems 4 and 6 6-4 36M046 24 West Charter Way east of I-5 Southern portion of System 6 6-5 35N004 36 East Worth Street east of South Stanislaus Street Southeastern portion of System 6 6-6 34M050 27 East Church Street and South Center Street Portions of Systems 4 and 6 7-1 39P004 42 Ralph Avenue east of Perlman Drive Eastern portion of System 7 7-2 38K038 72 West 8th Street west of South Fresno Avenue Portions of Systems 7, 8, and 14 8-1 38J059 48 Houston Avenue south of Tilden Park Street Western portion of System 8 8-2 42Q007 27 Gibraltar Court south of Industrial Drive Central portion of System 8 8-3 41Q020 33 South Airport Way south of Industrial Drive Airport area of System 8 8-4 41R005 42 Industrial Drive east of South Airport Way Northeastern portion of System 8 10-1 18D012 54 Bear Creek levee south of Otto Drive System 10

EXHIBIT 1
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W a s t e w a t e r M a s t e r P l a n U p d a t e EXHIBIT 1
146

Chapter 3
Wastewater Flows

N-129-60-20-42-WP-R-WWMP
3-5 City of Stockton
Wastewater Master Plan Update
September 2022

Table 3-2. Stockton Temporary Rain Gauge Results, October 2020 through March 2021 Month
Temporary Rain Gauge Location
Northwest Northeast
Center-
North West Center East South
7-Gauge
Avg
October 0 0 0 0 0 0.01 0 0
November 0.40 0.19 0.25 0.20 0.24 0.18 0.06 0.22
December 1.51 2.31 2.17 1.90 2.00 2.55 2.00 2.06
January 2.57 3.49 3.72 2.79 3.19 4.72 4.04 3.50
February 0.73 1.12 0.94 0.73 0.61 1.25 0.88 0.89
March 0.43 0.69 0.58 0.60 0.52 0.43 0.42 0.53
Total 5.63 7.80 7.65 6.22 6.56 9.15 7.39 7.20
January 27–28 2.06 2.91 3.19 2.37 2.70 3.92 3.28 2.92

Storm event return period information for the January 27 and 28, 2021 storm event was estimated using NOAA online resources. The estimated return periods (in years) for that event are summarized in Table 3-3. The peak 6-hour, 12-hour, and 24-hour rainfall totals represent return periods in the 1.5 -year to 1.7-year range; however, the peak 48-hour rainfall was an 8-year event. Specifically, a 1.5-year, 24-hour event on January 27, 2021 was immediately followed by a 1.1 -year, 24-hour event on January 28, 2021, which resulted in an 8-year return period for the 48-hour rainfall total.

Table 3-3. Return Period Information, January 27 and 28, 2021 Storm Event Duration Max Rainfall, in Start Time Return Period, years 6-hour 0.88 1/27/2021 13:45 1.7
12-hour 1.12 1/28/2021 10:40 1.5
24-hour 1.55 1/26/2021 21:05 1.5
48-hour 2.92 1/26/2021 23:00 8.0
Source: NOAA National Weather Service

While event rainfall was substantial, antecedent rainfall preceding the January 27 and 28, 2021 event was minor, with a prior 7 -day rainfall of 0.40 inches, a prior 30 -day rainfall of 0.66 inches, and a season -to- date rainfall of 2.83 inches. As a result, saturated soils and high groundwater levels, which may contribute significantly to peak I&I conditions, were not present for that event.

EXHIBIT 1
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Chapter 3
Wastewater Flows

N-129-60-20-42-WP-R-WWMP
3-6 City of Stockton
Wastewater Master Plan Update
September 2022

3.4 FLOW MONITORING RESULTS
Key flow monitoring results discussed in this section include:
• Flow and I&I Statistics
• Evidence for Backwater Conditions

3.4.1 Flow and I&I Statistics
Flow and I&I at the RWCF influent for the period up to, including, and immediately following the January 27 and 28, 2021 storm event is shown in Figure 3-2. Flow and I&I statistics for the 25 temporary flow metering sites and from the RWCF are presented in Table 3-4. Because Sites 4 3 and 4 4 are both immediately downstream of the same flow split, the results for those two sites are shown in the table both separately and as a combined flow. Key flow and I&I statistics shown in Table 3-4 include:
• Data Period: Start and end dates
• Qa: The average dry season flow, typically calculated from flows measured during October and November 2020
• Qp: The maximum observed hourly average flow rate
• Time: Peak Flow
• Peaking Factor (PF): The peak flow divided by the Qa
• Maximum Storm I&I: The maximum calculated I&I rate during rainfall periods • Tributary Area: The total flow-producing parcel acreages for each flow meter • Maximum I&I Rate: The max storm I&I divided by the tributary area Notable findings from Table 3-4 include the following:

1. Peak flows occurred during the January 27–28, 2021 storm event at all metering sites except 1-1, 2-1, 3-3, 4-2, 4-4, and 10 1, none of which had peak flows associated with significant storm events.

2. The peak flow at the RWCF was 55.35 mgd.

3. The City-wide peak I&I rate during the January 27 and 28, 2021 storm event is approximately 1,000 gallons per day (gpd) per acre.

4. The tributary areas associated with Sites 1-1, 2-1, 3-2, 4-3+4-4, 6-2, 6-3, 6-4, and 7-1 all had maximum I&I rates well in excess of the City-wide total.

5. The tributary areas associated with Sites 8-3 and 10-1 had peak I&I rates well below the City-wide total.

6. I&I rates could not be calculated for Sites 4-3, 4-4, 5-1, 5-2, 6-5 and 6-6 due to the presence of one or more upstream flow splits that make it impossible to define the tributary area for the individual meters.

EXHIBIT 1
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Table 3-4. F
low and I&I Statistics
Metering Site
Start Date End Date Qa, m
gd Q p, m
gd Time of Peak Flow PF Max Storm I&I, mgd Tributary Acreage, acres Max I&I Rate, gpd/acre (a) 1-1 10/20/2020
3/15/2021 0.98 3.91 Nov-19-2020 5:55 4.0 2.04 690 3,000 2-1 10/13/2020 3/15/2021 2.86 9.51 Dec-14-2020 13:20 3.3 6.14 2,080 3,000 2-2 10/13/2020 3/15/2021 3.98 7.35 Jan-27-2021 15:35 1.8 2.58 2,990 900 3-1 10/24/2020 3/15/2021 1.02 2.12 Jan-27-2021 18:05 2.1 0.86 950 900 3-2 10/13/2020 3/15/2021 1.61 4.22 Jan-27-2021 17:45 2.6 2.27 1,120 2,000 3-3 11/3/2020 3/15/2021 0.19 1.19 Nov-3-2020 9:10 6.3 0.27 250 1,100 4-1 10/14/2020 3/15/2021 0.57 1.85 Jan-28-2021 13:40 3.3 1.14 900 1,300 4-2 10/20/2020 3/15/2021 0.53 1.86 Feb-22-2021 10:25 3.5 0.82 550 1,500 4-3 10/20/2020 3/15/2021 0.029 0.39 Jan-28-2021 16:15 13.3 0.37 (b) (b) 4-4 10/24/2020
3/13/2021 0.094 0.64 Feb-21-2021 18:45 6.8 0.15 (b) (b) 4-3+4-4
10/24/2020 3/13/2021 0.12 0.57 Jan-28-2021 16:35 4.8 0.42 150 2,800 5-1 11/27/2020 3/15/2021 1.02 2.69 Jan-28-2021 14:50 2.7 1.65 (b) (b) 5-2 10/14/2020
3/12/2021 0.51 1.59 Jan-28-2021 17:50 3.1 0.93 (b) (b)
6-1 10/27/2020
3/15/2021 0.41 0.91 Jan-28-2021 18:10 2.2 0.38 300 1,300 6-2 10/14/2020 3/15/2021 0.63 3.46 Jan-28-2021 20:55 5.5 2.60 480 5,400 6-3 10/14/2020 3/15/2021 0.96 3.11 Jan-28-2021 13:15 3.2 1.91 1,010 1,900 6-4 11/14/2020 3/15/2021 0.55 2.75 Jan-28-2021 20:55 5.0 2.00 390 5,100 6-5 10/20/2020 3/15/2021 0.65 3.75 Jan-28-2021 21:10 5.8 2.92 (b) (b) 6-6 10/14/2020
3/15/2021 1.07 3.95 Jan-28-2021 13:40 3.7 2.62 (b) (b)
7-1 10/14/2020
3/15/2021 1.29 3.59 Jan-28-2021 14:00 2.8 2.02 930 2,200 7-2 11/14/2020 3/15/2021 3.26 8.04 Jan-28-2021 18:25 2.5 3.75 5,180 700 8-1 11/14/2020 3/15/2021 1.35 2.54 Jan-27-2021 17:20 1.9 0.94 1,080 900 8-2 10/14/2020 3/15/2021 0.40 1.06 Jan-27-2021 16:50 2.6 0.44 420 1,000 8-3 10/14/2020 3/15/2021 0.42 0.85 Jan-25-2021 11:40 2.0 0.37 1,390 300 8-4 10/14/2020 3/15/2021 0.52 1.14 Jan-27-2021 17:55 2.2 0.45 560 800 10-1 10/20/2020 3/15/2021 2.16 3.60 Nov-26-2020 13:00 1.7 0.79 2,340 300 RWCF 10/1/2020 2/28/2021 24.01 55.35 Jan-28-2021 21:59 2.3 24.80 24,970 1,000 (a) Ro
unded off to the nearest 100 gpd/acre.
(b) Tributary acreage and I&I rate cannot be calculated do to one or more upstream flow splits. n\c\1
29\60-20-42\Wp\R
CIt
y of Stockton
Wastewater Master Plan Update
Last Revised: 06-09-2022
EXHIBIT 1
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N-129-60-20
-42-ENG-FDA-WPCFOCT-FEB2021
City of
Stockton
Wastewater Master Plan Update
Last Revised: 03-25-22
0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.80 10
20 30
40 50
60 70
80 Jan-25
J
an-26
Jan-27
Jan-28
Jan-29
Jan-30
Jan-31
Rain, inches/hour
Flow, mgd
Figure
3-2. RWCF Influent Flows and I&I, January 25 through 30, 2021 I&I Hourly
Rain Hourly
Flow
EXHIBIT 1
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Chapter 3
Wastewater Flows

N-129-60-20-42-WP-R-WWMP
3-9 City of Stockton
Wastewater Master Plan Update
September 2022

3.4.1 Evidence for Backwater Conditions
The temporary flow metering sites use area-velocity meter technology that measures flow depth, flow velocity and flow rate on 5 -minute intervals. The measurement of both depth and velocity allow for an assessment of whether a given line is flowing unimpeded, or whether backwater conditions exist.

Table 3-5 presents the following relevant information for each metering site:
• Pipe Diameter (D)
• Average Flow Depth (d): The long-term average measured pipe flow depth • Average d/D: The ratio between the average measured flow depth and the pipe diameter • Maximum Flow Depth (d): The maximum measured pipe flow depth • Maximum (Max d/D): The maximum ratio between the measured flow depth and the pipe diameter
• Time of Maximum Depth
• Maximum Surcharge: The maximum surcharge (if any) above the pipe crown • Minimum Headspace: The remaining MH headspace associated with the maximum surcharge
• Average Velocity (Avg V): The long-term average measured pipe flow velocity • Minimum Velocity (Min V): The minimum instantaneous pipe flow velocity during the data period
• Depth-Velocity Correlation (R): The calculated correlation coefficient between the measured depth and measured velocity readings
In general, a correlation coefficient above 0.5 indicates unimped ed flow conditions, a correlation coefficient of 0 to 0.5 indicates partially impeded flow conditions, and a negative correlation coefficient indicates significantly impeded flow conditions. For purposes of this analysis, the identification of backwater conditions is accomplished through comparison of maximum flow depths with the given pipe diameter, through visual inspection of depth -velocity scatterplots at each site, and through the consideration of the R -value for each metering location. Figure 3-3 shows scatterplots and associated correlation coefficients for metering Site 6-3 and metering Site 1-1, which represent the highest and lowest R-values, respectively, of the 25 temporary flow metering sites.

It should be noted that a power failure during the January 27 and 28, 2021 storm resulted in certain pump stations being non -operational during that event, which contributed to the observed backwater conditions at metering sites 1 -1, 2 -1, 2-2, 4 -2, and 10 -1. However, those sites also routinely exhibit backwater conditions during dry weather flow conditions.

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Table 3-

5. Flow Depth and Velocity Statistics
Metering Site
Pipe D, in Avg Depth (d), in Avg d/D Max Depth (d), in Max d/D Time of Max Depth Max Surcharge, ft Min Headspace, ft Avg V, ft/sec Min V, ft/sec D-V Correlation (R) 1-1 27 37.6 1.39 91.8 3.40 Nov-19 5:50 5.4 11.5 0.401 -0.284 -0.845 2-1 48 34.9 0.73 117.4 2.45 Dec-14 13:05 5.8 8.8 0.500 0.000 -0.370 2-2 36 25.9 0.72 110.0 3.05 Dec-14 13:15 6.2 12.5 1.308 0.121 -0.587 3-1 24 9.1 0.38 13.5 0.56 Jan-28 22:35 -- -- 1.444 0.810 0.831 3-2 30 8.2 0.27 14.8 0.49 Jan-28 17:25 -- -- 2.045 1.284 0.855 3-3 18 3.1 0.17 9.7 0.54 Nov-3 9:40 -- -- 0.974 -1.015 0.901 4-1 18 5.6 0.31 29.5 1.64 Nov-19 7:15 1.0 5.8 1.798 0.029 0.896 4-2 18 22.5 1.25 247.8 13.77 Feb-21 21:25 19.2 7.0 0.731 0.005 -0.292 4-3 10 3.7 0.37 70.9 7.09 Feb-21 20:40 5.1 11.0 0.406 -0.130 0.269 4-4 14 3.3 0.23 8.8 0.63 Jan-28 16:25 -- -- 0.701 0.010 0.836 5-1 24 7.3 0.30 29.5 1.23 Jan-28 20:20 0.5 11.8 1.985 0.860 0.637 5-2 24 8.9 0.37 45.9 1.91 Jan-28 18:10 1.8 12.2 0.876 0.210 0.137 6-1 24 7.0 0.29 17.2 0.72 Jan-28 22:00 -- -- 0.828 0.240 0.826 6-2 30 8.0 0.27 18.8 0.63 Jan-28 21:25 -- -- 0.866 0.264 0.843 6-3 27 6.4 0.24 14.1 0.52 Jan-28 13:40 -- -- 1.879 0.129 0.932 6-4 24 9.1 0.38 16.8 0.70 Jan-28 21:05 -- -- 0.790 0.108 -0.027 6-5 36 10.5 0.29 70.6 1.96 Jan-28 21:35 2.9 17.3 0.757 0.379 0.315 6-6 27 6.8 0.25 13.5 0.50 Jan-28 14:05 -- -- 2.014 0.612 0.930 7-1 42 8.3 0.20 17.7 0.42 Jan-28 14:55 -- -- 1.483 0.281 0.263 7-2 72 12.3 0.17 20.2 0.28 Jan-28 22:20 -- -- 1.571 0.669 0.838 8-1 48 8.7 0.18 12.2 0.25 Feb-7 13:50 -- -- 1.310 0.038 0.576 8-2 27 6.8 0.25 13.7 0.51 Oct-15 10:15 -- -- 0.769 0.056 0.307 8-3 33 4.4 0.13 6.8 0.21 Jan-22 15:55 -- -- 1.178 0.389 0.732 8-4 42 2.9 0.07 5.1 0.12 Jan-11 12:50 -- -- 2.741 1.218 0.447 10-1 54 8.5 0.16 76.3 1.41 Mar-1 23:25 1.9 18.8 2.179 0.000 -0.291 n\c\129\60-20-42\Wp\R
CI
ty of Stockton
Wastewater Master Plan Update
Last Revised: 06-09-2022
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Figur
e 3-3: Level-Velocity Scatterplots and Correlation Coefficients (R) 0 2
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N-129-60-20-42-
ENG-FDA-All Flows
City of
Stockton
Wastewater M
aster Plan Update
Last Re
vised: 03-25-22
EXHIBIT 1
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Chapter 3
Wastewater Flows

N-129-60-20-42-WP-R-WWMP
3-12 City of Stockton
Wastewater Master Plan Update
September 2022

Based on a review of the depth-velocity data with consideration of the collection system configuration, the following conclusions have been reached:
• Site 1-1: This site has no clear diurnal flow patterns, frequently reports negative flows, and is frequently submerged, with an average d/D value of 1.39. The maximum observed flow depth was approximately 92 inches, which is 3.4 times the pipe diameter, and represents approximately 5.4 feet of surcharging in a MH with a rim to crown depth of 16.7 feet (per the City’s GIS) leaving 11.5 feet of additional headspace. The R-value at this site was –0.845, which is the lowest of all 25 sites. The metering location is just upstream of the Cumberland & Five Mile Creek Pump Station (PS) in one of two large diameter inlets of a junction MH, the other inlet of which receives flow from the Kelly & Mosher PS. It therefore appears that the Cumberland & Five Mile Creek PS is either not keeping up with the incoming flows, or the pump set points are such that the upstream sewers frequently surcharge. Moreover, it appears that the operation of the Kelly & Mosher PS pushes flow back up into the flow metered line on a regular basis, resulting in negative flow velocities at the metering location. • Site 2-1: This site had a maximum observed flow depth of approximately 117 inches, which is 2.5 times the pipe diameter, and represents approximately 5.8 feet of surcharging in a MH with a rim to crown depth of 14.5 feet (per the City’s GIS) leaving 8.8 feet of additional headspace. The R-value at this site was –0.370, which indicates frequent backwater conditions. The metering location is just upstream of the Swenson (North) PS. It therefore appears that the Swenson PS is either not keeping up with the incoming flows, or the pump set points are such that the upstream sewers frequently surcharge. • Site 2-2: This site had a maximum observed flow depth of approximately 110 inches, which is 3.1 times the pipe diameter, and represents approximately 6.2 feet of surcharging in a MH with a rim to crown depth of 18.7 feet (per the City’s GIS), leaving 12.5 feet of additional headspace. The R-value at this site was –0.587, which indicates frequent backwater conditions. The metering location is just upstream of the Swenson PS. It therefore appears that the Swenson PS is either not keeping up with the incoming flows, or the pump set points are such that the upstream sewers frequently surcharge. • Site 4-1: This site had one episode on November 19, 2020 where the depth, velocity, and flow all spiked upward, and the d/D value peaked at 1.64, which equates to a maximum surcharge of 1.0 feet in a MH with a rim to crown depth of 6.7 feet (per the City’s GIS).

Otherwise, the site operated without surcharging and with unimpeded flows. The site is a relatively short distance downstream of the Drake & Highway 99 PS, which suggests that the pump station ceased operating for a period on November 19, 2020, storing flow in its wet well and possibly the upstream gravity sewers and MHs, and then overloaded the downstream pipe when operations resumed.
• Site 4-2: This site has no clear diurnal flow patterns and is frequently submerged, with an average d/D value of 1.25. The maximum observed flow depth was approximately 248 inches, which is 13.8 times the pipe diameter, and represents approximately 19.2 feet of surcharging in a MH with a rim to crown depth of 26.2 feet (per the City’s GIS), leaving

7.0 feet of additional headspace. The R-value at this site was –0.292, which indicates frequent backwater conditions. The metering location is just upstream of the Waterloo & Roosevelt PS.

It therefore appears that this pump station is either not keeping up with the incoming flows, or the pump set points are such that the upstream sewers frequently surcharge.

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Wastewater Flows

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3-13 City of Stockton
Wastewater Master Plan Update
September 2022

• Site 4-3: This site is immediately downstream of a flow split, and typically receives less flow than the other flow split outlet (which is captured by Site 4-4). Even though this site is more than a mile upstream of the Waterloo & Roosevelt PS, there is a clear correlation between the flow backups at this site and the more extreme flow backups at Site 4-2. The maximum observed flow depth at this site was approximately 71 inches, which is 7.1 times the pipe diameter and represents approximately 5.1 feet of surcharging in a MH with a rim to crown depth of 16.1 feet (per the City’s GIS) leaving 11.0 feet of additional headspace. The R-value was 0.269, which reflects the fact that this site flowed unimpeded in the absence of severe backups at Site 4-2.
• Site 5-1: This site surcharged during the January 27 and 28 storm event but did not surcharge at any other time. It appears that the surcharge was a combination of backwater and pressure flow conditions given that flow velocities decreased but did not approach zero during the surcharge period. The maximum observed flow depth was approximately 30 inches in a 24-inch diameter pipe and represents approximately 0.5 feet of surcharging in a MH with a rim to crown depth of 12.3 feet (per the City’s GIS) leaving 11.8 feet of additional headspace.
• Site 5-2: As with Site 5-1, this site surcharged during the January 27 and 28 storm event but did not surcharge at any other time. It appears that the surcharge was a combination of backwater and pressure flow conditions given that flow velocities decreased but did not approach zero during the surcharge period. The maximum observed flow depth was approximately 46 inches in a 24-inch diameter pipe and represents approximately 1.8 feet of surcharging in a MH with a rim to crown depth of 14.0 feet (per the City’s GIS) leaving

12.2 feet of additional headspace.
• Site 6-4: This site was the only site that had a negative R-value (–0.027) without ever surcharging. This result indicates that backwater conditions are common, but never enough to generate surcharging at this point in the system.
• Site 6-5: This site surcharged during four different storm events, with a maximum surcharge during the January 27 and 28 storm event, but at no other times. Velocities were relatively low but consistent at the site, thereby indicating backwater flow conditions. The maximum observed flow depth was approximately 71 inches in a 36-inch diameter pipe and represents approximately 2.9 feet of surcharging in a MH with a rim to crown depth of 20.2 feet (per the City’s GIS) leaving 17.3 feet of additional headspace. • Site 10-1: On three different occasions, this site surcharged, and velocities went to zero.

One of these episodes occurred toward the end of the January 27 and 28 storm event, but the other two were not associated with storm events. The maximum observed flow depth was approximately 76 inches (during dry weather conditions), which is 1.4 times the 54-inch pipe diameter, and represents approximately 1.9 feet of surcharging in a MH with a rim to crown depth of 20.7 feet (per the City’s GIS) leaving 18.8 feet of additional headspace. The R-value at this site was – 0.291, which is largely due to the three surcharge episodes. In the absence of these three episodes, a positive correlation exists between depth and velocity.

The metering location is just upstream of the 14-Mile Slough PS. It therefore appears that this pump station shuts off at certain times while flows build up in the upstream sewer, after which time normal pump station operations resume.

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Chapter 3
Wastewater Flows

N-129-60-20-42-WP-R-WWMP
3-14 City of Stockton
Wastewater Master Plan Update
September 2022

3.5 INVESTIGATION OF FLOW SPLITS
As part of this Master Plan, a special field survey was conducted in September 2020 to evaluate apparent flow splits indicated in the City’s sewer GIS data. A flow split is defined as an MH that has two outlet pipes, and therefore has the potential to direct flows along two separate pathways. The September 2020 field survey supplemented earlier survey work performed in 2018. These surveys either confirmed or refuted the existence of the indicated flow splits, while also providing sewer invert and rim elevation data that has been used to confirm or supplement the City’s sewer GIS data.

In the September 2020 survey, a total of 18 potential flow splits were investigated , involving surveys of 48 MHs either at or downstream of the suspected flow splits. Two other active flow splits in the downtown area were confirmed in 2018. In addition, five force main flow splits are known to exist, although these splits were not included in any field surveys.

The locations of the 18 flow split locations are presented graphically in Appendix B of this report. The field data sheets obtained from the September 2020 field surveys are presented in Appendix C of this report.

As a result of the various surveys and GIS information, the known or suspected flow splits in the system can be categorized as follows:
• Confirmed flow split under normal gravity flow conditions (six cases) • Confirmed force main flow split (five cases)
• Apparent flow split only under peak flow or surcharged conditions (six cases) • Secondary outlet non-existent, blocked, or not found, i.e., flow split not present or unconfirmed (ten cases)
The various locations of these flow splits are summarized on Figure 3-4. In addition, the City’s sewer GIS data indicates that numerous lesser flow splits may exist throughout the collection system. However, for the following reasons, these potential flow splits are not considered to be significant:

1. The suspected split is on a small diameter line and flows entering the split are expected to be minor, thereby having an insignificant effect on the downstream system.

2. The two flow split paths reconverge a short distance downstream of the split.

3. The flow split MH has two outlets and no inlets, which represents a high point in the system.

Accordingly, these lesser flow splits are not shown on Figure 3-4 and are not considered further in this Master Plan.

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W a s t e w a t e r M a s t e r P l a n U p d a t eC i t y of S t oc kt on L i m i t s C i t y of S t oc kt on S p he r e of I nf l u e nc e EXHIBIT 1
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N-129-60-20-42-WP-R-WWMP
4-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 4
Collection System Planning, Design, and Performance Criteria The purpose of this chapter is to present planning, design , and performance criteria applicable to the City’s wastewater collection system. These criteria are relevant to the analysis of the existing system, as well as to the assessment of future capacity needs. The criteria presented in this chapter serve as the basis for the recommended CIP presented later in this report. Key topics addressed in this chapter include:
• Existing City Planning and Design Standards
• Planning and Assessment Criteria Used in This Analysis

4.1 EXISTING CITY PLANNING AND DESIGN STANDARDS
The criteria presented in this chapter are considered adjunct to existing City Standards and are not intended to replace or supersede those standards unless specifically stated otherwise. The City Standards exist as Standard Specifications and Standard Drawings for sewer, storm drain, water and street utilities/infrastructure.

The Standard Specifications for sewers address pipe materials, maintenance holes, trenchin g and construction, and related topics. The Standard Drawings include various drawings related to pipe and maintenance hole construction, plus various system criteria that include the following:
• Dry weather flow factors for various land use categories • Calculation of flow peaking factors
• I&I rates
• Design flow calculations
• Pipe slope, diameter, velocity, and Manning’s “n” requirements for pipe sizing • Pump station and force main design requirements
The pipe, pump station, and force main requirements are not being revised as part of the Master Plan and are assumed to remain in effect. The other standards in the above list are subject to reevaluation in this report.

The City’s existing dry weather flow factors for collection system planning and design are summarized in Table 4-1. The values shown in the table are used to calculate Q a. The City Standards also specify the following formulas, where Qa is expressed in units of mgd:

For Qa < 0.5 mgd: PF = 2.29*Qa–0.338
For Qa = 0.5–1.8 mgd: PF = 2.50*Qa–0.216
For Qa > 1.8 mgd: PF = 2.37*Qa–0.124
I&I is calculated by applying a factor of 400 gpd per acre multiplied by the tributary area in acres. The design flow (Qd) is then calculated by applying the PF value to the sum of the Qa and the I&I, as follows:

Qd = PF * (Qa + I&I)
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N-129-60-20-42-WP-R-WWMP
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Wastewater Master Plan Update
September 2022

Table 4-1 Existing City of Stockton Collection System Flow Factors Category
Planning Values Design Values
gpd/acre gpd/unit gpd/1,000 sq. ft.

Residential
Single-Family 2,100 300 --
Multi-Family 6,800 270 --
Planned Unit Residential Development 3,700 270 --
Commercial
Office 2,400 -- 90
Retail 2,000 -- 80
Eating and Drinking 8,600 -- 500
Wholesale, Storage 800 -- 40
Industrial
Food processing -- Special Special
Light 3,000 -- 150
Heavy (low wastewater) 3,000 -- 150
Heavy (high wastewater) -- Special Special
Schools
Primary 1,800 0 340
Secondary 1,400 0 310
Source: City of Stockton Standard Drawings, Drawing No. S-1, Sanitary Sewer Design Data, 9/27/2016.

The categories shown in Table 4-1 do not align with the land use categories in the City’s General Plan, and therefore cannot be used in conjunction with General Plan land use data to estimate existing and future collection sys tem flows. Moreover, while the flow factors in Table 4-1 may be suitable for design of collection system facilities, they do not reflect current wastewater flow generation trends throughout the City. For the purposes of this Master Plan, it is therefore necessary to develop a set of flow factors for the land use categories identified in the General Plan, as described in the Section 4.2. This Master Plan does not include recommendations for modifying the City Standards shown in Table 4-1, which continue to function as design criteria for sizing of collection system facilities.

4.2 PLANNING AND ASSESSMENT CRITERIA USED IN THIS ANALYSIS Specific issues not addressed in the existing City Standards that need to be considered in this Master Plan include the following:
• Flow Factors for General Plan Land Use Categories
• Modeling of Peak Wet Weather Flow Conditions
• Capacity Assessment of Existing Facilities
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Planning, Design, and Performance Criteria

N-129-60-20-42-WP-R-WWMP
4-3 City of Stockton
Wastewater Master Plan Update
September 2022

4.2.1 Flow Factors for General Plan Land Use Categories As described in detail in Chapter 5, winter water demands from February through March 2019 serve as the basis for the development of flow estimates for existing Qa conditions throughout the City. These demands are also used to determine typical wastewater flow generation rates for each General Plan land use category.

Table 4-2 shows flow generation rates by land use category, assuming a 90 percent return to sewer ratio (defined as the wastewater flow divided by the winter water demands). The results are shown both i n terms of flow per acre and flow per parcel. Flow per residential dwelling unit cannot be calculated because the General Plan Land use database does not contain existing and planned future dwelling unit counts.

Nevertheless, it is expected that the flow per parcel estimates can still be estimated for the Low-Density Residential category, which would typically have one dwelling unit per parcel.

The land use-based flow factors in Table 4-2 are grouped into the following categories:
• Residential
• Commercial/Industrial/Institutional
• Downtown
• Other
The Downtown category includes both Residential and Commercial/Industrial/Institutional categories but are separated out with the understanding that land uses in the Downtown area may have different flow generation characteristics when compared to other areas of the City.

Table 4-2 also indicates the variation in the results by presenting “upper average” values for the flow per acre and flow per parcel calculations. This upper average is calculated as being the average of all parcel - specific results that exceed the overall average value for the cate gory. For example, the High -Density Residential category shows an average (mean) unit flow of 2,467 gpd/acre. The average of all values above the mean is 5,772 gpd/acre. This latter value provides some sense of the spread in the individual results.

The following comparisons can be made between the flow generation rates in Table 4-2 and the City flow factors in Table 4-1:

The Low-Density Residential category upper average value of 310 gpd/parcel in Table 4-2 can be compared to the City’s existing Single-Family Residential flow factor of 300 gpd/unit in Table 4-1.

The High-Density Residential category upper average value of 5,772 gpd/acre in Table 4-2 can be compared to the City’s existing Multi-Family Residential flow factor of 6,800 gpd/acre in Table 4-1.

The Administrative Professional upper average value of 3,497 gpd/acre in Table 4-2 can be compared to the City’s existing Office flow factor of 2,400 gpd/acre in Table 4-1.

The Commercial upper average value of 2,988 gpd/acre in Table 4-2 can be compared to the City’s existing Retail flow factor of 2,000 gpd/acre and Eating and Drinking flow factor of 8,600 gpd/acre in Table 4-1.

The Industrial upper average value of 1,846 gpd/acre in Table 4-2 can be compared to the City’s existing Industrial Light and Heavy (low wastewater) flow factors of 3,000 gpd/acre in Table 4-1.

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Wastewater Master Plan Update
September 2022

Table 4-2 also shows proposed land use -based dry weather flow factors that are rounded off from the upper average values. These factors would be applied to future growth portion of buildout flows in the model, whereas existing conditions dry weather flows will be based on existing water demands, as described in detail in Chapter 5 of this report.

The Industrial flow factor shown in Table 4-2 may require special attention , as i ndustrial flows can be highly industry specific. Many industrial activities (such as warehouses) are extremely low -flow on a per acre basis, while others (such as canneries) are extremely high -flow. Accordingly, while the use of the proposed 2,000 gpd/acre value may be suitable in some situations , higher and/or lower values may be applicable on a case-by-case basis.

Finally, a flow factor for the Economic and Education Enterprise land use category cannot be estimated directly due to a lack of existing development. The only area zoned for this land use is an approximately 3,800-acre area north of Eight Mile Road. For this analysis, it is assumed that the Institutional flow factor would be reasonable approximation for future flow generation for this category.

4.2.2 Modeling of Peak Wet Weather Flow Conditions
The existing City Standards describe how to perform design flow calculations for collection system facilities. The City Standards do not, however, address flow modeling methodologies and assumptions, such as the simulation of peak wet weather flow (Q p) conditions throughout the City’s wastewater collection system. Design flows and peak wet weather flows are similar ; however, whereas design flows are intended for the sizing of new facilities in specific areas of the collection system (such as new areas of development), Qp values are generally derived for locations throughout the collection system. Also, design flows are used to size gravity sewers such that the sewer pipe must not flow more than 100 percent full, whereas some amount of system surcharging may be considered acceptable for Qp conditions.

Surcharging occurs when flow exceeds the open channel flow capacity of a gravity flow pipelin e, which causes the water level in maintenance holes to begin rising above the adjacent pipe crown elevation.

Under surcharged conditions, the pipe flows under pressure and can carry additional flow. Gravity sewers are generally designed to flow partially full, or full without surcharging. However, short periods of surcharging can be accommodated within certain limits without justifying the cost of upsizing an existing pipeline. Such limits are discussed further in Section 4.2.3.

For estimating both design flows and Qp conditions, a Qa condition is established first. For design flows, a peaking factor is derived and a constant rate of I&I is assumed, as described above. For Qp conditions, a hydraulic model is used to apply a diurnal flow pattern to the Qa condition, and then I&I resulting from a simulated severe storm event is superimposed on the dry weather flow pattern. The diurnal flow patterns used in this analysis are described in Chapter 3.

It is common practice to use a 24-hour storm with a 10-year return period as the basis for the simulation of I&I that produces simulated Qp conditions. According to the NOAA, the 10 -year, 24 -hour storm for Stockton has a magnitude of 2.43 inches. The application of the 10-year storm to the collection system is described in Chapter 5.

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Table 4-2. Es
timated Wastewater Flow Generation Rates by General Plan Land Use Category Land
Use Parcel Count Area, acres
Average
Parcel
Size, acres
Winter Water
Deman
d, mgd
Return to

Sewer, mgd
Unit Flow by

Chapter 4
Planning, Design, and Performance Criteria

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September 2022

4.2.3 Capacity Assessment of Existing Facilities
The following collection system capacity assessment criteria are used in this Master Plan:
• Gravity mains are considered undersized if the criteria presented in Table 4-3 are not met.

Figure 4-1 provides a graphical depiction of the capacity criteria summarized in Table 4-3. • Pump stations are considered undersized if the associated firm capacity (i.e., capacity with the largest pump out of service) is not sufficient at modeled Qp conditions. • Force mains are considered undersized if the maximum velocity exceeds 8 feet per second (fps) at modeled Qp conditions, which is based on commonly used standards in the industry.

A lower maximum velocity may trigger an improvement for very long or large diameter force mains, which will be considered on a case-by-case basis.

In Table 4-3 and Figure 4-1, the hydraulic grade line (HGL) elevation is compared to the ground surface elevation at each MH to assess the severity of surcharging. Surcharging that is predicted to reach an elevation near the ground surface is considered severe and would warrant classification as a high priority (Priority 1) capital improvement under modeled conditions. The nature and location of the improvement will depend on the cause of the surcharging and may not pertain to the same location where severe surcharging is predicted, but instead may be attributable to downstream restrictions.

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September 2022

Table 4-3. Existing Gravity Main Capacity Criteria
Capacity Category Criteria (a) Comments
Priority 1 – Possible
Sanitary Sewer Overflows

1. Qp>Qfull; and,

2. HGL within 1 foot of ground surface
These gravity sewers have the
potential to produce sanitary sewer
overflows during peak wet weather
flow events.

Priority 2 – Excessive
Surcharging

1. Qp> Qfull; and,

2. HGL from 1 to 4 feet below ground surface
These gravity sewers have the
potential to backup into service
laterals and drains at low elevations
during peak wet weather flow
events. There is some apparent risk
of overflows.

Priority 3 – Moderate
Surcharging

1. Qp> Qfull; and,

2. HGL from 4 to 8 feet below ground surface

(or)

3. HGL more than 1 foot above crown in sewers
less than 8 feet deep
These gravity sewers have the
potential to backup into service
laterals and drains at low elevations
during severe peak wet weather
flow events. There is reduced
apparent risk of overflows. Field
investigations and flow/surcharge
monitoring is warranted if an
improvement is not otherwise
recommended. Additional flow from
new development is not acceptable
without improvements.

Priority 4 – Minimal
Surcharging/ Reported
Adverse Slope

1.Qp> Qfull; and,

2. HGL more than 8 feet below ground surface

(or)

3. HGL less than 1 foot above crown in sewers
5 to 8 feet deep

(or)

4. Sewer line sloped adversely (negative slope
in the direction of flow)
These sewers have an apparently
acceptable level of peak flow
surcharging. Additional flow from
new development is not acceptable
without capacity improvements.

Sewers with reported adverse
slopes should be field investigated
to verify invert elevations.

Approaching Full-Pipe
Capacity Qp ranges between 90-100% of Qfull;
These sewers do not exceed City
design criteria, but should be
investigated further with flow
monitoring before permitting
additional flows from upstream
development.
(a) “Qfull” is the flow at which no more flow can be accommodated without surcharging.

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-60-20-42-WP-R-WWMP
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of Stockton
Wastewater Master Plan Update
July 2022

Priority 2 Crite
ria (HGL 1-4 feet deep)

1. Peak flow
exceeds full-pipe capacity for
gravity flow

2. HGL is between 1–4 feet deep
Priority 4 Crite
ria

1. Peak flow
exceeds full-pipe capacity for
gravity flow

2. HGL is more than 8 feet deep
Priority 2 Crite
ria (HGL 4-8 feet deep)

1. Peak flow
exceeds full-pipe capacity for
gravity flow

2. HGL is between 4–8 feet deep

3. HGL is more than 1 foot above the crown
of the pipe
Priority 3 Crite
ria

1. Peak flow
exceeds full-pipe capacity
for gravity flow

2. HGL is between 4–8 feet deep

3. HGL  1 foot above the crown of the
pipe
Priority 1 Crite
ria

1. Peak flow
exceeds full-pipe
capacity for gravity flow

2. HGL is less than 1 foot deep or
flows above the ground surface
(i.e. a potential SSO)
Ground S
urface
1 foot deep
4 feet de
ep
8 feet de
ep
Notes:

1. Figure No
t to Scale

2. SSO means “sanitary sewer
overflow”

3. HGL means “hydraulic grade
line”, the level to which water
would rise in a manhole under
the modeled peak flow
condition.

Figure 4
-1. Gravity Sewer Capacity Exceedance Criteria
Water Level in
MH:

Hydraulic Grade Line (HGL)
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Wastewater Master Plan Update
September 2022

CHAPTER 5
Hydraulic Model Development
The purpose of this chapter is to present the development of the hydraulic model of the Stockton wastewater collection system . The hydraulic model described in this chapter and used to support this Master Plan is the most comprehensive collection system model ever developed for the City. Past modeling projects were based on very limited flow and system geometry information, whereas the current model development is based on extensive flow information (as describe d in Chapter 3) and on a detailed analysis of system geometry. The major topics addressed in this chapter include the following:
• Model Construction
• Dry Weather Flow Calibration
• Wet Weather Calibration
• Design Storm Development

5.1 MODEL CONSTRUCTION
The key elements of collection system model construction addressed in this section include the following:
• Modeling Software
• Model Geometry
• Assignment of Parcel-Generated Flows to Model Nodes

5.1.1 Modeling Software
The hydraulic model of the City’s collection system was developed using Innovyze InfoSWMM™ software.

InfoSWMM is a fully dynamic model ing software package that is especially appropriate for the City’s collection due to the existence of flow splits throughout the system that direct flows into multiple pathways. Software that is not fully dynamic is not well -suited for the complex hydraulics of the City’s system because such software cannot reliably simulate the effects of these flow splits.

For purposes of this analysis, InfoSWMM is used to simulate periods of b oth dry and wet weather flow.

The model allows for multiple flow inputs at each node/MH, each of which allows for a diurnal flow pattern to be applied, if appropriate. The following flow input categories are included in the collection system model:
• Residential flows: Diurnal flow pattern
• Industrial flows: Diurnal flow pattern
• Commercial/institutional flows: Diurnal flow pattern
• Groundwater infiltration: Continuous, nonvarying flow pattern • Rainfall-dependent infiltration and inflow (RDII): Storm-dependent flow pattern

5.1.2 Model Geometry
The hydraulic model of the collection system includes all gravity mains of 12 -inch diameter and larger, plus smaller diameter lines that were previously modeled in and around the Downtown area. The hydraulic model also includes a total of 23 pump stations and their associated force mains. The modeled facilities are shown schematically in Figure 5-1.

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Figure 5-1
Modeled Collection
System Facilities

City of Stockton
Wastewater Master Plan Update
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TF C W RU

SAN JOAQUINRIVER

C ALAVERASRIVER

F A I R C H I L D L N
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T H O R N T O N R D

H A M M E R L N

F R E N C H C A M P R D

M A R I P O S A
R D

K E T T L E M A N L N

H O W A R D R D

K E T T L E M A N L N
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H O L T
R
D

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Hydraulic Model Development

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September 2022

The City maintains a GIS database of its collection system facilities, as described in Chapter 2 of this report.

Included in the GIS pipe data are fields that define the upstream and downstream invert elevations of any given pipe. However, many of the invert elevation values in the database are shown as zero, which indicates that no data exist for these locations. Approximately 40 percent of the pipes in the model have one or both invert elevations missing from the GIS data.

Collection system rim and invert depths and elevations are available from field surveys performed in 2018 as part of previous collection system analyses (total of 39 MHs), and in 2020 under this Master Plan (total of 48 MHs ). Although t hese surveys represent only about 2 percent of the modeled MHs, the data obtained from these surveys are considered reliable and are assumed to supersede the corresponding invert elevation data in the City’s GIS database.

The pipe invert elevations from the City’s collection system GIS do not specify what vertical datum is being used. Comparisons between the surveyed inverts and the City GIS data indicate that the GIS data are consistently in the National Geodetic Vertical Datum of 1929 (NGVD 29), whereas the recent MH surveys used the North American Vertical Datum of 1988 (NAVD 88). In the City , the NAVD 88 datum is approximately 1.91 feet higher than the NGVD 29 datum.

Given the various pipe invert data gaps and datum issues, the following procedure was used to determine invert elevations throughout the modeled portion of the collection system:

1. Invert data from the 2018 and 2020 surveys (collected on the NAVD 88 datum) are considered reliable without adjustment.

2. Non-zero invert data from the City GIS are adjusted by 1.91 feet to account for the difference between the NGVD 29 and NAVD 88 datums.

3. Any datum -adjusted City GIS inverts that are clearly inconsistent with the upstream and downstream inverts are not used.

4. If the upstream end of a pipe exiting a MH has no invert value, but one or more pipes entering the same MH have invert values, the exit pipe invert is assumed to equal the known invert of the largest entering pipe. It is thus assumed that there is no drop through the MH.

5. If a pipe entering a MH has no invert value, but the upstream end of the pipe exiting a MH has an invert value, the entering pipe invert is assumed to be the same as the exit pipe invert.

It is thus assumed that there is no drop through the MH.

6. If the largest diameter pipe inlet and the pipe outlet in a MH have no invert values, the inverts of the inlet and outle t are assumed to equal each other , and those inverts are linearly interpolated between the nearest known/calculated upstream invert elevation and the nearest known/calculated downstream invert elevation, if such invert values exist.

7. If the upstream end of a series of pipe segments has no invert value, or if the downstream end of a series of pipe segments has no invert value before discharging into a pump station, a standard minimum pipe slope value is assumed.

Except where rim elevation data were collected as part of the collection system surveys performed in 2018 and 2020, MH rim elevations used in the model are generally taken from existing LIDAR (Laser Imaging, Detection, and Ranging) data provided by the City. A comparison of the LIDAR results with those of the rim elevation surveys indicates that the LIDAR data generally provide a reasonable approximation of actual rim elevations.

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5.1.3 Assignment of Parcel-Generated Flows to Model Nodes This section describes ho w flows are assigned to the appropriate nodes within the collection system model. As described below in sections 5.2 and 5.3, both dry and wet weather flow inputs are assumed to originate at the parcel level. However, it is not always clear how a given parcel connects to the collection system. Moreover, as noted above, not all collection system pipes are included in the model. Accordingly, it was necessary to develop a methodology for assigning parcels to model nodes and to address complications that were encountered. The issues to be addressed in this process and the actions that were taken to address those issues are summarized below:
• Issue 1: The City’s collection system GIS data does not include private service laterals, so it is not always clear which parcels are actually connected to the collection system.

Action: A GIS proximity analysis was performed wherein any parcel within 300 feet of a sewer MH is assumed to be connected, while any parcel not within 300 feet of a sewer MH is assumed to be unconnected. The proximity analysis involved all sanitary sewer MHs in the City’s GIS whether or not the MH is included in the model. • Issue 2: The collection system model is limited to gravity mains of 12-inch diameter and larger (except for smaller diameter lines that were previously modeled in and around the greater Downtown area).

Action: All unmodeled MHs are assigned to the nearest downstream modeled MH. This process is accomplished by stepping one pipe at a time downstream from each unmodeled MH until a modeled MH is encountered, and then assigning all flows from the upstream unmodeled MHs to the given modeled MH.
• Issue 3: The City’s GIS data does not include collection system facilities in the unincorporated island areas described in Chapter 2.

Action: Flows for the areas known to be connected to the collection system (per Table 2-2 in Chapter 2) are assigned to the nearest model node based on the nearest point of system connection using GIS tools and confirmed through a visual assessment of the GIS data. • Issue 4: Some areas of the City remain on septic tanks even though there are sewer lines in the street.

Action: City staff provided a GIS point file showing active sewer connection locations. Any parcels designated as Low Density Residential with no sewer account were thus assumed to be on septic. This method was not considered a reliable approach for other land use categories because such categories often occupy multiple parcels. For example, a multi- family apartment complex might occupy five different parcels, but only one of those parcels will show a sewer account. In this example, it would not be logical to assume that the other four parcels are on septic.

The process of tracking unmodeled MHs to the nearest downstream modeled MH revealed numerous GIS disparities that needed to be corrected, including:

1. Pipe segments where the upstream and downstream nodes in the pipe designation were reversed.

2. Pipe segments where the upstream node in the pipe designation did not match the designation of the upstream MH.

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3. Pipe segments where the downstream node in the pipe designation did not match the designation of the downstream MH.

4. Pipe segments where an active sewer line was shown to be upstream of an abandoned sewer line or upstream of a planned but not yet constructed sewer line.

5.2 DRY WEATHER FLOW CALIBRATION
Having established the hydraulic model geometry and connectivity, the next step in model development is to calibrate the model to appropriate dry weather flow conditions . The dry weather flow calibration process involves bringing the model dry weather flow generation into conformance with the dry weather flow monitoring results from October and November 2020 that were addressed in Chapter 3 of this report.

The dry weather flow calibration process is complicated by the fact that the collection system flow monitoring program coincided with the pandemic period. The net effect of the pandemic on collection system flows is that flow conditions throughout the City were distorted when compared to pre-pandemic conditions; specifically, residential areas tended to generate higher flows for pandemic conditions than for pre-pandemic conditions, while the reverse was true for many commercial and institutional areas.

Accordingly, some co nsideration of a “pandemic shift” is appropriate when considering baseline dry weather flow conditions. Based on the results presented below, the dry weather model is found to be calibrated to the degree necessary to provide the basis for prudent collectio n system capacity analysis and planning.

With these considerations in mind, the following topics are addressed in this section:
• Dry Weather Flow Generation
• Pandemic Shift Analysis
• Criteria for Dry Weather Flow Calibration
• Diurnal Flow Patterns
• Metered versus Modeled Dry Weather Flows

5.2.1 Dry Weather Flow Generation
The following two distinct methods were considered for the generation of dry weather flows to be used by the hydraulic model for existing development conditions:
• Method 1: Use the dry weather flow monitoring results to generate flow factors for each of the land use categories discussed in Chapter 4 and apply those flow factors to the various land use categories, thus generating modeled baseline dry weather flows. • Method 2: Use winter potable water demands as the basis for the generation of modeled baseline dry weather flows, while applying appropriate adjustments to those demands to bring them into conformance with the dry weather flow monitoring data from October/November 2020.

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For this Master Plan, it was determined that Method 2 likely provides a much more reliable estimate of baseline dry weather flow conditions than Method 1. Specifically, Method 2 accurately captures how flows are distributed throughout the City even within the various land use categories, whereas Method 1 uses a City -wide average flow factor for each land use c ategory and therefore does not account for any variability within those categories.

The use of potable water demands as the basis for collection system dry weather flow conditions does, however, introduce the following complications:

1. In the Central Valley of California, potable water demands most closely match baseline dry weather collection system flows during the winter months of a wet year when outdoor irrigation activities are at a minimum. However, collection system flows most closely represent baseline conditions in the fall prior to the onset of any rains. Therefore, baseline collection system flow and baseline (indoor-only) potable water demands do not occur simultaneously.

2. The most recent period of above average rainfall occurred during the months of February and March 2019, which precedes the pandemic, whereas all of the flow monitoring performed for this Master Plan occurred during pandemic conditions.

The first complication can be addressed by assuming that underlying dry weather baseline flows i n the collection system did not change significantly between February/March 2019 and October/November 2020. The second complication requires an analysis of the effects of the pandemic on water demands.

5.2.2 Pandemic Shift Analysis
As noted above, the effects of the pandemic on collection system flows are dependent on the area of the City under consideration . Specifically, flows from residential areas tended to increase during the pandemic, while flows from commercial and institutional areas tended to decrease. Therefore, the effects of the pandemic shift must be considered separately for each flow metered area under consideration.

Accordingly, the following procedure was used in comparing potable water demands to the collection system flow metering results:

1. February/March 2019 potable water demands from all flow producing parcels are aggregated together for each collection system flow metering area. As noted above, these demands represent a pre-pandemic baseline (minimal outdoor irrigation) condition.

2. October/November 2020 potable water demands from all flow producing parcels are aggregated together for each collection system flow metering area. These demands represent potable water use conditions (indoor and outdoor) coincident with the dry weather collection system flow metering period.

3. October/November 2019 potable water demands from all flow producing parcels are aggregated together for each collection system flow metering area. These demands represent potable water use conditions (indoor and outdoor) that are analogous to the October/November 2020 potable water demand conditions, except that they represent the pre-pandemic period.

4. The difference between the October/November 2020 potable water demands and the October/November 2019 potable water demands is assumed to be solely due to the effects of the pandemic, which assumes that actual irrigation patterns are similar for both periods.

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5. The difference between the October/November 2020 potable water demands and the October/November 2019 potable water demands is added to the February/March 2019 potable water demands to produce an adjusted potable water demand baseline (minimal outdoor irrigation) condition. The result is directly comparable to the October/November 2020 collection system flow metering results.

6. For any given collection system flow metering area, October/November 2020 flow metering result is divided by the adjusted baseline potable water demand just discussed to produce a wintertime return-to-sewer ratio. In general, the expectation is that the wintertime return-to-sewer ratio will be around 90 percent and should fall in the range of 85 to 95 percent, consistent with the findings from similar collection systems throughout the region. Return-to-sewer ratios generally fall below 100 percent due to a combination of wintertime irrigation activities and potable water losses from water distribution system leaks.

7. If the calculated wintertime return to sewer ratio is above 95 percent, it is assumed that such a result is due to the presence of groundwater infiltration. Accordingly, the groundwater infiltration value is calculated to be the measured collection system flow minus 90 percent of the adjusted baseline potable water demand; however, the groundwater infiltration cannot be higher than the low point in the diurnal curve and is thus limited accordingly. The resultant groundwater infiltration value is then distributed equally among all of the modeled MHs in the given flow meter tributary area.

8. If the calculated wintertime return to sewer ratio is below 85 percent, it is assumed that such a result is due to the occurrence of “excess irrigation”, which is assumed to reflect higher rates of irrigation during the February/March 2019 baseline and/or in the difference between October/November 2020 and October/November 2019. Accordingly, the excess infiltration value is calculated to be 90 percent of the adjusted baseline potable water minus the measured collection system flow. This excess irrigation value results in a demand reduction that is applied equally among all of the modeled MHs in the given flow meter tributary area.

The results of applying this methodology are summarized in Table 5-1. The results are limited only to those flow meters that do not have major flow splits upstream of them because the existence of an upstream flow split makes it impossible to define the upstream tributary area. The only exceptions are flow meters 4-3 and 4-4, both of which are immediately downstream of a flow split. Accordingly, the results from these two meters are combined together to represent the tributary area upstream of the flow split.

As indicated in Table 5-1, flow meters 8 -1 and 10 -1 were the only two that had return -to-sewer ratios between 85 and 95 percent. Twelve of the meters showed return-to-sewer ratios above 95 percent, thus indicating the presence of groundwater infiltratio n in the sewer flow monitoring results . The remaining six sites were calculated to have an excess irrigation component in the water demand results.

In addition to the groundwater infiltration results shown in Table 5-1, a further 0.20 mgd of groundwater infiltration was added to model nodes immediately upstream of flow metering site 5-1 to bring the model into conformance with the flow metering results at that location. As a result , the total estimated dry weather groundwater infiltration entering the collection system is estimated to be 2.8 mgd.

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Tab
le 5-1. Pandemic Shift Analysis Results
Flow
Meter ID
Win
ter 2019
Water
Demand
, mgd
Oct/N
ov 2019
Water
Demand
, mgd
Oct/N
ov 2020
Water
Demand
, mgd
Pan
demic
Difference,
mgd
Adj.

Winter
Water
Demand
, mgd
Metered Dry

Weather Flow,
mgd
Return
-to-
Sewer Ratio,
percent
Groun
dwater
Infiltration,
mgd
Excess

Irrigation, mgd
1-1 0.598 1.737 1.586 -0.151 0.447 0.976 218% 0.574 0
2-1 2.788 4.933 4.843 -0.090 2.698 2.863 106% 0.435 0
2-2 3.776 5.878 6.153 0.275 4.050 3.982 98% 0.336 0
3-1 0.952 1.560 1.827 0.267 1.219 1.023 84% 0 0.070
3-2 1.537 2.262 2.716 0.454 1.991 1.611 81% 0 0.180
3-3 0.209 0.338 0.456 0.118 0.327 0.190 58% 0 0.100
4-1 0.664 0.802 1.052 0.250 0.914 0.566 62% 0 0.260
4-2 0.536 0.877 0.791 -0.086 0.451 0.528 117% 0.122 0
4-3/4-4 0.093 0.149 0.164 0.015 0.107 0.120 112% 0.024 0 6-1 0.338 0.498 0.539 0.041 0.380 0.406 107% 0.064 0
6-2 0.606 0.869 1.097 0.229 0.835 0.633 76% 0 0.120
6-3 1.321 1.829 2.029 0.200 1.520 0.962 63% 0 0
6-4 0.611 0.602 0.842 0.240 0.851 0.547 64% 0 0.220
6-5 0.435 0.613 0.689 0.076 0.511 0.649 127% 0.189 0
7-1 0.534 0.878 1.021 0.143 0.677 1.293 191% 0.501 0
8-1 1.153 1.762 2.102 0.340 1.493 1.351 90% 0 0
8-2 0.322 0.465 0.458 -0.007 0.316 0.403 128% 0.119 0
8-3 0.320 0.236 0.206 -0.029 0.290 0.419 144% 0.157 0
8-4 0.569 0.535 0.488 -0.047 0.521 0.521 100% 0.052 0
10-1 1.983 4.249 4.699 0.451 2.434 2.161 89% 0 0
N-129-60-20
-42-WP-R WWMP
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-09-2022
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5.2.3 Criteria for Dry Weather Flow Calibration
The criteria used for assessing the accuracy of the dry weather flow calibration are taken from the Chartered Institution of Water and Environmental Managemen t (CIWEM) guidelines, which are summarized as follows:
• The volume of modeled versus metered flow should be in the range of ±10-percent. • The modeled versus metered peak flow rate should be in the range of ±10-percent. • The modeled versus metered peak flow depth should be in the range of ±0.5 feet.

In general, for this analysis, the above criteria are viewed as objectives rather than as inviolable standards.

If one or more of these criteria are not met, any such deviation is viewed in terms of whether the model maintains acceptable accuracy while remaining adequately conservative in its predictive capabilities , based on professional judgment.

5.2.4 Diurnal Flow Patterns
In establishing diurnal flow patterns throughout the system, the following procedure was followed:

1. In general, for areas tributary to the flow metering locations with no upstream flow splits, the diurnal flow pattern for all flow -producing parcels within the given area was assumed to follow the observed diurnal dry weather flow patterns at the flow meter for that area.

2. Exceptions were made for flow metering areas in which the observed diurnal flow pattern was significantly distorted by downstream pump station operations (specifically meters 1 -1 and 4-2), as described in Chapter 3. For these areas, diurnal patterns were used from flow metering areas that are nearby and/or have similar land use characteristics.

3. For areas downstream of the flow meters just discussed, diurnal patterns are assigned by land use type, as follows:
a. For residential inputs, use the diurnal pattern from meter 3-3, which has a tributary area that is 99 percent residential.
b. For industrial inputs, use the diurnal pattern from meter 8 -2, which has a tributary area that is 88 percent industrial.
c. For non-residential, non-industrial inputs, use the diurnal pattern from meter 8-3, which has a tributary area that is 77 percent commercial/institutional.

4. If the resultant model diurnal curve has a time lag (due to the effect of long flow travel times), a time offset is applied to the input curve to achieve better agreement between the metered and modeled diurnal flow patterns.

5. If the resultant model diurnal curve is flattened (due to the effect of flow attenuation), an exponential “amplification factor” is applied to the inp ut curve to achieve better agreement between the metered and modeled diurnal flow patterns.

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The metered versus modeled diurnal flow patterns for all 25 metering sites and for the RWC F are presented in Appendix D. In general, very close agreement was achiev ed between the modeled and metered diurnal patterns. Notable disparities include the following:

1. Metering sites 1-1 and 4-2 show significantly different modeled versus metered diurnal patterns. As discussed in Chapter 3, the flow metering pattern is significantly distorted at both of these sites by downstream pump station operations. Specifically, it appears that the Cumberland & Five Mile Creek PS downstream of metering site 1-1 and the Waterloo & Roosevelt PS downstream of metering site 4-2 routinely allow flows to back up into the upstream gravity system, which has the effect of significantly flattening the diurnal flow pattern.

2. Metering sites 4-3 and 4-4, which are located just downstream of the two outlets of a flow split MH, have offsetting disparities where the metered versus modeled combined flow of the two sites almost exactly match. The flows in the two outlet lines are sufficiently low that the individual disparities are not expected to substantially influence peak flow conditions.

3. Metering sites 6-3 and 7-1 show notable differences in magnitude between the modeled and metered flows, as discussed in the next subsection.

4. The modeled diurnal pattern for site 5-2 could not be made to match the metered pattern.

This difference is likely due to the complex effects of various upstream flow splits.

5. The metered diurnal pattern for site 8-4 is very erratic and the model could not be made to match it, although the modeled pattern provides an acceptable approximation.

5.2.5 Metered versus Modeled Dry Weather Flows
In this section, modeled versus metered flows are compared to assess the accuracy of the dry weather calibration and to determine where unexplained disparities exist. Modeled versus met ered average weekday flows for all 25 flow metering areas are compared in Table 5-2, modeled versus metered peak weekday flows are compared in Table 5-3, and modeled versus metered peak flow depths for weekday flow conditions are compared in Table 5-4. As indicated in the three tables, modeled versus metered dry weather flows compare very well for most metering sites. Notable disparities include the following:
• Sites 1-1 and 4-2: As noted in Chapter 3 and in the previous subsection of this chapter, measured peak flows and flow depths at these two locations are distorted by downstream operations of the Cumberland & Five Mile Creek PS and the Waterloo & Roosevelt PS, respectively. However, the modeled versus metered average flows at these sites match to within 2 percent.
• Sites 2-1 and 2-2: As noted in Chapter 3 and in the previous subsection of this chapter, measured peak flows and flow depths at these two locations are distorted by downstream operations of the Swenson PS and the Waterloo & Roosevelt PS, respectively. The modeled versus metered average and peak flows are in conformance with the criteria, but modeled flow depths are well below the metered depths, the latter of which indicates prevalent backwater conditions.
• Site 4-3: Measured flows at site 4-3 (located immediately downstream of a flow split) behave erratically, and the model does not reproduce these flow irregularities. The observed disparities between metered and modeled flow are small enough (0.011 mgd for average flow and 0.019 mgd for peak flow) that they are not expected to significantly distort the downstream results.

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• Site 4-4: The modeled peak flows at this site are slightly more than 10 percent below the metered flows, which essentially offsets the disparity at site 4-3. The peak flow disparity is approximately 0.014 mgd, which is not expected to significantly distort any downstream results.
• Site 6-3: For this site, the model could not be brought into conformance with the observed results. It should be noted that this site is located downstream of sites 4-1 and 4-2, which have measured average dry weather flows that add up to more than the measured average dry weather flow at site 6-3, plus there are additional flows entering the system downstream of sites 4-1 and 4-2 but upstream of site 6-3. A close review of the flow metering data does not give any indication of anomalous measurements at any of these three sites. It is thus possible that an unidentified flow split exists somewhere between sites 4-1 and 4-2 and site 6-3 that is diverting flows into a different part of the system. • Site 6-4: For this site, the modeled versus metered average and peak flows are in conformance with the criteria, but the model predicts average flow depths that are slightly more the

0.5 feet below the metered flow, which suggests either backwater effects the model does not capture or inaccuracies in the system geometry downstream of the flow meter. • Site 7-1: For this site, the model could not be brought into conformance with the observed results. The totality of demands within the 7-1 tributary area was substantially lower than the dry weather flow metering results. Moreover, the low point in the flow metered diurnal curve precluded assuming a high enough amount of groundwater infiltration to bring the model into conformance with the metering results. A close review of the flow metering data does not give any indication of anomalous results. It is thus possible that an unidentified flow split exists somewhere upstream of site 7-1 that is diverting flows from other tributary areas into that part of the system.

5.3 WET WEATHER CALIBRATION
As described in Chapter 3 of this report, the most significant storm event of the 2020/2021 wet season occurred on January 27 –28, 2021, and produced 2.92 inches of rain over 48 hours when averaged over the seven gauges. This storm event p rovides the basis for wet weather calibration of the collection system model.

Based on the results presented below, the model is calibrated to a degree adequate to provide the basis for sound collection system capacity analysis and planning. It should be understood, however, that the collection system response to major storm events may be highly variable, based on such factors as total event rainfall, peak storm intensity, antecedent rainfall, and possibly other factors. It is therefore appropriate in collection system planning to use an adequately conservative design storm condition that considers such uncertainties, as discussed in section 5.4 below. The following t opics are addressed in this section:
• RTK Method
• Criteria for Wet Weather Flow Calibration
• Metered versus Modeled Wet Weather Flows
• Smart Cover Results
• Pump Station Results
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Table 5-2. Metered versus Modeled Average Dry Weather Weekday Flows Flow
Meter ID
Metered Weekday
Flow, mgd
Modeled Weekday
Flow, mgd
Disparity,
mgd
Disparity,
percent
1-1 0.97 0.98 0.010 1.1
2-1 2.87 2.87 0.006 0.2
2-2 3.99 4.00 0.007 0.2
3-1 1.03 1.05 0.022 2.1
3-2 1.62 1.64 0.016 1.0
3-3 0.19 0.20 0.006 3.0
4-1 0.56 0.57 0.005 0.9
4-2 0.53 0.54 0.010 1.8
4-3 0.019 0.030 0.011 46.2
4-4 0.096 0.091 -0.005 -5.5
4-3/4-4 0.12 0.12 0.001 1.2
5-1 1.03 1.03 0.000 0.0
5-2 0.53 0.50 -0.028 -5.5
6-1 0.41 0.41 0.001 0.3
6-2 0.66 0.67 0.016 2.4
6-3 0.95 1.23 0.274 25.1
6-4 0.55 0.54 -0.012 -2.2
6-5 0.65 0.68 0.033 4.9
6-6 1.07 1.10 0.034 3.1
7-1 1.35 1.17 -0.177 -14.0
7-2 3.40 3.61 0.203 5.8
8-1 1.34 1.34 0.001 0.0
8-2 0.46 0.47 0.010 2.2
8-3 0.44 0.45 0.005 1.1
8-4 0.55 0.55 -0.003 -0.5
10-1 2.14 2.20 0.055 2.5
RWCF 24.05 25.99 1.939 7.7%

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Table 5-3. Metered versus Modeled Peak Dry Weather Weekday Flows Flow
Meter ID
Metered Weekday
Flow, mgd
Modeled Weekday
Flow, mgd
Disparity,
mgd
Disparity,
percent
1-1 1.08 1.14 0.058 5.2
2-1 3.53 3.39 -0.149 -4.3
2-2 4.90 4.80 -0.108 -2.2
3-1 1.30 1.42 0.119 8.7
3-2 2.21 2.21 -0.002 -0.1
3-3 0.25 0.25 0.003 1.2
4-1 0.82 0.88 0.054 6.4
4-2 0.62 0.70 0.085 12.9
4-3 0.024 0.043 0.019 55.6
4-4 0.13 0.12 -0.014 -11.8
4-3/4-4 0.16 0.16 0.000 -0.2
5-1 1.26 1.31 0.044 3.4
5-2 0.67 0.72 0.043 6.2
6-1 0.57 0.54 -0.026 -4.7
6-2 0.92 0.91 -0.001 -0.1
6-3 1.37 1.75 0.378 24.3
6-4 0.81 0.79 -0.025 -3.1
6-5 0.83 0.84 0.008 1.0
6-6 1.48 1.50 0.023 1.5
7-1 1.80 1.49 -0.315 -19.1
7-2 4.51 4.58 0.076 1.7
8-1 1.73 1.70 -0.036 -2.1
8-2 0.64 0.66 0.018 2.9
8-3 0.58 0.57 -0.015 -2.6
8-4 0.78 0.71 -0.067 -8.9
10-1 2.77 2.97 0.194 6.8
RWCF 31.05 31.63 0.576 1.8%

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Table 5-4. Metered versus Modeled Peak Dry Weather Flow Depths Flow Meter ID Pipe D, in
Metered Max
Depth, in
Modeled Max
Depth, in Disparity, in
1-1 27 38.7 7.9 -30.8
2-1 48 36.3 14.2 -22.1
2-2 36 28.9 14.7 -14.1
3-1 24 10.4 7.5 -2.9
3-2 30 10.3 9.0 -1.2
3-3 18 3.5 3.7 0.2
4-1 18 6.6 6.1 -0.5
4-2 18 14.9 6.2 -8.7
4-3 10 2.4 1.5 -0.9
4-4 14 3.7 3.3 -0.5
5-1 24 8.0 8.6 0.6
5-2 24 10.4 8.4 -2.1
6-1 24 8.0 4.8 -3.2
6-2 30 9.3 6.6 -2.8
6-3 27 7.8 9.4 1.6
6-4 24 11.8 5.3 -6.5
6-5 36 11.2 6.0 -5.1
6-6 27 7.9 10.3 2.3
7-1 42 10.1 9.2 -0.9
7-2 72 14.1 12.6 -1.4
8-1 48 9.5 7.6 -1.9
8-2 27 9.6 5.1 -4.4
8-3 33 5.3 5.0 -0.3
8-4 42 3.4 4.4 1.0
10-1 54 9.1 9.0 -0.2

5.3.1 RTK Method
This analysis makes use of the RTK method for wet weather calibration of the InfoSWMM model. The RTK parameters are defined as follows:
• R: The portion of total rainfall within the tributary area that enters the collection system in the form of I&I.
• T: The time from the onset of rainfall to the peak of the I&I response. • K: The ratio of the time-to-recession to the time-to-peak of the hydrograph, where the time- to-recession is defined as the time from the peak to the point in time where there is no longer any appreciable I&I response.

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The RTK parameters are derived for each flow -metered area for which applicable peak flow data exist , including areas downst ream of the meters used in the flow monitoring program but upstream of the RWCF. The resultant RTK parameters established through calibration are then applied to the collection system model using the 10 -year, 24 -hour design storm for both existing and buil dout development conditions. RTK values for future development areas are conservatively approximated from those developed in the wet weather calibration process.

5.3.2 Criteria for Wet Weather Flow Calibration
The criteria used for assessing the accuracy of the wet weather flow calibration are taken from CIWEM guidelines noted previously, and are summarized as follows:
• The modeled versus metered peak flow rate should be in the range of –15 percent to +25 percent.
• The volume of modeled versus metered flow during and following the calibration storm should be in the range of –10 percent to +20 percent.
• The modeled versus metered non-surcharged flow depth should be in the range of ±0.5 feet.
• The modeled versus metered depth of surcharge should be in the range –0.5 feet to +1.6 feet.

As with the dry weather calibration, these criteria should be viewed as objectives rather than as inviolable standards. If one or more of these criteria are not met, any such deviation should be viewed in terms of whether the model is a dequately conservative in its predictive capabilities. Of the above criteria, agreement between modeled and metered peak flows is considered the most important criterion, given that peak flows are what define the sizing needs of existing and future collection system facilities.

Major rains came to an end late on the 28 th or early on the 29th, but the effects of rainfall dependent I&I continued for 24 to 48 hours afterward. Accordingly, in assessing the comparison of flow volumes, the 4-day period of January 27–30, 2021 is used for the calculation.

5.3.3 Metered versus Modeled Wet Weather Flows
In this section, modeled versus metered flows are compared to assess the accuracy of the wet weather calibration and to determine where unexplained disparities exist. Modeled versus metered peak flows are compared in Table 5-5, modeled versus metered flow volumes are compared in Table 5-6, and modeled versus metered peak flow depths for weekday flow conditions are compared in Table 5-7. Graphical comparisons of the modeled versus metered wet weather flows are presented in Appendix E. Graphical comparisons of the modeled versus metered wet weather flow depths are presented in Appendix F.

Notable disparities in the wet weather calibration results are summarized as follows:
• Sites 1-1, 2-1, 2-2, 4-2, and 10-1: All of these sites show maximum flow depths well below those that were observed during the flow metering. As noted previously, this result indicates that the various pump station facilities located immediately downstream of these sites did not keep up with the incoming flows during the January 27–28, 2021 storm event, due either to a power failure during the event, or due to operational issues that routinely cause flows to back up into the upstream pipes.

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Table 5-5. Metered versus Modeled Peak Wet Weather Flows Flow
Meter ID
Metered Peak
Flow, mgd
Modeled Peak
Flow, mgd
Disparity,
mgd
Disparity,
percent
1-1 3.03 2.93 -0.10 -3.4
2-1 6.11 5.81 -0.30 -5.0
2-2 7.35 6.97 -0.38 -5.3
3-1 2.12 2.26 0.15 6.6
3-2 4.22 3.90 -0.32 -7.9
3-3 0.49 0.48 -0.01 -2.2
4-1 1.85 1.90 0.05 2.8
4-2 1.42 1.60 0.17 11.6
4-3 0.39 0.22 -0.17 -54.3
4-4 0.24 0.30 0.06 23.2
4-3/4-4 0.57 0.53 -0.05 -8.7
5-1 2.69 2.49 -0.21 -8.1
5-2 1.59 1.39 -0.20 -13.6
6-1 0.91 0.94 0.03 2.9
6-2 3.46 3.29 -0.17 -4.9
6-3 3.11 3.91 0.80 22.9
6-4 2.75 2.96 0.21 7.2
6-5 3.75 4.13 0.38 9.7
6-6 3.95 3.61 -0.34 -8.9
7-1 3.59 3.53 -0.05 -1.5
7-2 8.04 7.88 -0.16 -2.0
8-1 2.54 2.34 -0.20 -8.0
8-2 1.06 0.97 -0.09 -8.9
8-3 0.80 0.70 -0.11 -14.1
8-4 1.14 1.07 -0.08 -7.0
10-1 3.43 3.39 -0.04 -1.2
RWCF 55.35 56.43 1.08 1.9%

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Table 5-6. Metered versus Modeled Wet Weather Flow Volumes Flow
Meter ID
Metered Flow
Volume, Mgal
Modeled Flow
Volume, Mgal
Disparity,
Mgal
Disparity,
percent
1-1 4.67 5.01 0.35 7.1
2-1 14.00 14.27 0.27 1.9
2-2 18.09 18.37 0.28 1.5
3-1 4.70 5.11 0.41 8.3
3-2 7.25 7.94 0.69 9.1
3-3 1.14 1.12 -0.02 -2.0
4-1 2.86 2.99 0.13 4.6
4-2 2.65 2.93 0.29 10.3
4-3 0.48 0.37 -0.11 -25.8
4-4 0.33 0.44 0.11 28.3
4-3/4-4 0.82 0.81 0.00 -0.2
5-1 6.00 5.22 -0.78 -14.0
5-2 3.15 3.08 -0.07 -2.3
6-1 1.93 2.03 0.10 4.9
6-2 3.83 4.26 0.43 10.5
6-3 5.03 6.81 1.78 30.1
6-4 3.07 3.33 0.25 7.9
6-5 4.74 5.31 0.58 11.5
6-6 5.39 5.88 0.49 8.8
7-1 7.41 6.79 -0.62 -8.7
7-2 18.03 18.38 0.35 1.9
8-1 6.03 6.01 -0.02 -0.3
8-2 2.23 2.09 -0.14 -6.4
8-3 1.95 1.93 -0.02 -1.1
8-4 2.38 2.48 0.10 3.9
10-1 7.90 9.46 1.55 17.9
RWCF 126.64 134.51 7.87 6.0%

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Table 5-7. Metered versus Modeled Peak Wet Weather Flow Depths Flow
Meter ID
Pipe
Diameter, in
Metered
Flow
Depth, in
Modeled
Flow
Depth, in
Disparity,
in
Meter
d/D
Model
d/D
1-1 27 54.0 24.1 -29.9 2.00 0.89
2-1 48 84.0 21.6 -62.5 1.75 0.45
2-2 36 79.5 21.4 -58.2 2.21 0.59
3-1 24 13.5 10.5 -3.0 0.56 0.44
3-2 30 14.8 13.8 -1.0 0.49 0.46
3-3 18 8.1 5.9 -2.2 0.45 0.33
4-1 18 12.5 11.1 -1.4 0.69 0.62
4-2 18 40.2 11.1 -29.1 2.23 0.62
4-3 10 7.3 4.0 -3.4 0.73 0.40
4-4 14 8.8 6.2 -2.6 0.63 0.44
5-1 24 29.5 13.2 -16.3 1.23 0.55
5-2 24 45.9 13.1 -32.8 1.91 0.55
6-1 24 17.2 7.2 -10.1 0.72 0.30
6-2 30 18.8 13.8 -5.0 0.63 0.46
6-3 27 14.1 16.9 2.8 0.52 0.63
6-4 24 16.8 10.5 -6.3 0.70 0.44
6-5 36 70.6 16.1 -54.5 1.96 0.45
6-6 27 13.5 18.8 5.3 0.50 0.70
7-1 42 17.7 15.7 -2.0 0.42 0.37
7-2 72 20.2 18.2 -2.0 0.28 0.25
8-1 48 12.0 10.2 -1.8 0.25 0.21
8-2 27 11.0 7.1 -3.9 0.41 0.26
8-3 33 6.7 6.6 -0.1 0.20 0.20
8-4 42 4.9 6.1 1.2 0.12 0.14
10-1 54 61.7 10.9 -50.8 1.14 0.20

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• Sites 4-3 and 4-4: The model was unable to reproduce the behavior of the flow split upstream from these two sites. The model directs too much flow down the site 4-3 route in dry weather and not enough in wet weather. For purposes of this analysis, it was determined that the metered peak wet weather flow at site 4-3 (0.39 mgd) was small enough relative to the full-pipe capacity of that line (0.70 mgd) that there is no expectation this line will reach its full-pipe capacity under peak wet weather conditions. • Sites 5-1, 5-2, and 6-5: These sites, which are located toward the downstream end of the system, all surcharged during the January 27–28, 2021 storm event, whereas the model does not reproduce such surcharging. City staff have indicated that chronic grease and debris accumulation occurs in various lines downstream of these meters due to substandard or adverse pipe slopes, thus resulting in system flow restrictions. In addition, the model moderately underpredicts flow volume; however, this disparity is considered an acceptable deviation provided the peak flows meet the criteria.
• Sites 6-1 and 6-4: These sites show greater flow depths than indicated in the model, although neither of them surcharged during the January 27–28, 2021 storm event. The disparities may be attributable to a combination of imperfect pipe invert information (i.e., flatter actual pipe slopes than those in the model) or to the effects of backwater further downstream, which affected sites 5-1, 5-2, and 6-5, as just noted. • Site 6-3: This site meets the requisite peak flow and flow depth criteria, but the model generates approximately 30 percent more total volume than was observed at the flow meter. As noted above in the dry weather calibration results, questions exist about this site because it includes the flows from sites 4-1 and 4-2, but the dry weather flows for site 6-3 added up to less than the sum of the flows from those two sites. For purposes of this analysis, the excessive volume at site 6-3 is considered an acceptable deviation provided the peak flows meet the criteria.
• Site 10-1: The site could not be brought into conformance with the criterion for flow volume.

However, t site is located just upstream of a pump station (14-Mile Slough) that stopped pumping during the later period of the storm. Eventually, the backed-up flows were drawn down, but it appears that the velocities were lower than the detection limits of the flow meter. Therefore, the flow meter likely under-reported flow volumes during the drawdown period, which suggests that the model is actually in line with the true flow volumes.

5.3.4 Smart Cover Results
The City deploys SmartCover™ devices at multiple locations throughout the City . A SmartCover is an ultrasonic water level sensing device installed within a MH to measure flow depths. For this study, City staff provided SmartCover results for 22 collection system locations, as summarized in Table 5-8. The table shows the street address closest to the MH, the system number, the pipe diameter, the maximum depth of flow during the January 27 –28, 2021 storm (if available), the MH ID number, and whether the sewer line in question is included in the modeled portion of the collection system.

As indicated in Table 5-8, all but four of the SmartCover devices are located in Systems 2 and 3, and all but six of them are on smaller diameter lines that are not included in the collection system model. Seven sites either had bad data (negative depths) or no data at all during the January 27–28, 2021 storm event.

Two other devices reported results in inches below the sensor without a clear indication of the sensor height, thus making it impossible to assess flow depth, although neither device indicated wet weather results substantially different from those obtained during dry weather.

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Table 5-8. SmartCover Results, January 27–28, 2021
Address System Pipe D, in MH ID Maximum Depth, in(a)
Modeled
Line?
7102 Richland Way 1 10 22F055 21.7 no
105 Edan Avenue 2 6 21K159 bad data (<0) no
238 Lincoln Court 2 6 22K050 no storm data no
405 Pardee Lane 2 15 26K018 29.0 YES
417 Jill Circle 2 8 21L007 8.4 no
4550 Shelley Court 2 6 26L023 6.0 no
4703 Greensboro Way 2 10 25M049 2.9 no
6410 Kermit Lane 2 6 22L062 no storm data no
6808 Villa Drive 2 6 22L010 bad data (<0) no
7011 Leesburg Place 2 6 22H105 no storm data no
Carnelian Drive and
Pleasant Court 2 10 23M038 5.1 no
Hammer Lane and
Albany Drive 2 33 21L096 66.1 YES
March Lane and
Palm Plaza 2 15 24M148 26 (into deadband) YES
1205 Brookside Road 3 8 28J007 11.6 below sensor (depth unclear) no 1440 N. Hunter Street 3 6 30M096 3.0 no
1810 Allston Way 3 6 30L120 bad data (<0) no
2204 Kensington Way 3 16 30L109 18.6 YES
4404 Manchester Avenue 3 8 27K065 13.7 below sensor (depth unclear) no Brookside Road and
Crown Avenue 3 18 28J016 no storm data YES
9007 Sherill Court 5 8 18H067 3.8 no
S. American Street and
E. 8th Street 6 8 37P058 7.9 no
2203 Georgia Avenue 7 12 38L053 0.8 YES
(a) Yellow highlighting denotes evidence of surcharging.

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A total of five SmartCover devices show indications of system surcharging during the January 27–28, 2021 storm event. The results and the possible causes are summarized as follows:

1. The device at 7102 Richland Way in System 1 measured a depth of 21.7 inches, thus surcharging to 11.7 inches above the crown of the 10-inch diameter pipe. The model does not show capacity restrictions in the area, but the site is located a short distance upstream of the Plymouth & 5-Mile Creek PS, which may have undergone a power failure during the storm. Moreover, the SmartCover data indicate that this site routinely surcharges, even during dry weather conditions, thus suggesting that the pump station setpoints allow flows to back up into the upstream gravity system.

2. The device at 405 Pardee Lane in System 2 measured a depth of 29.0 inches, thus surcharging to 14 inches above the crown of the 15-inch diameter pipe. The model does not show capacity restrictions in the area; however, the data indicate that this line routinely surcharges to a similar degree during dry weather as well. The MH in question is located upstream of the Swenson PS, which has been shown not to keep up with incoming flows during both wet and dry weather flow conditions.

3. The device at Hammer Lane and Albany Drive in System 2 measured a depth of 66 inches, thus surcharging to 33 inches above the crown of the 33-inch diameter pipe and routinely shows surcharged or near-surcharged conditions during dry weather flow conditions. The MH in question is located upstream of the Swenson PS, which has a rated firm capacity well above the predicted flows, but has been shown to allow flow to rise above the incoming sewer during both wet and dry weather flow conditions.

4. The device at March Lane and Palm Plaza in System 1 measured a depth of more than 26 inches (which entered the deadband of the device), thus surcharging to at least 11 inches above the crown of the 15-inch diameter pipe. The model does not show capacity restrictions in the area, but the site is located a short distance upstream of the Camanche & Ridgeway PS, which may have undergone a power failure during the storm.

5. The device at 2204 Kensington Way in System 3 measured a depth of 18.6 inches, thus surcharging to 2.6 inches above the crown of the 16-inch diameter pipe. The model confirms minor capacity restrictions and surcharging in this line for peak wet weather flow conditions.

5.3.5 Pump Station Results
The modeled pump station peak flow results for the January 27–28, 2021 storm event are summarized in Table 5-9. The information includes pump station firm capacity (as presented in Chapter 2 of this report), modeled peak flows, dry weather average flows, peaking factors (defined as the peak flow divided by the dry weather average flow), force main diameters, and calculated maximum force main velocities.

For the calibration storm condition, a slight exceedance of pump station firm capacity is indicated at the Don Avenue & Santiago PS, but not at any other pump stations. The maximum force main velocity criterion of 8 feet per second (discussed in Chapter 4 of this report) is not exceeded at any pump stations, and 14 of the 23 pump stations show maximum force main velocities of less than 2 feet per second.

EXHIBIT 1
186
Tab
le 5-9. Modeled Pump Station Results, January 27–28, 2021 Calibration Storm Lift Sta
tion System
Firm
Capacit
y, mgd
Dry W
eather Average
Flow, mgd
Peak Flo
w,
mgd
Peakin
g
Factor
Force Ma
in
Diameter, in
Max Fo
rce Main
Velocity
, ft/sec
14-Mile Slough 10 (a) 3.87 7.96 2.1 30 2.5
Alexand
ria & 14-Mile 2 1.97 0.37 0.87 2.4 15 1.1
Arch 8 8.70 0.20 0.48 2.3 24 0.2
Blossom Ranch 2 1.30 0.22 0.39 1.7 8 1.7
Brookside Estates 10 8.64 0.42 1.61 3.8 20 1.1
Camanche & Ridgeway 2 2.40 0.36 0.68 1.9 none --
County Hospital -- 2.16 0.014 0.12 8.7 dual 10 0.2
Cumberland & 5-Mile 1 4.32 1.17 3.14 2.7 16 3.5
Don Ave & Santiago 2 0.79 0.41 0.90 2.2 15 1.1
Drake & Hwy-99 4 3.54 0.55 1.91 3.5 14 2.8
Grupe 7 0.86 0.008 0.037 4.6 8 0.2
Kelly & Mosher 1 4.32 0.51 1.21 2.4 12 2.4
March-Brookside 2 1.15 0.30 0.57 1.9 8 2.5
Origone 9 5.18 0 0 -- 16 0
Plymouth & 5-Mile 1 1.25 0.16 0.34 2.2 8 1.5
Sanguinetti 9 15.98 0.086 0.18 2.1 24 0.1
Sinclair & Hwy-4 7 4.32 0.033 0.094 2.8 6 0.7
Smith Canal & Fontana 3 37.92 10.38 13.08 1.3 dual 30 2.1 Swenson (North) 2 20.16 7.14 7.14 1.0 dual 24 1.8
Thornton & Davis 2 1.22 0.53 0.96 1.8 8 4.3
Waterloo & Roosevelt 4 2.74 0.61 1.73 2.8 12 3.4
Westlake 10 4.35 0.016 0.025 1.6 8 0.1
Weston Ranch 8 15.98 1.29 1.12 0.9 dual 30 0.2
(a) Firm capaci
ty not known; see Table 2-9.

N-129-60-20
-42-WP-R WWMP
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-09-2022
EXHIBIT 1
187

Chapter 5
Hydraulic Model Development

N-129-60-20-42-WP-R-WWMP
5-23 City of Stockton
Wastewater Master Plan Update
September 2022

5.4 DESIGN STORM DEVELOPMENT
As noted in Chapter 4 of this report, the 1 0-year, 24 -hour storm in Stockton has a magnitude of

2.43 inches. The rainfall distribution pattern used for this analysis is consistent with that being used in ongoing storm water master planning being performed by the City. Specifically, stormwater master planning analyses make use of a 10 -year, 24-hour design storm pattern based on the NOAA California Type III distribution. A plot of that distribution is shown on Figure 5-2.

Figure 5-2. NOAA Type III Rainfall Distribution, City of Stockton 10-Year Storm, 24-Hour Storm It is expected that for existing development conditions, the modeled 10-year, 24-hour design storm should produce peak flows at the RWCF that are consistent with historical results. Table 5-10 shows the top ten daily influent flow totals at the RWCF since the 2010/2011 wet season (11 years total), as taken from the California Integrated Water Quality System Project (CIWQS). As indicated in the table, the high daily flow total of 53.3 mgd occurred on J anuary 10, 2017. This total contrasts with a CIWQS -reported daily flow total of 38.7 mgd on January 28, 2021 (also shown in Table 5-9), which was the highest of the 2020/2021 wet season.

A review of 5 -minute influent flow data provided by City staff indicates that the highest instantaneous flow during the period of 2011 to 2021 occurred on December 2, 2012 and on January 10, 2017 (coinciding with the two highest daily flow totals), when influent flows reached a peak of 73.6 mgd on both occasions.

The January 10, 2017 flow plateaued at the peak value for nearly four hours, a s shown on Figure 5-3, whereas no such plateau occurred on December 2, 2012. The January 10, 2017 peak flow plateau indicates either that the RWCF influ ent pumping reached its hydraulic limit, which did not allow any additional flows to enter the plant, or that the limits of the flow measuring device were reached. In either case, the actual peak flows were likely higher than indicated. Because the flows in question represent the highest in the past eleven wet seasons, it is reasonable to suppose that for a 10-year, 24-hour storm event, peak influent flows at the RWCF would likely be on the order of 80 mgd or higher. The modeled peak wet weather flows for existing development conditions are presented in Chapter 6 of this report. 0 0.02

0.04 0.06

0.08 0.1

0.12 0.14

0.16 0.18

0.2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Rainfall, inches/0.1-hour interval
Elapsed Time, hours
EXHIBIT 1
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Chapter 5
Hydraulic Model Development

N-129-60-20-42-WP-R-WWMP
5-24 City of Stockton
Wastewater Master Plan Update
September 2022

Table 5-10. Top Ten RWCF Influent Daily Flow Totals, 2011–2021 Rank Daily Flow Total, mgd(a) Peak Hour Flow, mgd Date of Occurrence 1 53.3 73.6 1/10/2017
2 52.3 73.6 12/2/2012
3 51.3 63.8 2/20/2017
4 48.3 65.4 12/12/2014
5 47.9 67.4 2/10/2017
6 45.4 not requested 2/13/2019
7 44.9 not requested 11/30/2012
8 44.3 54.4 2/9/2017
9 44.1 54.3 2/21/2017
10 44.0 60.0 1/22/2017
Calibration Storm 38.7 55.4 1/28/2021
(a) Source: CIWQS

EXHIBIT 1
189
n\c\129\6
0-20-42\WP\R
City of
Stockton
Wastewater Master Plan Update
Last Revised: 07-29-2021
0 10
20 30
40 50
60 70
80 1/10/20
17 12:00 1/10/2017 18:00 1/11/2017 0:00 1/11/2017 6:00 1/11/2017 12:00 Flow
Rate, mgd
Figur
e 5-3. RWCF Influent Flows, January 10–11, 2017
EXHIBIT 1
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N-129-60-20-42-WP-R-WWMP
6-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 6
Analysis of Existing Flow Conditions
The purpose of this chapter is to present the results of the hydraulic model of the Stockton wastewater collection system for existing development conditions and to present recommended actions to address existing system deficiencies. The major sections of this chapter include:
• Model Results for Existing Conditions
• Modeled Capacity Deficiencies
• Improvements to Address Existing Capacity Deficiencies • Previously Identified System Condition Deficiencies

6.1 MODEL RESULTS FOR EXISTING CONDITIONS
Model results for existing conditions at the RWCF and at the 25 collection system flow metering sites are summarized in Table 6-1. The table shows modeled weekday dry weather average flows, modeled peak flows from the January 27–28, 2021 calibration storm, and modeled peak flows from the 10-year, 24-hour design storm described in Chapter 5. The peaking factors for the January 27–28, 2021 calibration storm and the 10-year, 24-hour design storm flow condition (defined as the peak flow divided by the modeled dry weather average flow ) are also shown. Because flow meters 4 -3 and 4 -4 are located immediately downstream of a flow split, those results are shown both together and separately, as discussed in Chapters 3 and 5.

As shown in Table 6-1, the model indicates a peak flow of 78.48 mgd at the RWCF for the 10-year, 24-hour design storm, which is consistent with available RWCF influent data from the past 11 years, as discussed in Chapter 5. The peaking factor associated with this result is 2.9. Nine of the flow metering locations indicate peaking factors below the RWCF value of 2.9, and 16 meters indicate peaking factors above the RWCF value . In general, the lowest peaking factors are associated with the northernmost and southernmost areas of the City (predominantly Systems 2, 8, and 10), while the highest peaking factors are associated with Systems 4 and 6.

Peak flow results for the 10-year, 24-hour design storm at the 23 modeled pump stations are summarized in Table 6-2. The information includes pump station firm capacity (as presented in Chapter 2 of this report), modeled peak flows, force ma in diameters, and calculated maximum force main velocities. For purposes other than the calibration modeling, the model treats pump stations as passing all incoming flows regardless of station capacity such that the capacities of the pump stations and downstream gravity lines can be properly evaluated.

For the 10-year, 24-hour design storm condition, exceedances of pump station firm capacity are indicated at two pump stations: the Cumberland & 5-Mile Creek PS and the Don Avenue & Santiago PS. The maximum force main velocity criterion of 8 fps (discussed in Chapter 4 of this report) is not exceeded at any pump stations. The highest indicated force main velocity is 6.3 fps at the Cumberland & 5-Mile Creek PS. In addition, 11 of the 23 modeled pump stations show maximum force main velocities of less than 2 fps.

EXHIBIT 1
191

Chapter 6
Analysis of Existing Flow Conditions

N-129-60-20-42-WP-R-WWMP
6-2 City of Stockton
Wastewater Master Plan Update
September 2022

Table 6-1. Modeled Average and Peak Flows for Existing Development Conditions Flow
Meter ID
Modeled Flows, mgd Peaking Factors
Weekday Dry
Weather Average
January 27–28,
2021 Peak
10-Year, 24-Hour
Design Storm Peak
January 27–28,
2021 Peak
10-Year, 24-Hour
Design Storm Peak
1-1 0.98 2.89 6.10 2.9 6.2
2-1 2.79 5.50 7.47 2.0 2.7
2-2 4.06 7.26 8.45 1.8 2.1
3-1 1.05 2.26 3.13 2.2 3.0
3-2 1.64 3.90 5.55 2.4 3.4
3-3 0.20 0.48 0.69 2.4 3.5
4-1 0.57 1.90 3.20 3.4 5.7
4-2 0.57 1.60 2.36 2.8 4.2
4-3 0.059 0.22 0.31 3.8 5.3
4-4 0.061 0.30 0.44 5.0 7.3
4-3/4-4 0.12 0.53 0.75 4.4 6.3
5-1 1.00 3.23 3.44 3.2 3.4
5-2 0.58 1.45 2.34 2.5 4.0
6-1 0.41 0.94 1.00 2.3 2.4
6-2 0.64 3.32 5.54 5.1 8.6
6-3 1.25 3.91 6.10 3.1 4.9
6-4 0.54 2.96 5.83 5.5 10.9
6-5 0.68 4.07 8.05 6.0 11.8
6-6 1.05 3.64 6.07 3.5 5.8
7-1 1.17 3.53 4.44 3.0 3.8
7-2 3.82 7.86 9.48 2.1 2.5
8-1 1.34 2.34 2.53 1.7 1.9
8-2 0.47 0.97 1.19 2.1 2.6
8-3 0.45 0.70 0.83 1.6 1.9
8-4 0.55 1.07 1.21 1.9 2.2
10-1 2.20 3.39 3.93 1.5 1.8
RWCF 27.20 56.02 78.48 2.1 2.9

EXHIBIT 1
192
Tab
le 6-2. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Existing Development Conditions Pump
Station System
Firm
Capacity, mgd
Peak
Flow, mgd (a)
Force Ma
in
Diameter, in
Maximum Force Main
Velocity, ft/sec
14-Mile Slough 10 (b) 10.59 30 3.3
Alexand
ria & 14-Mile Slough 2 1.97 1.21 15 1.5
Arch Road 8 8.70 0.55 24 0.3
Blossom Ranch 2 1.30 0.48 8 2.1
Brookside Estates 10 8.64 2.62 20 1.9
Camanche & Ridgeway 2 2.40 0.87 none --
County Hospital -- 2.16 0.19 dual 10 0.3
Cumberland & 5-Mile Creek 1 4.32 5.73 16 6.3
Don Ave & Santiago 2 0.79 1.31 15 1.7
Drake & Highway 99 4 3.54 3.18 14 4.6
Grupe Business Park 7 0.86 0.036 8 0.2
Kelly & Mosher Slough 1 4.32 1.77 12 3.5
March-Brookside & I-5 2 1.15 0.76 8 3.4
Origone 9 5.18 0.001 16 0.0
Plymouth & 5-Mile Creek 1 1.25 0.49 8 2.2
Sanguinetti 9 15.98 0.24 24 0.1
Sinclair Avenue & Highway 4 7 4.32 0.123 10 0.3
Smith Canal & Fontana 3 37.92 31.34 dual 30 4.9
Swenson (North) 2 20.16 18.42 dual 24 4.5
Thornton & Davis 2 1.22 1.18 8 5.2
Waterloo & Roosevelt 4 2.74 2.59 12 5.1
Weston Ranch 8 15.98 2.60 dual 30 0.4
(a) E
xceedances of pump station firm capacity and the force main velocity criterion of 8 ft/sec are highlighted in yellow. (b) Cannot be ca
lculated due to unknown pump capacities; see Table 2-9.

N-129-60-20
-42-WP-R-WWMP
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
193

Chapter 6
Analysis of Existing Flow Conditions

N-129-60-20-42-WP-R-WWMP
6-4 City of Stockton
Wastewater Master Plan Update
September 2022

6.2 MODELED CAPACITY DEFICIENCIES
A schematic of modeled gravity sewer and pump station capacity deficiencies for 10-year, 24-hour design storm conditions is presented in Figure 6-1. The highlighted gravity lines are shown as belonging to the following categories, which are based on the standards presented in Chapter 4 of this report:
• Priority 1 – Near-Surface Surcharging: Peak flow exceeds full-pipe capacity, with a risk of sanitary sewer overflow (SSO) or surcharging to within 1 foot of the MH rim • Priority 2 – Significant Surcharging with Lower SSO Risk: Peak flow exceeds full-pipe capacity, with surcharging to within 1 to 4 feet of the MH rim or to within 4 to 8 feet of the MH rim when surcharging exceeds 1 foot above the pipe crown • Priority 3 – Minor Surcharging in Shallow Sewers: Peak flow exceeds full-pipe capacity, with surcharging to within 4 to 8 feet of the MH rim when surcharging is less than 1 foot above the pipe crown
• Priority 4 – Other Minor Surcharging: Peak flow exceeds full-pipe capacity, with surcharging that is not within 8 feet of the MH rim
• Backwater-Induced SSO (trigger for high priority improvements downstream): Peak flow does not exceed full-pipe capacity, but downstream restrictions result in an upstream SSO or surcharging to within 1 foot of the MH rim
• Backwater-Induced Surcharging (trigger for lower priority improvements downstream):

Peak flow does not exceed full-pipe capacity, but downstream restrictions result in surcharging that is not within 1 foot of the MH rim
• Sewer Pipe Flowing >80% Full: Peak flow exceeds 80 percent of full-pipe capacity with no significant surcharging

6.3 IMPROVEMENTS TO ADDRESS EXISTING CAPACITY DEFICIENCIES Theoretical pipe upsizing improvements to eliminate gravity sewer capacity deficiencies are listed in Table 6-3 and are shown schematically in Figure 6-2. As indicated in the table, improvements are grouped by priority, with Priority 3 and 4 improvements combined in a single category. The improvements are sized to accommodate modeled buildout peak flow conditions.

It should be noted that these theoretical improvements do not necessarily equate to a recommendation to proceed forward with design and construction of replacement sewers. While the model indicates potential for surcharging and/or SSO s in the indicated lines during peak flow conditions, most of the identified pipes were not directly flow metered, but rather the peak flows are inferred from downstream flow measurements based on the model calibration process described in Chapter 5 of thi s report.

Moreover, the collection system geometry (especially pipe diameters, pipe invert elevations, and surface elevations) have not generally been confirmed by field surveys.

Notes and recommendations for the deficiencies identified in Table 6-3 are presented in Table 6-4. In all cases, system geometry (including pipe depths, diameters, and rim elevations) should be confirmed by field surveys. In addition, it is recommended that the City install flow depth monitoring devices to monitor for possible surcharging at the locations indicated in Table 6-4. It is also recommended that the modeled capacity exceedances at the Cumberland & 5 -Mile Creek PS and the Don Avenue & Santiago PS be confirmed through flow metering and/or pump run time logging.

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Figure 6-1
Modeled Capacity Deficiencies
10-Year, 24-Hour Storm
Existing Development Conditions
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 6\Figure 6-1. Existing 10yr24hr Capacity.mxd - jsteiner - 7/15/2022 Modeled Sewer Lines
1 2
3 4
10 8
7 9
6 5
10 8
1-10 Collection System Service Areas
Priority 1
Priority 2
Priority 3&4
Backwater-Induced SSO
Backwater-Induced Surcharging
>80% Full, No Surcharging
<80% Full, No Surcharging
Force Main
TF C W RU Regional Wastewater Control Facility
[PS
±Pump Station - No Capacity Deficiency
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±Pump Station - Capacity Deficiency
EXHIBIT 1
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Table 6-3.

Theoretical Upsizing Improvements That Would Alleviate Existing Capacity Deficiencies ID #
Designation Priorities System
GIS Year
Constructed
Upstream
MH ID
Upstream
MH Location
Downstream
MH ID
Downstream
MH Location
GIS Pipe
Dia, in
Upsized
Pipe Dia, in
Total
Length, ft
No. of Pipe
Segments
Depth to Pipe
Crown, ft
Maximum
Flow, mgd
Maximum
Surcharge, ft
Minimum
Headspace, ft
Priority 1 Group
1-1 E. Marsh Street sewer 1,2,4 6 1895–1940 32R072 Olympic Circle 33P105 S. Sierra Nevada Street 18 24 7,406 21 4.0 to 10.4 4.04 5.1 0 1-2 El Dorado Street /
S. Center Street sewer 1,2,4 6 1905–1915 37N043 E. 6th Street 36M016 E. Charter Way 16 21,24 2,832 9 10.5 to 12.1 3.54 8.9 0.4 1-3 S. Wilson Way sewer 1,2 6 1947 34P082 E. Worth Street 35P012 Mormon Slough 10,12 21 1,001 5 7.6 to 8.6 2.73 8.1 0 1-4 E. 6th Street sewer 1,2 6 1900 37N034 S. San Joaquin Street 37N043 El Dorado Street 12 18 701 4 10.2 to 10.8 1.89 10.7 0 Priority 2 Group
2-1 E. Main Street sewer 2,4 6 1910–1984 33S033 Anteros Avenue 33Q014 E. Washington Street 12,16 18 7,605 24 7.6 to 10.3 1.74 6.1 2.1 2-2 W. Washington Street /
Port Road 23 sewer 2 5 no data 34J016 west of Port Road 13 36H003 north of Navy Drive 12,15,18 18,21 3,800 9 5.6 to 11.8 2.92 4.9 4.0 2-3 Don Avenue /
Meadow Avenue sewer 2 2 1957–1973 20G060 Santiago Way 21G051 Oak Creek Drive 12 15 2,171 10 8.1 to 9.8 1.44 3.7 4.6 2-4 S. El Dorado Street sewer 2,4 6 1900–1910 35N064 E. Worth Street 36N016 E. Charter Way 12 15 2,184 6 8.9 to 11.5 1.13 1.8 7.1 Priority 3&4 Group
4-1 Market Street sewer 4 5 1900–1920 33M079 S. El Dorado Street 34L002 S. Lincoln Street 16,18 27 2,320 8 11.5 to 16.1 1.82 2.0 11.6 4-2 Church Street /
Pershing Avenue sewer 4 5,6 1917 34L022 S. Harrison Street 35L027 S. Pershing Avenue 24 30 3,992 11 9.8 to 15.0 3.30 1.9 9.5 4-3 Waterloo Road sewer 4 3 1920–1984 29Q063 Williams Street 30P039 Hiawatha Avenue 12,15 15,18 1,834 8 21.9 to 23.7 2.30 1.8 20.1 N-129
-60-20-42-WP-R-WWMP
City
of Stockton
Wastwater Master Plan Update
Last Revised: 6-7-2022
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A L P I N E A V E

M C K I N L E Y A V E

E L D O R A D O S T

L A T H R O P R D

C O U N T R Y

C L U B B L V D

G O L D E N

V A L L E Y P K

F R E N C H C A M P R D
G S T

L O W E R S A C R A M E N T O R D

W I L S O N W A Y

S W A I NR D

M A I N S T

M A R C H L N

T H O R N T O N R D

N A V Y D R

H A R L A N R D

C H E R O K E E R D

E I G H T M I L E R D

S P A R T A NW A Y

L O U I S E A V E

M A R I P O S A R D

M A N T H E Y
R D

R O T H R D

D I A M O N D
S T

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 6\Figure 6-2. Existing Deficiencies Improvements.mxd - jsteiner - 7/15/2022 TF C W RU Regional Wastewater Control Facility
[PS
±
2-3
1 2
3 4
10 87
9 6
5 10
8 1-10 Collection System Service Areas
X-X Deficiency ID
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±

TF C W RU
[PS
±
§¨¦5
ÄÆ4
ÄÆ99
1-1
1-2
1-3
1-4
2-1
2-2
2-4
4-1
4-2
4-3Proposed Lincoln Street
Pump Station

M A I N
S T

F A R M I N G T O NR D

M A R I P O S A R D

F R E M O N T S T

M A I N S T

M A R K E T S T

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

C A L I F O R N I A S T

F I L B E R T S T

P E R S H I N G A V E

P A C I F I C
A V E

C E N T E R S TH A R D I N G W A Y
P O R T1 3 R D

A I R P O R T W A Y

E L D O R A D O S T

W I L S O N W A Y

S I E R R A

N E V A D A S T

W E B E R
A V E

O A K S T

H A Z E L T O NA V E

P A R K S T

M A I N S T

C O U N T R Y

C L U B B L V D

W E S T
L N

W I L S O N
W A Y

N A V Y D R
Priority 1
Priority 2
Priority 3&4
No Capacity Deficiency
Proposed Force Main
[PS
± Pump Station - No Capacity Deficiency
[PS
± Pump Station - Capacity Deficiency
[PS
± Pump Station - Proposed
Figure 6-2
Tentative Improvements to
Address Existing Capacity Deficiencies
City of Stockton
Wastewater Master Plan Update
EXHIBIT 1
197
Table 6
-4. Notes and Recommendations for Addressing Identified Capacity Deficiencies, Existing Development Conditions ID # Designation Notes Recomm
endations
Pref
erred
Smar
tCover MH
Pref
erred
Smar
tCover Location Alternate MHs
Priority 1 Group
1-1 E. Marsh Street sewer The model shows pot
ential outflows at the upstream end of this line, but
capac
ity deficiencies exist throughout
Confirm syst
em geometry; monitor the upstream end of this line
with Sm
artCover or equivalent technology 32R072 E. Marsh Stre
et and
Olympic Cir
cle
32R081, 33
R001, 33R006,
33R027
1-2 El Dora
do Street /
S. Ce
nter Street sewer
The model shows pot
ential backwater-driven outflows at the upstream end of this line,
but capacity deficiencies exist throughout
Confirm syst
em geometry; monitor the upstream end of this line
with Sm
artCover or equivalent technology 38N073 El Dora
do Street and
McKin
ley Park
38N063, 38N038, 38N02
9,
38N026, 38N011
1-3 S. Wilson Way sewer
The model ass
umed very high I&I from this line due to a large flow difference between flow mete
rs 6-1 and 6-5, but it is possible that another large I&I source exists elsewhere, such as one or more downstream MHs located in Mormon Slough
Confirm syst
em geometry; monitor the upstream end of this line
with SmartCover or equivalent technology; line/seal downstream MHs in Mormon Slough
34P082 S. Wilson Way and
E. Worth Street 34P054, 34P068, 34P089
1-4 E. 6th Street sewer This line is tributary to the El Dorado Street / S. Center Street sewer (see above); upsizing of that sewer could partially alleviate severe surcharging in this line Confirm system geometry; monitor the upstream end of this line with SmartCover or equivalent technology 37N034 E. 6th Street and S. San Joaquin Street 37N035, 37N038, 37N032
Priority 2 Group
2-1 E. Main Street sewer
The model shows Pr
iority 2 surcharging and capacity deficiencies throughout this line;
the line crosses the Marsh Street sewer, so opportunities may exist to combine flows, although a careful analysis of downstream impacts would be necessar
y
Confirm syst
em geometry; monitor the upstream end of this line
with SmartCover or equivalent technology 33R050 E. Main Street sewer west of S. Filbert Avenue
33R057, 33R056, 33R054,
33R046, 33R043, 33R039
2-2 W. Washingt
on Street /
Port R
oad 23 sewer
The model shows Pr
iority 2 surcharging and capacity deficiencies throughout this line
Confirm syst
em geometry; monitor the upstream end of this line
with Sm
artCover or equivalent technology 34J016 W. Washingt
on Street just
east
of Port Road 14 34J017, 35J
001
2-3 Don Avenue /
Meadow Avenue sewer
The line in question is located immediately downstream of the Don Avenue and Santiago PS; peak flow conditions should be confirmed
Confirm syst
em geometry; monitor the upstream end of this line
with Sm
artCover or equivalent technology; flow meter the lift
station, if poss
ible
20G060 Don A
venue and
Santiago Way
20G063, 20G077, 20G073,
21G007
2-4 S. El Dorado Street sewer
The model shows ca
pacity deficiencies in this line that trigger backwater-induced surchargi
ng in multiple tributary lines; the surcharging becomes Priority 1 for modeled 2040 conditions; any upsizing of this line should consider reconfiguring various parallel sewers to discharge directly into this line, thus potentially elimina
ting the parallel sewers
Confirm syst
em geometry; monitor the upstream end of this line
with SmartCover or equivalent technology; reconfigure parallel sewers if improvements are made
35N076
Lateral sewer at
S. Hunter Street and
E. Jackson Street
35N060, 35N064, 35N079
Priority 3&4 Group
4-1 Market Street sewer The model shows Pr
iority 4 surcharging and capacity deficiencies throughout this line
Confirm syst
em geometry; monitor the upstream end of this line
with Sm
artCover or equivalent technology 33M079 Mark
et Street west of
Califor
nia Street
33N066, 33N070, 33N07
6,
33N083, 33M075, 33M079
4-2 Church Stre
et /
Pershing Avenue sewer
Significant portions of this line are known to be severely deteriorated and is a high priority for replacement. 30 percent design drawings were submitted in April 2021.

Construc
t the upstream invert of the replacement sewer at a
higher ele
vation to improve velocities if feasible, concurrent or prior to completing the Lincoln Street Pump Station and Force Main project.
none none none
4-3 Waterl
oo Road sewer
The model shows Pr
iority 4 surcharging and capacity deficiencies throughout this line,
but the line is very deep, so any improvements would be a low priority based on capaci
ty and depth of surcharging.

Confirm syst
em geometry; monitor the upstream end of this line
with SmartCover or equivalent technology 29P054 Waterloo Road and Sanguinetti Lane 29Q058, 29Q062, 29P070
Pump Station Capacity Improvements
-- Cumberland & 5-Mi
le
Slough PS Station is modeled as being over c
apacity at peak flow conditions Verify the nee
d for pump station capacity improvements through
flow meter
ing and/or pump runtime logging none none none
-- Don A
venue & Santiago PS Station is modeled as being over capacity at peak flow conditions Verify the nee d for pump station capacity improvements through
flow meter
ing and/or pump runtime logging none none none
N-129-60-20-42
-WP-R-WWMP
City of
Stockton
Wastwater Master Plan Update
Last Revised: 6-7-2022
EXHIBIT 1
198

Chapter 6
Analysis of Existing Flow Conditions

N-129-60-20-42-WP-R-WWMP
6-9 City of Stockton
Wastewater Master Plan Update
September 2022

6.4 PREVIOUSLY IDENTIFIED SYSTEM CONDITION DEFICIENCIES The City maintains and updates a CIP list to address existing system deficiencies and future needs for City wastewater collection system facilities. The projects on the CIP list are based on previous studies and address both capacity-related deficiencies and condition -related deficiencies. The capacity -related deficiencies are generally superseded by the recommendations of this Master Plan. The condition-related deficiencies, however, are not subject to reevaluation under this Master Plan , but nevertheless are assumed to remain applicable.

Condition-related deficiencies requiring rehabilitation of gravity sewers (designated as R -#) are summarized in Table 6-5. Condition-related deficiencies involving pump stations and force mains (designated as P-#) are summarized in Table 6-6. Both groups are presented schematically in Figure 6-3.

Gravity sewer projects are considered a high priority if design of improvements is already complete or in progress, or if such projects are otherwise considered by City staff to be an urgent need. Items P-1 through P-5 in Table 6-6 are considered a high priority based on longstanding need and a high consequence of system failure. All of the other listed gravity sewer and pump station projects are considered to be medium priority.

Improvements to the 14 -Mile Slough PS (Project P -1) have long been identified as necessary to address operational concerns. In addition, the long -term capacity needs of the station need to be identified so that the facility can be appropriately upsized to accommodate future development.

The 5 -Mile Slough force main (Project P -2) interconnects the 14 -Mile Slough PS, Swenson PS, Cumberland & 5-Mile Creek PS, and Plymouth & 5 -Mile Creek PS. Investigation of the force main and identification of rehabilitation measures/improvements is considered a high priority to ensure that force main operations remain uninterrupted.

The Lincoln Street PS and force main (Project P-3) have long been identified as being necessary to maintain system operations and to address a crit ical deficiency where the Market Street trunk sewer turns south and crosses Mormon Slough through an inverted siphon that is over 100 years old. According to City staff, the siphon is believed to be impacted by accumulated debris, and it is difficult or im possible to maintain properly due to its age and deteriorated condition. Some risk exists that the siphon could fail, which would entail prolonged bypass pumping and an emergency repair.

A parallel force main to serve the 14-Mile Slough PS and other pump stations in the northern part of the City (Project P-4) is considered to be an important need for long-term system resiliency. The length of the existing force main and suspected poor soil conditions along the alignment raises concerns about differential settlement or instabilities that could impact force main operation. Figure 6-3 shows a route identical to the existing force main. Alternative routes should be evaluate d during a preliminary engineering phase based on relative cost and exposure to unstable soils, seismic hazards, or other environmental factors.

Finally, the Swenson PS (Project P-5) is currently listed in the City’s CIP as in need of a capacity upgrade.

While the collection system model does not show this station to be capacity -limited, flow metering data from upstream gravity sewer locations indicate that this station allows incoming flows to back up into the upstream sewers during both wet and dry weather flow conditions. It is unclear whether the upstream surcharging is related to deteriorated condition of the pumps, operational settings, pump capacities being lower than currently reported, or some combination of these factors . Accordingly, this station has been added to the list of pump stations in Table 6-5 requiring attention.

EXHIBIT 1
199
Table 6-5. Previously
Identified Gravity Sewer Condition-Related Deficiencies Design
ation Name Exten
ts Exis
ting Pipe Diameter, in Approximate Len
gth, LF Priori
ty City P
roject No.

Chapter 6
Analysis of Existing Flow Conditions

N-129-60-20-42-WP-R-WWMP
6-11 City of Stockton
Wastewater Master Plan Update
September 2022

Table 6-6. City-Identified Pump Stations and Force Mains with Condition-Related Concerns Designation Facilities Priority City Project No.

EXHIBIT 1
201
0 1.250.625
Miles
[PS
±
[PS
±
[PS
±[PS
±[PS
±
[PS
±[PS
±
[PS
± [PS
±
[PS
±
[PS
±
[PS
±
[PS
± [PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
± [PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±

TF C W RU
§¨¦5
ÄÆ4
ÄÆ99

A R C H A I R P O R T R D

M O R A D A L N

F R E M O N T S T

M A I N S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

C A L I F O R N I A
S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

M A T H E W S
R D

H A R D I N GW A Y

F A R M I N G T O NR D

A L P I N E A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N

H O L T D R

S P E R R Y R D

W I L S O N
W A Y

S I E R R A

N E V A D A S T

A I R P O R T W A Y

W E B E R
A V E

O A K S T

P A R K
S T

M A I N
S T

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N E A V E

E L D O R A D O S T

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R S A C R A M E N T O R D

W I L S O N W A Y

S W A I NR D

M A R C H L N

T H O R N T O N R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

M A N T H E Y
R D

R O T H R D

D I A M O N D
S T

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 6\Figure 6-3. Condition-Related Deficiencies Identified by the City.mxd - jsteiner - 6/15/2022 1 2
3 4
10 8
7 9
6 5
10 8
1-10 Collection System Service Areas
Modeled Gravity Sewer
Modeled Gravity Sewer Identified for Rehab
Unmodeled Gravity Sewer Identified for Rehab (Project R-24) Force Main
Force Main Identified for Rehab
Proposed Force Main
[PS
±Pump Station
[PS
±Pump Station Identified for Rehab
[PS
±Proposed Pump Station
R-4
R-10
R-3
R-8
R-1
R-5
R-7
R-6
R-2
R-18
R-19
R-11
R-9
R-22
R-23
R-15
Figure 6-3
Condition-Related Deficiencies
Identified by the CIty
City of Stockton
Wastewater Master Plan Update
R-12
R-17
R-13
R-14
R-16
R-21
R-20
Notes:

1. Non-location-specific rehabilitation projects R-25, R-26, and R-27 not shown.

EXHIBIT 1
202

N-129-60-20-42-WP-R-WWMP
7-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 7
Analysis of Future Flow Conditions
The purpose of this chapter is to present the results of the hydraulic model of the wastewater collection system for 2040 development conditions. The major sections of this chapter include:
• 2040 Development and Flow Generation Areas
• Analysis of 2040 Flow Conditions
• Analysis of Buildout Flow Conditions

7.1 2040 DEVELOPMENT AND FLOW GENERATION AREAS
Modeled conditions for the 2040 timeframe consist of flows for existing development conditions, as described in Chapter 6, plus future flows from the following areas that do not currently discharge to the City’s wastewater collection system:
• General Plan Major Development Areas
• General Plan Study Areas
• Additional 2040 Development Areas
• Unincorporated County Islands
• Areas on Septic Tanks

7.1.1 General Plan Major Development Areas
Major development areas identified as part of the City’s General Plan process include the areas summarized in Table 7-1. The major development areas in excess of 50 acres of developable area are shown on Figure 7-1. The two largest such areas are Mariposa Road Community and the Sanctuary, each of which has a planned developable area in excess of 1,000 acres.

One area of note in the major development areas list is the Open Window project. This area is planned to include mixed-use high-rise buildings in the downtown area. Although there are only 10.9 developable acres involved, a special flow facto r of 24,400 gpd per acre is used. This flow factor was developed in a September 2019 technical memorandum titled “Near-Term Development and Downtown Wastewater Collection System Capacity”.

7.1.2 General Plan Study Areas
In addition to the major development areas, the City’s General Plan also includes a total of sixteen study areas throughout the City. The areas in question are shown on Figure 7-1 and development information for these areas is presented in Table 7-2. Study Areas 15 and 16 are designated entirely as Open Space/Agriculture land use in the 2040 General Plan, but are nevertheless included on Figure 7-1 and in Table 7-2 for completeness.

7.1.3 Additional 2040 Development Areas
Five additional development areas were added to the 2040 modeling analysis to account for known or likely additional flow contributions. The areas in question are summarized in Table 7-3 and are shown on Figure 7-1. In all cases, the General Plan land use designations are used.

EXHIBIT 1
203
Table 7-1. Major Development Areas, 2040 General Plan Conditions Planned 2040 Development Area, acres
Low Density
Residential
Medium Density
Residential Commercial Industrial
Open
Window
Parks and
Recreation
Total
Area
Mariposa Road Community 939.0 585.0 150.0 0 0 206.3 1,880.3 Sanctuary 1,026.0 67.4 35.5 0 0 193.0 1,321.9
South Stockton Commerce Center 0 0 20.3 792.0 0 17.2 829.5 Westlake Villages 680.0 0 0 0 0 12.8 692.8
Cannery Park 272.0 16.0 104.0 0 0 0 392.0
North Stockton Projects III 355.0 0 0 0 0 0 355.0
NorCal Logistics Center 0 0 0 325.0 0 0 325.0
Tra Vigne 260.7 11.7 10.4 0 0 20.4 303.2
Airpark 599 0 0 5.4 259.7 0 0 265.1
Delta Cove 132.7 47.6 2.6 0 0 57.7 240.6
Mariposa Industrial Park 0 0 0 203.5 0 0 203.5
Sanchez-Hoggan Annexation 0 0 0 169.8 0 0 169.8
Crystal Bay 19.4 78.7 0 0 0 10.0 108.1
University Park 10.1 11.0 30.9 0 0 0 52.0
Weston Town Ranch 0 0 41.5 0 0 0 41.5
Veterans Affairs Clinic 0 0 37.0 0 0 0 37.0
Open Window 0 0 0 0 10.9 0 10.9
CarMax Superstore 0 0 10.6 0 0 0 10.6
Tuscany Cove 0 4.3 0 0 0 0 4.3
Thornton and Eight Mile Road 0 0 2.1 0 0 0 2.1
Airport Way and Sperry Road Commercial 0 0 2.0 0 0 0 2.0 Development
N-C-129-60-20-42-WP-R-TABLES-CH7
City of Stockton
Wastwater Master Plan Update
Last Revised: 10-29-21
EXHIBIT 1
204
0 1.50.75
Miles
§¨¦5
ÄÆ4
ÄÆ99
Insurance
Auto Auction
Hammer Lane
Hotel
VA Project
AOB-96
Study Area1 Stockton
Northeast
Elkhorn
Rancho San
Joaquin
Wagner Heights
Oakridge-Swenson
CSA-15
Study
Area16
Study Area14
Study Area13
Study Area12
Study Area11
Study Area10
Study Area9Study Area8
Study
Area7Study
Area6Study
Area5
Study Area4
Study Area3
Study Area2
Study Area1
(this portion not expected to develop before 2040)
Study Area15

A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N TS T

M A I N
S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E RW A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T U R Y B L V D

M A T H E W S
R D

H A R D I N GW A Y

C H E R O K E E
L N

M A I N
S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

H U T C H I N S
S T

A I R P O R T W A Y

H A ML N

O A K S T

P A R K S T

L A T H R O P R D

M C K I N L E Y
A V E

K E T T L E M A N
L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N EA V E

E L D O R A D O S T

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R

S A C R A M E N T O R D

W I L S O N
W A Y

M A R C H L N

R E Y N O L D SR A N C H P K

H A R L A N
R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

G O L D E N

V A L L E Y P K U N I O N
R D

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
Weber Grant
El
Dorado-Airport
Crystal Bay
Sanctuary
Delta Cove
Mariposa Road
Community
Westlake
Villages
Cannery
Park
North
Stockton
Projects III
Airpark 599
Tra Vigne
NorCal
Logistics
Center Sanchez-Hoggan
Annexation
University
Park
Mariposa
Industrial Park
South Stockton
Commerce Center
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-1. Areas of 2040 Development and Flow Generation.mxd - jsteiner - 6/15/2022 Major Developments
General Plan Study Area
Unincorporated Islands Not Currently Connected
Areas on Septic Tanks to be Sewer Connected
Additional 2040 Flow Contributing Areas
City of Stockton Sphere of Influence
Stockton City Limits
Figure 7-1
Areas of 2040 Development and
Flow Generation
City of Stockton
Wastewater Master Plan Update
EXHIBIT 1
205
Table 7-2. Stu
dy Areas, 2040 General Plan Conditions
Plann
ed 2040 Study Area, acres
Low Density
Reside
ntial
Medium
Density
Reside
ntial Commercial Industrial
Open

Window
Parks and

Recreation
Total
Area
Study Are
a 1 – Eight Mile Road Area 232.1 73.2 0.6 0 0 157.0 462.9 Study Area 2 – Pacific Avenue Corridor 0 4.7 3.6 0 0 0 8.3 Study Area 3 – West Lane and Alpine Road Area 59.8 21.7 6.2 0 0 0 87.7 Study Area 4 – Port / Waterfront 11.2 26.7 2.9 5.6 0 3.4 49.9 Study Area 5 – El Dorado Street / Center Street Corridor 0 17.2 1.8 0 0 0 19.0 Study Area 6 – Miner Avenue / Weber Avenue Corridor 0 18.0 3.4 0 0 0 21.3 Study Area 7 – Wilson Way Corridor 0 6.8 5.1 0 0 0 12.0 Study Area 8 – I-5 / Highway-4 Interchange 0 38.0 0.9 0 0 0 38.9 Study Area 9 – Railroad Corridor at California Street 0 19.3 1.5 0 0 0 20.7 Study Area 10 – I-5 and Charter Way Area 57.9 4.2 2.6 2.7 0 0 67.4 Study Area 11 – Charter Way / MLK Jr Boulevard Corridor 0 7.7 0.4 0 0 0 8.2 Study Area 12 – Airport Way Corridor 0 4.7 10.2 13.1 0 0 28.0 Study Area 13 – Mariposa Road and Charter Way Area 0 0 1.5 0 0 0 1.5 Study Area 14 – East Weston Ranch 0 0 14.8 0 0 0 14.8
Study Area 15 – South of French Camp Road 0 0 0 0 0 0 0 Study Area 16 – E. French Camp Road Area 0 0 0 0 0 0 0
Development
N-C-129-60-20-42-WP-R
-TABLES-CH7
City of
Stockton
Wastwater Master Plan Update
Last Revised: 10-29-21
EXHIBIT 1
206

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-5 City of Stockton
Wastewater Master Plan Update
September 2022

Table 7-3. Additional 2040 Development Areas
Designation System ID Area, acres
VA Project 8 195.6
CSA-15 9 189.5
Insurance Auto Auction 9 139.0
AOB-96 6 101.9
Hammer Lane Hotel 2 15.5

7.1.4 Unincorporated County Islands
As discussed in Chapter 2 of this report, there exist a series of unincorporated County areas (referred to as “islands”) that are technically not within the Stockton City limits, but which are located inside or adjacent to the outmost City limits boundary. A total of 17 such areas have been identified, of which the following seven areas (shown on Figure 7-1) are either known to be on septic tanks or have no known connection to the City’s wastewater collection system:

Stockton Northeast
Elkhorn
Rancho San Joaquin
Wagner Heights
Oakridge-Swenson
Weber Grant
El Dorado/Airport
For purposes of this analysis, it is assumed all of the currently unconnected areas will be connected to the wastewater collection system by 2040. While no specific timeline exists for establishing such connections, this assumption is a conservative approach to estimating future flow conditions. The 2040 demands for these areas are estimated by applying the flow factors described in Chapter 4 to the relevant land use quantities established in the City’s General Plan.

7.1.5 Areas on Septic Tanks
As discussed in Chapter 6 of this report, there are areas of the City where sewer lines exist in the street, but some parcels are on septic tanks and were never connected to the adjacent sewers. These areas are shown on Figure 7-1. The areas in question are generally small and are located in older areas of the City.

As with the unincorporated islands, no specific timeline exists for connecting these parcels to the adjacent sewers; however, assuming that such connections will occur represents a conservative approach to estimating future flow conditions. As noted in Chapter 6, the parcels in question are generally limited to those designated as Low Density Residential in the City’s General Plan land use database. The 2040 demands for these areas are estimated by applying the Low Density Residential flow factor developed in Chapter 4 to the relevant parcels.

EXHIBIT 1
207

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-6 City of Stockton
Wastewater Master Plan Update
September 2022

7.2 ANALYSIS OF 2040 CONDITIONS
The following topics are addressed in this section:
• System Infrastructure to Serve Future Development
• Model Results for 2040 Conditions
• Improvements to Address 2040 Capacity Deficiencies

7.2.1 System Infrastructure to Serve Future Development Modeled future system infrastructure, including pump stations, force mains, and gravity sewers 12-inch diameter and larger , is shown in Figure 7-2. The indicated infrastructure layout is either based on a preliminary layout by a recent development project proponent, or on an analysis of surface topography, critical surface features (such as highways, railroads, and stream channels), and sewer pipe depths.

The exact configuration of collection system facilities serving future areas is subject to change as development proceeds. For modeled future flow conditions, all existing infrastructure is assumed to remain unchanged. Moreover, as with modeled existing flow conditions, the model treats pump stations as passing all incoming flows regardless of station capacity such that the capacities of pump stations and downstream gravity lines can be properly evaluated.

Past planning analyses assumed that the Mariposa Road development area would be served by a new pump station that would connect directly to the RWCF via a 43,000 -foot force main with an alignment primarily through Systems 6 and 5. This Master Plan has identified alternatives to that previous theoretical alignment that would reduce the amount of construction through congested areas and would minimize work on Navy Drive. It is assumed that the force main for the pump station serving the Mariposa Road Community development area would be aligned through either System 7 or System 8, as shown on Figure 7-2. Issues related to connecting the Mariposa Road Community development area to the existing system are discussed in Section 0 below.

7.2.2 Model Results for 2040 Conditions
Modeled surcharge results for the 10-year, 24-hour design storm under 2040 development conditions are shown on Figure 7-3. Each location where pipe surcharging is indi cated by the model are summarized in Table 7-4, along with the recommended diameter if the pipeline were to be replaced. The modeled system deficiencies for 2040 conditions are only slightly more severe than those described for existing conditions, but not fundamentally different. In addition, no additional Priority 1 surcharged lines are indicated for modeled 2040 conditions (as compared to those in Chapter 6); however, three additional lines show either Priority 2 or Priority 3&4 surcharging for modeled 2040 development conditions that did not surcharge under modeled existing peak flow conditions.

Additional surcharged lines under modeled 2040 conditions that did not surcharge under modeled existing peak flow conditions include:
• The Del Norte Street sewer from the Smith Canal and Fontana PS force main outlet to West Scotts Avenue
• The S. Airport Way sewer from South Longe Street spur to Sperry Road • The North Lincoln Street sewer from its upstream terminus to North Lincoln Street EXHIBIT 1
208
0 1.50.75
Miles
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
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±
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±
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±
[PS
±[PS
±
[PS
± [PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
[PS
±[PS
±
[PS
±
[PS
±
[PS
±
[PS
±
§¨¦5
ÄÆ4
ÄÆ99
Gateway
PS
Sanctuary
PS
Newton
Road PS
Mariposa
PS
System 8
PSTidewater
PS
Priest
Road PS
Mariposa Road PS Force MainSystem 7 Alignment
Mariposa Road PS Force MainSystem 8 Alignment A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N TS T

M A I N S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

C A L I F O R N I A S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y B L V D

G U I L D
A V E

H A R D I N GW A Y

F A R M I N G T O NR D

U N I O N
R D

S T O C K T O N S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

W I L S O N
W A Y

H U T C H I N S
S T

A I R P O R T W A Y

H A ML N

W E B E R
A V E
O A K
S T

P A R K S T

M A I N S T

C H E R O K E E
L N

M C K I N L E Y
A V E

K E T T L E M A N L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

M A I N S T

H A M M E R L N

A L P I N EA V E

L A T H R O P R D

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R S A C R A M E N T O R D

W I L S O N
W A Y

S W A I NR D

M A R C H L N

T H O R N T O N R D

R E Y N O L D SR A N C H P K

H A R L A N
R D

N A V Y D R M A R I P O S A R D

G O L D E N

V A L L E Y P K

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D
24"
15"
18"
15"
12"
24"
21"
18"
15"
27"
27"
30"
15"
12"
27"
8"
12"
15"
12"
12"
15"
15"
42"
12"
36"
12"
21"
12"
18"
24"
18"
15"
12"
24"
30"
36"
12"
18"
12"
15"
15"
24"
12"
15"
30"
12"
18"
8"
12"
15"
27"
15"
15"
24"
12"
15"
15"
12"
18"
18"
21"
15"
21"
15"
18"
12"
21"
8"
18"
12"
27"
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24"
33"
12"
12"
21"
24"
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30"
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45"
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33"
18"
18"
15"
15"
18"
18"
8"
12"
12"
21"
18"
12"
21"
21"
12"15"
54"
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-2. Modeled 2040 Collection System Facilities.mxd - jsteiner - 9/2/2022 Modeled Existing Gravity Sewer
Modeled Existing Force Main
Future Gravity Sewer
Future Force Main
[PS
±Existing Pump Station
[PS
±Future Pump Station
Major Developments
General Plan Study Area
Unincorporated Islands
Areas on Septic Tanks to be Sewer
Connected
Additional 2040 Developments
City of Stockton Sphere of Influence
Figure 7-2
Modeled Future
Collection System Facilities
City of Stockton
Wastewater Master Plan Update
Notes:

1. Facilities constructed during preparation of this Master Plan.

2. This figure does not include improvements identified in Chapter 6.

See Note 1
EXHIBIT 1
209

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-8 City of Stockton
Wastewater Master Plan Update
September 2022

Peak flow results for the 10 -year, 24-hour design storm at the 23 modeled existing pump stations are summarized in Table 7-5. As indicated, the Cumberland & 5-Mile Slough PS, Don Avenue & Santiago PS, and Westlake PS are all over capacity at modeled 2040 buildout peak flow conditions. In addition, the force mains for 14-mile Slough PS and Westlake PS are undersized for modeled 2040 peak flow conditions. It should be noted that the model may overstate peak flows at the Westlake PS because the development areas discussed in Section 7.1.1 and shown in Table 7-1 include approximately 87 acres of existing and planned lakes that are designated as Low Density Residential development. Removing such areas from the calculation results in 2040 peak flows much closer to the firm capacities of the pump station and force main.

Modeled results for 2040 conditions at the future pump station facilities are summarized in Table 7-6. All estimated future force main sizes are the smallest diameters at which the lines flow less than 8 feet per second for modeled buildout peak flow conditions. As indicated in the table, the Gateway PS, System 8 PS, and Priest Road PS are expected to have zero flow at 2040 conditions.

7.2.3 Improvements to Address 2040 Capacity Deficiencies Improvements to address capacity deficiencies for modeled 2040 conditions include all improvements identified in Chapter 6, plus the following items:

Gravity sewer facilities to serve 2040 General Plan development, as illustrated on Figure 7-2.

Pump station and force main facilities needed to serve 2040 General Plan development, as illustrated on Figure 7-2.

Capacity-deficient gravity sewers, as shown in Table 7-4.

Capacity-deficient pump stations and force mains, as shown in Table 7-5.

One issue of concern for the City involves the pump station location and force main alignment that would serve the planned Mariposa Roa d Community development area. As noted above, previous collection system planning showed the force main alignment along a northerly route through Systems 6 and 5, but this alignment is no longer considered preferable. Instead, as shown in Figure 7-2 above, it would be more suitable to have a force main alignment either through System 7 or through System 8.

The Mariposa Road Community development area is predicted to produce a peak flow of 13.7 mgd by 2040 and 25.2 mgd by buildout, based on the planning factors presented in Chapter 4. As shown in Table 7-7, the model shows available gravity flow capac ity within the existing gravity sewers of both systems through 2040 and beyond. (The two pathways share a common alignment from Fresno Avenue to Navy Drive.) Specifically, the existing gravity trunk sewers could accommodate flows from the Mariposa Road Community development area for an interim period, especially along the System 8 pathway.

However, the model indicates that insufficient gravity flow capacity exists to accommodate the Mariposa Road Community development area flows under buildout conditions.

Accordingly, the City will need to decide what infrastructure is needed right away to accommodate the Mariposa Road development area and whether some infrastructural requirements can be delayed. For purposes of master planning, it is recommended that the Mariposa Road development area pump station be constructed to allow for future expansion that can accommodate equipment capable of pumping all flows directly to the RWCF, but that a shorter force main be constructed in the interim that is directed into the System 8 pathway.

EXHIBIT 1
210
0 1.50.75
Miles

TF C W RU
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§¨¦5
ÄÆ4
ÄÆ99

A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N TS T

M A I N S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

C A L I F O R N I A S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y B L V D

G U I L D
A V E

M A T H E W S
R D

H A R D I N GW A Y

F A R M I N G T O NR D

U N I O N
R D

S T O C K T O N S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

W I L S O N
W A Y

H U T C H I N S
S T

A I R P O R T W A Y

H A ML N

W E B E R
A V E
O A K
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M C K I N L E Y
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T H O R N T O N R D

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W A T E R L O O R D

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P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
Figure 7-3
Modeled Capacity Deficiencies
10-Year, 24-Hour Storm
2040 Development Conditions
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-3. 2040 10yr24hr Capacity.mxd - jsteiner - 6/15/2022 Modeled Sewer Lines
Priority 1
Priority 2
Priority 3&4
Backwater-Induced SSO
Backwater-Induced Surcharging
No Surcharging
Force Main
Capacity-Deficient Force Main
Future Gravity Main
Future Force Main
[PS
± Pump Station - No Capacity Deficiency
[PS
± Pump Station - Capacity Deficiency
[PS
± Future Pump Stations
TF C W RU Regional Wastewater Control Facility
1 2
3 4
10 8
7 9
65 10
8 1-10 Collection System Service Areas
Gateway
PS
Sanctuary
PS
Newton
Road PS
Mariposa
PS
System 8
PSTidewater
PS
Priest Road
PS
Notes:

1. Possible System 8 alignment of the Mariposa Road PS force main not shown (see Figure 7-2).

EXHIBIT 1
211
Table 7
-4. Modeled Gravity Sewer Capacity Deficiencies, 2040 Development Conditions, 10-Year, 24-Hour Design Storm ID # Design
ation Priorities System
GIS Year
Constructed
Upstream
MH ID
Upstream
MH Location
Downstream

MH ID
Downstr
eam
MH Location
GIS Pipe
Dia, in
Upsized Pipe
Dia, in
Total
Length, ft
No. of Pipe
Segments
Depth to Pipe
Crown, ft
Maximum
Flow, mgd
Maximum
Surcharge, ft
Minimum
Headspace, ft
Priority 1 Group
1-1 E. Marsh Street sewer 1,2,4 6 1895–1940 32R072 Olympic Circle 33P105 S. Sierra Nevada Street 18 24 7,406 21 4.0 to 10.4 4.01 5.3 0 1-2 El Dorado Street /
S. Center Street sewer 1,2,4 6 1905–1915 37N043 E. 6th Street 36M016 E. Charter Way 16 21,24 2,832 9 7.4 to 12.1 3.54 8.9 0 1-3 S. Wilson Way sewer 1,2 6 1947 34P082 E. Worth Street 35P012 Mormon Slough 10,12 21 1,001 5 7.6 to 8.6 2.73 8.1 0 1-4 E. 6th Street 1,2 6 1900 37N034 S. San Joaquin Street 37N043 El Dorado Street 12 18 701 4 10.2 to 10.8 1.89 10.7 0 Priority 2 Group
2-1 E. Main Street sewer 2,4 6 1910–1984 33T029 S. Oro Avenue 33Q014 E. Washington Street 12,16 18 8,756 27 7.6 to 10.3 1.74 6.1 2.1 2-2 W. Washington Street /
Port Road 23 sewer 2,3 5 no data 34J016 west of Port Road 13 36H003 north of Navy Drive 12,15,18 18,21 3,800 9 5.6 to 11.8 2.93 4.9 4.0 2-3 Don Avenue / Meadow
Avenue sewer 2 2 1957–1973 20G060 Santiago Way 21G051 Oak Creek Drive 12 15 2,171 10 8.1 to 9.8 1.59 5.7 2.6 2-4 S. El Dorado Street sewer 2,4 6 1900–1910 35M031 E. Worth Street 36N016 E. Charter Way 12 15 1,815 5 8.9 to 11.5 1.19 2.0 6.9 2-5 Del Norte Street sewer 2,4 5 1949–1959 34K004 Force main outlet 35K030 W. Scotts Avenue 36 42 4,132 12 4.4 to 9.3 22.06 1.3 4.2 Priority 3&4 Group
4-1 Market Street sewer 4 5 1900–1920 33M079 S. El Dorado Street 34L002 S. Lincoln Street 12,14,16,18 18,24 2,320 8 12.4 to 16.1 1.94 2.6 11.2 4-2 Church Street/Pershing
Avenue sewer 4 5 1917 34L022 S. Harrison Street 36L035 Navy Drive 24 30 5,613 15 9.5 to 15.0 3.73 2.3 9.2 4-3 Waterloo Road sewer 4 3 1920–1984 29Q063 Williams Street 30P039 Hiawatha Avenue 12,15 15,18 1,834 8 21.9 to 23.7 2.30 1.8 20.1 4-4 N. Lincoln Street sewer 4 5 1920 33L036 upstream terminus 33L039 N. Lincoln Street 4 8 161 4 14.0 to 14.8 0.18 2.2 11.8 N-C-129
-60-20-42-wp-r-tables-cha7
City of S
tockton
Wastewater Master Plan Update
Last Revised: .6-10-22
EXHIBIT 1
212
Tab
le 7-5. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, 2040 Development Conditions Pump
Station System
Firm
Capacity, mgd
Peak Flo
w,
mgd (a)
Force Ma
in
Diameter, in
Maximu
m Force Main
Velocity
, ft/sec (a)
14-Mile Slou
gh 10 (b) 30.82 30 9.7
Alexand
ria & 14-Mile Slough 2 1.97 1.21 15 1.5
Arch Road 8 8.70 0.92 24 0.5
Blossom Ranch 2 1.30 0.56 8 2.5
Brookside Estates 10 8.64 2.61 20 1.9
Camanche & Ridgeway 2 2.40 0.94 none --
County Hospital -- 2.16 0.20 dual 10 0.3
Cumberland & 5-Mile Creek 1 4.32 5.68 16 6.3
Don Ave & Santiago 2 0.79 1.45 15 1.8
Drake & Highway 99 4 3.54 3.39 14 4.9
Grupe Business Park 7 0.86 0.036 8 0.2
Kelly & Mosher Slough 1 4.32 1.96 12 3.9
March-Brookside & I-5 2 1.15 0.76 8 3.4
Origone 9 5.18 0 16 0.0
Plymouth & 5-Mile Creek 1 1.25 0.49 8 2.2
Sanguinetti 9 15.98 4.70 24 2.3
Sinclair Avenue & Highway 4 7 4.32 0.123 10 0.3
Smith Canal & Fontana 3 37.92 37.36 dual 30 5.9
Swenson (North) 2 20.16 18.89 dual 24 4.7
Thornton & Davis 2 1.22 1.13 8 5.0
Waterloo & Roosevelt 4 2.74 2.60 12 5.1
Westlake 10 4.35 5.18 12 10.2
Weston Ranch 8 15.98 5.53 dual 30 0.9
(a) E
xceedances of pump station firm capacity and the force main velocity criterion of 8 ft/sec are highlighted in yellow. (b) Cannot be calculated due to unknown pump capacities; see Table 2-9.

N-C-129-60-20
-41-WP-R-TABLES-CHA7
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
213

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-12 City of Stockton
Wastewater Master Plan Update
September 2022

Table 7-6. Model Results for 2040 Conditions at Future Pump Station Facilities Name Development Area
Peak
Flow, mgd
Force Main
Length, feet
Force Main
Diameter,
inches (a)
Peak Flow
Velocity,
feet/sec
Gateway Study Area 1 north of Eight Mile Road 0 (c) <10 24 0 (c) Mariposa Mariposa Road Community 14.03 36,100 (b) 30 4.4 Newton Road CSA-15/Insurance Auto Auction 2.60 2,200 14 3.8 Priest Road Areas southwest of Stockton
Municipal Airport 0 (c) 2,300 14 0 (c)
Sanctuary Sanctuary 4.85 <10 14 7.0
System 8 Areas south of Arch Road and east of
Highway-99 0 (c) 4,300 24 0 (c)
Tidewater South Stockton Commerce Center 1.51 2,800 30 0.5 (a) Sized for buildout conditions.
(b) System 7 alignment assumed.
(c) No flow at 2040 conditions; required for buildout.

Table 7-7. Available Flow Capacity in Systems 7 and 8
System 7 Pathway
Available Qp Capacity, mgd Existing Pipes
Existing 2040 Buildout Diameter, in Length, LF
Mariposa Road to Ralph Ave 9.1 8.5 5.7 30 11,800
Ralph Ave to El Dorado St. 7.7 7.0 2.1 42 6,200
El Dorado St. to Fresno Ave 10.4 9.7 4.0 48 13,500
Fresno Ave to Houston Ave (a) 44.9 37.0 11.6 72 2,500
Houston Ave to Navy Drive (a) 43.1 32.5 0.8 72 6,100
System 8 Pathway
Available Qp Capacity, mgd Existing Pipes
Existing 2040 Buildout Diameter, in Length, LF
Marfargoa Road to Airport Way 21.5 17.1 12.7 42 14,200
Airport Way to El Dorado St. 35.5 28.6 14.1 66 5,600
El Dorado St. to Fresno Ave 51.3 44.0 25.3 72 17,100
Fresno Ave to Houston Ave (a) 44.9 37.0 11.6 72 2,500
Houston Ave to Navy Drive (a) 43.1 32.5 0.8 72 6,100
Development Area
Modeled Qp, mgd
Existing 2040 Buildout
Mariposa Road Community 0 14.0 25.2
(a) The System 7 and System 8 pathways are converged from Fresno Avenue to Navy Drive.

EXHIBIT 1
214

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-13 City of Stockton
Wastewater Master Plan Update
September 2022

7.3 ANALYSIS OF BUILDOUT FLOW CONDITIONS
In addition to evaluating 2040 flow conditions, it is also necessary to consider collection system flows associated with the buildout of the City’s Sphere of Influence. The analysis of buildout flow conditions is needed to ensure that any future upsizing o f collection system pipes is adequate to accommodate development consistent with planned future land uses through General Plan buildout. Accordingly, the following topics are addressed in this section:
• Buildout Model Flow Assumptions
• Buildout Model Results

7.3.1 Buildout Model Flow Assumptions
Development of the buildout model requires adding future flow inputs that are not accounted for in the 2040 conditions model. Additional flow inputs fall into two categories:

1. Currently vacant parcels not accounted for in any of the 2040 development areas.

2. Additional flows that may be added to the 2040 development areas after 2040.

In the latter case, the development quantities associated with the various development areas do not necessarily reflect full buildout of th ose areas. As an example, the difference between the 2040 development quantities and the buildout quantities for Study Area 1 are shown in Table 7-8. As indicated in the table, a significant amount of additional development is assumed to occur in Study Area 1 between 2040 and buildout. Similar results exist for other 2040 development areas.

Table 7-8. Study Area 1 Development Quantities, 2040 vs. Buildout Land Use Category
Parcel Area, acres
2040 (a) Buildout
Economic and Education Enterprise 0 3,784.1
Low Density Residential 232.1 647.3
Medium Density Residential 73.2 143.0
High Density Residential 0 53.5
Commercial 0.6 17.2
Institutional 0 39.0
Parks and Recreation 157.0 153.6
TOTAL 462.9 4,837.7
(a) All 2040 development expected to occur south of Eight Mile Road.

EXHIBIT 1
215

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-14 City of Stockton
Wastewater Master Plan Update
September 2022

Figure 7-4 illustrates the difference between existing, 2040, and buildout conditions in terms of flow generation. Specifically, the figure shows the following four categories of parcels with regard to the generation of future flow:
• Flow producing parcels that are assumed to remain unchanged from existing conditions • 2040 areas of development and flow generation (as shown in Figure 7-1) • Currently vacant parcels assumed to produce flows at buildout (but not by 2040) • Parcels with non-flow-producing land uses

7.3.2 Buildout Model Results
Buildout model system surcharging results are presented in Figure 7-5. Sewer runs where surcharging is indicated are summarized in Table 7-9. The number of pipes where the model indicates surcharging is substantially greater than for 2040 conditions. Specifically, Table 7-9 shows a total of 14 sewer runs where modeled surcharging is indicated for buildout conditions but not for existing or 2040 conditions.

Buildout model results for existing pump stations are presented in Table 7-10. Buildout model results for future pump stations are presented in Table 7-11. In addition to the stations previously identified as being over capacity for 2040 conditions, the Drake & Highway-99 PS, Smith Canal & Fontana PS, Swenson (North) PS, and Waterloo & Roosevelt PS are all shown as over capacity for buildout peak flow conditions.

Moreover, in addition to the 14 -Mile Slough PS force main and the Westlake PS force main being undersized for buildout peak flow conditions (as also indicated for 2040 conditions), the Sinclair & Highway-4 PS force main is also shown as being undersized for buildout peak flow conditions.

For this analysis, a line that is modeled as surcharging at buildout conditions but not at existing or 2040 conditions is not considered adequate justification to trigger an improvement, due to the uncertainty of when and if such a flow condition will ever occur . If, however, the need for a condition -related improvement has already been identified for the line in question, then an upsizing of that line is justified if either of the following two conditions are met:

Surcharging under buildout conditions is expected to be severe enough that the risk of future outflows exists.

It has already been determined for other reasons that the pipe in question needs to be dug and replaced.

The application of this approach is presented in Chapter 8 of this report.

EXHIBIT 1
216
Figure 7-4
Parcel-Based Flow Generation
Existing vs. Future
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-4. Parcel-Based Flow Generation - Existing vs. Future.mxd - jsteiner - 3/25/2022

A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N T S T

M A I N
S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

C A L I F O R N I A S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y

B L V D

M A T H E W S
R D

H A R D I N GW A Y

F A R M I N G T O NR D

M A I N S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

S T O C K T O N S T

W I L S O N

W A Y H U T C H I N S
S T

A I R P O R T W A Y

H A M L N

W E B E R
A V E
O A K
S T

H A Z E L T O N A V E

P A R K S T

M A I N S T

L A T H R O P R D

C H E R O K E E
L N

M C K I N L E Y
A V E

K E T T L E M A N
L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N EA V E

E L D O R A D O S T

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R S A C R A M E N T O R D

W I L S O N W A Y

M A R C H L N

T H O R N T O N R D

R E Y N O L D SR A N C H P K

H A R L A N
R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

G O L D E N

V A L L E Y P K

U N I O N
R D

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
City of Stockton Parcels
Unchanged from Existing Conditions
Flow Producing After 2040
2040 Flow Generation Area
Non-Flow-Producing Land Use
City of Stockton Sphere of Influence 0 1.50.75
Miles
EXHIBIT 1
217
0 1.50.75
Miles

A R C H

A I R P O R T R D

H A R N E Y
L N

M O R A D A L N

F R E M O N TS T

M A I N S T

E I G H T M I L E R D

D R M A R T I N

L U T H E R K I N GJ R B L V D

C H A R T E R W A Y

W A S H I N G T O N S T

B A R B A R AT E R R YB L V D

C A L I F O R N I A S T

F I L B E R T
S T

P E R S H I N G A V E

M A I N S T

C E N T E R S T

D A V I S R D

C E N T U R Y B L V D

G U I L D
A V E

M A T H E W S
R D

H A R D I N GW A Y

F A R M I N G T O NR D

U N I O N
R D

S T O C K T O N S T

A L P I N E A V E

L A T H R O P
R D

C O T T A G E
A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N H O L T D R

S P E R R YR D

W I L S O N
W A Y

H U T C H I N S
S T

A I R P O R T W A Y

H A ML N

W E B E R
A V E
O A K
S T

P A R K S T

M A I N S T

C H E R O K E E
L N

M C K I N L E Y
A V E

K E T T L E M A N L N

H A R N E Y
L N

B U C K L E Y

C O V E W A Y

H O L M A N R D

M A I N S T

H A M M E R L N

A L P I N EA V E

L A T H R O P R D

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R S A C R A M E N T O R D

W I L S O N W A Y

S W A I NR D

M A R C H L N

T H O R N T O N R D

R E Y N O L D SR A N C H P K

H A R L A N
R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

G O L D E N

V A L L E Y P K

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D

M A R I P O S A
R D
Figure 7-5
Modeled Surcharging Results
10-Year, 24-Hour Storm
Buildout Development Conditions
City of Stockton
Wastewater Master Plan Update
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 7\Figure 7-5. Buildout 10yr24hr Capacity.mxd - jsteiner - 6/15/2022 Modeled Sewer Lines
Priority 1
Priority 2
Priority 3&4
Backwater-Induced SSO
Backwater-Induced Surcharging
No Surcharging
Force Main
Capacity-Deficient Force Main
Future Gravity Main
Future Force Main
[PS
± Pump Station - No Capacity Deficiency
[PS
± Pump Station - Capacity Deficiency
[PS
± Future Pump Stations
TF C W RU Regional Wastewater Control Facility
1 2
3 4
10 8
7 9
65 10
8 1-10 Collection System Service Areas
Gateway
PS
Sanctuary
PS
Newton
Road PS
Mariposa
PS
System 8
PSTidewater
PS
Priest Road
PS
Notes:

1. Possible System 8 alignment of the Mariposa Road PS force main not shown (see Figure 7-2).

EXHIBIT 1
218
Table 7-9. Modeled
Gravity Sewer Capacity Deficiencies, Buildout Development Conditions, 10-Year, 24-Hour Design Storm ID #
Designation Priorities System
GIS Year
Constructed
Upstream
MH ID
Upstream
MH Location
Downstream
MH ID
Downstream
MH Location
GIS Pipe
Dia, in
Total
Length, ft
No. of Pipe
Segments
Depth to Pipe
Crown, ft
Maximum
Flow, mgd
Maximum
Surcharge, ft
Minimum
Headspace, ft
Priority 1 Group (Ex. And 2040 Conditions)
1-1 E. Marsh Street sewer 1,2,4 6 1895–1940 32R072 Olympic Circle 33P105 S. Sie rra Nevada
Street 18
7,406 21 4.0 to 10.4 4.34 5.9 0
1-2 El Dorado Street /
S. Center Street sewer 1,2,4 6 1905–1915 37N043 E. 6th Street 36M016 E. Charter Way 16 2,832 9 7.4 to 12.1 3.58 10.0 0 1-3 S. Wilson Way sewer 1,2 6 1947 34P082 E. Worth
Street 35P012 Mormon Slough 10,12 1,001 5 7.6 to 8.6

Avenue 12,15 1,834 8 21.9 to 23.7 2.57 2.9 19.0
4-4 N. Lincoln Street sewer 4 5 1920 33L036 upstream
terminus 33L039 N. Lincoln
Street 4 161 4 14.0 to 14.8 0.05 1.8 12.4
Buildout-Only Group
B-1 Sierra Nevada Street
sewer 1,2 3,6 1895–1900 32P048 E. Lindsay
Street 33P105 E. Sonora Street 18 3,312 9 5.1 to 10.5 3.69 6.2 0 B-2 Church Street trunk sewer 4 5,6 1895–1985 33P105 E. Sonora Street 34L037 S. Harrison
Street 27 9,558 27 9.4 to 13.0 7.59 2.5 8.8
B-3 Mormon Slough sewer 2,4 6 1956 34Q037 E. Jefferson
Street 34P088 Worth Street 24 2,617 5 4.7 to 18.6 7.08 3.7 1.2 B-4 Worth Street trunk sewer 4 6 1920–1945 34P088 S. Sierra Nevada Street 35L034 W. Anderson
Street 36 8,502 17 6.7 to 20.8 14.71 3.0 4.2
B-5 Navy Drive west trunk
sewer (42") 1,2,4 5 1997 34G023 San Joaquin
River crossing 36H902 RWCF 42 4,602 12 7.8 to 14.2 63.52 13.8 0 B-6 Oak Street trunk sewer 2,4 3 1900–1958 31P131 Grant Street 33K010 McNabb Place 21,24 8,444 25 8.8 to 11.8 4.49 2.2 7.4 B-7 N Pershing Avenue trunk
sewer 2,4 3 1958 33K010 Oak Street 31K106 Tuxedo Avenue 20,24 4,260 21 9.1 to 16.2 5.40 1.5 7.7 B-8 Oro Avenue / Horner
Avenue 1,2,4 4,6 1984 33T027 E. Main Street 32S052 S. Drake Avenue 12,18 2,817 10 21.5 to 25.8 4.34 10.2 11.3 B-9 Oak Creek Drive / Park
Woods Drive 4 2 1957 21G062 Meadow
Avenue 22G031 Bonniebrook
Drive 12 1,511 8 10.6 to 12.6 1.23 1.3 9.5
B-10 Union Street sewer 2,3 3 1890–1918 30N015 Harding Way 32N016 Oak Street 10,12 3,305 8 6.1 to 10.7 1.00 1.0 5.1 B-11 A.G. Spanos Boulevard
sewer 2,4 10 1993–2006 14F017 Thornton Road 16F018 Whistler Way 24 4,399 14 13.7 to 16.9 7.68 5.8 9.4 B-12 Weber Avenue sewer 3,4 5 1920 33L067 Mormon
Slough 33L048 N. Lincoln
Street 6,8 1,791 7 6.3 to 12.7 0.52 2.0 5.9
B-13 Navy Drive west trunk
sewer (30") 2 5 1959 34G016 San Joaquin
River crossing 36H007 RWCF 30,36 4,080 9 4.6 to 10.2 24.62 2.2 5.4 B-14 S. Airport Way sewer 1,2,4 8 1974 45R005 S. Longe Street 42R024 Sperry Road 18 5,022 16 7.5 to 12.3 15.20 12.9 0 B-15 Performance Drive 1,2 8 1974 44Q001 Aviation Drive 44R013 S. Airport Way 12 2,073 6 3.6 to 9.4 1.22 8.2 0 N-C-129-
60-20-42-wp-r-tables-cha7
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
219
Tab
le 7-10. Modeled Pump Station Results, 10-Year, 24-Hour Design Storm, Buildout Development Conditions Pump
Station System
Firm
Capacity, mgd
Peak Flo
w,
mgd (a)
Force Ma
in
Diameter, in
Maximu
m Force Main
Velocity
, ft/sec (a)
14-Mile Slou
gh 10 (b) 60.58 30 19.1
Alexand
ria & 14-Mile Slough 2 1.97 1.23 15 1.5
Arch Road 8 8.70 4.39 24 2.2
Blossom Ranch 2 1.30 0.66 8 2.9
Brookside Estates 10 8.64 2.72 20 1.9
Camanche & Ridgeway 2 2.40 1.20 none --
County Hospital -- 2.16 0.89 dual 10 1.3
Cumberland & 5-Mile Creek 1 4.32 6.10 16 6.8
Don Ave & Santiago 2 0.79 1.60 15 2.0
Drake & Highway 99 4 3.54 4.34 14 6.3
Grupe Business Park 7 0.86 0.397 8 1.8
Kelly & Mosher Slough 1 4.32 1.86 12 3.7
March-Brookside & I-5 2 1.15 0.76 8 3.4
Origone 9 5.18 2.16 16 2.4
Plymouth & 5-Mile Creek 1 1.25 0.49 8 2.2
Sanguinetti 9 15.98 8.83 24 4.3
Sinclair Avenue & Highway 4 7 4.32 1.58 10 4.5
Smith Canal & Fontana 3 37.92 44.30 dual 30 7.0
Swenson (North) 2 20.16 20.23 dual 24 5.0
Thornton & Davis 2 1.22 1.20 8 5.3
Waterloo & Roosevelt 4 2.74 3.46 12 6.8
Westlake 10 4.35 5.03 12 9.9
Weston Ranch 8 15.98 10.03 dual 30 1.6
(a) E
xceedances of pump station firm capacity and the force main velocity criterion of 8 ft/sec are highlighted in yellow. (b) Cannot be calculated due to unknown pump capacities; see Table 2-9.

N-C-129-60-20
-41-WP-R-TABLES-CHA7
City of
Stockton
Wastewater Master Plan Update
Last Revised: 06-10-22
EXHIBIT 1
220

Chapter 7
Future Collection System Analysis

N-129-60-20-42-WP-R-WWMP
7-19 City of Stockton
Wastewater Master Plan Update
September 2022

Table 7-11. Model Results for Buildout Conditions at Future Pump Station Facilities Name Development Area
Peak
Flow, mgd
Force Main
Length, feet
Force Main
Diameter,
inches
Peak Flow
Velocity,
feet/sec
Gateway Study Area 1 14.88 <10 24 7.3
Mariposa Mariposa Road Community 25.22 36,100 (a) 30 8.0 Newton Road CSA-15/Insurance Auto Auction 4.50 2,200 14 6.5 Priest Road South Stockton Commerce
Center/Study Area 16 4.52 2,300 14 6.5
Sanctuary Sanctuary 4.24 <10 14 6.1
System 8 South Stockton Commerce
Center/Study Area 16 15.26 4,300 24 7.5
Tidewater South Stockton Commerce Center 23.71 2,800 30 7.5 (a) System 7 alignment assumed.

EXHIBIT 1
221

N-129-60-20-42-WP-R-WWMP
8-1 City of Stockton
Wastewater Master Plan Update
September 2022

CHAPTER 8
Recommended Wastewater Collection System CIP
The purpose of this chapter is to present a recommended CIP for the City’s wastewater collection system.

The recommended CIP presented here includes collection system capacity improvements, as well as condition-related improvements previously identified by the City , as discussed in Chapter 6. The City’s existing CIP list is included as Appendix G. The major topics addressed in this chapter include:
• Cost Estimating Assumptions
• Recommended Capital Improvements
• Review of Potential Impacts on Rates and Fees
• Conclusions and Recommendations

8.1 COST ESTIMATING ASSUMPTIONS
Cost estimates prepared for this Master Plan are developed in accordance with the guidelines of the Association for the Advancement of Cost Engineering (AACE) International for a Class 5 Estimate. AACE International defines a Class 5 Estimate in the following manner:

Class 5 Estimate: This estimate is prepared based on limited information, where little more than proposed plant type, its location, and the capacity are known. Strategic planning purposes include, but are not limited to, market studies, assessment of viability, evaluation of alternate schemes, project screening, location and evaluation of resource needs and budgeting, and long -range capital planning.

Examples of estimating methods used would include cost/capacity curves and factors, scale-up factors, and parametric and modeling techniques. The expected accuracy ranges for this class estimate are -20 to -50 percent on the low side and +30 to +100 percent on the high side.

Construction and capital cost estimates are presented in March 2022 dollars corresponding to an Engineering News Record Construction Cost Index (ENR CCI) of 15,126.84 (San Francisco). Construction costs were developed based on a combination of data supplied from manufacturers, bids on other wastewater facilities design projects buil t by other public agencies, construction costs previously estimated by West Yost, and standard cost estimating guides. Subsequent preliminary and detailed design efforts will serve to refine and confirm the estimates presented herein.

Total CIP costs include mark-ups equal to 80 percent of base construction costs, and are listed below:
• Design and Construction Contingency: 35 percent
• Project Cost Allowances: 45 percent
— Engineering: 15 percent
— Construction Management: 15 percent
— Implementation: 15 percent
It is assumed that the recommended facilities will be developed in public rights -of-way or on public property; therefore, land acquisition costs have not been included. Construction cost estimates do not include costs for annual O&M nor any allowance for project financing costs.

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Chapter 8
Recommended Wastewater Collection System Capital Improvement Plan

N-129-60-20-42-WP-R-WWMP
8-2 City of Stockton
Wastewater Master Plan Update
September 2022

The development of capital cost estimates for th is recommended CIP involves the following cost estimation methods and assumptions:

1. All of the capital cost estimates presented in this chapter are expressed in current (March 2022) dollars. Escalation should be considered in the financial analysis for projects occurring in future years.

2. Where the basis for costs was previously estimated, those earlier estimates are escalated to the current ENR CCI value for March 2022. Costs based on existing City estimates were taken from the 2021 CIP list and have not been escalated.

3. For open-cut gravity sewer construction projects, a unit cost of $35 per inch-diameter lineal- foot is assumed, plus $15,000 per manhole. These costs are assumed to include excavation/backfill, sheeting and shoring, pipe construction, dewatering, lateral/sewer main connection, repaving, and mobilization/demobilization.

4. For cured-in-place pipe installation or pipe-bursting methods for rehabilitation, an assumed cost of $20 per inch-diameter lineal-foot is used, plus $2,500 per service lateral reinstatement, and $10,000 per epoxy-lined manhole.

5. For future pump station facilities, construction costs are capacity-based estimates using published cost curves, supplemented with cost information from pump station projects in California and Oregon. The estimates are representative of average site conditions and normal difficulty of construction.

6. For pump station force main piping, an assumed unit cost of $25 per inch-diameter lineal- foot is used. These costs are assumed to include excavation/backfill, sheeting and shoring, pipe construction, dewatering, repaving, and mobilization/demobilization.

8.2 RECOMMENDED CAPITAL IMPROVEMENTS
A recommended CIP list is presented in Table 8-1. The information presented in the table includes:
• An ID number assigned to the improvement
• Name of the improvement
• Description of the improvement
• Justification for the improvement
• Estimated time frame for construction/execution
• Replacement quantities involved
• Actions/notes
• Estimated capital cost
• City CIP Project ID No. (where applicable)
Existing City cost estimates are shown, where available. Otherwise, costs are estimated using the methods described above in Section 8.1.

EXHIBIT 1
223
Table 8-1.

3.60 UW
20022/M20022
P-2 5-Mile Slough Force Main Inspect and rehabilitate or replace existing force main piping Previously identified as needing inspection/rehabilitation 2027

(sta
rt by
2023
)
Force main
modification/
replacement
Proceed with inspection, assessment, and
rehabilitation/ replacement

N-129-
60-20-42-R-WWMP-TABLES Page
3 of 3
City of Stockton
Wastewater Master Plan Update
Last Revised: 09-01-2022
EXHIBIT 1
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Chapter 8
Recommended Wastewater Collection System Capital Improvement Plan

N-129-60-20-42-WP-R-WWMP
8-6 City of Stockton
Wastewater Master Plan Update
September 2022

The major categories shown in Table 8-1 include:
• Pump Station and Force Main Improvements, Existing System (designated as P-#) • Rehabilitation of Existing Gravity Sewer Facilities (designated as R-#) • Capacity Improvements to Existing Gravity Sewer Facilities (designated as C-#) • Recommended Studies (designated as S-#)
• Watch List Items (designated as W-#)
• Projects to be Excluded from the City’s Existing CIP List (designated as X-#) All of these categories except the recommended studies and the projects to be excluded from the City’s existing CIP list are shown schematically in Figure 8-1. In addition Figure 8-1 depicts additional facilities needed to serve future development areas.

8.2.1 Pump Station and Force Main Improvements, Existing System There are 17 items shown for this category, all but two of which were identified in the City’s existing CIP list. The most significant items in the list are the 14-Mile Slough PS improvements (Item P-1), the 5-Mile Slough Force Main investigation and improvements (Item P-2), the Li ncoln Street PS and Force Main (Item P-3), the Westside Interceptor Parallel Force Main (Item P-4), and the Swenson PS (Item P-5). The remaining items on the list involve inspecting existing pump station components and/or capacities and determining needed improvements.

The 14 Mile Slough PS improvements are needed to address chronic mechanical failure of the pumping equipment. Investigation to fully diagnose the problems, followed by likely replacement of the pumping equipment and related structural and/or control system and valving modifications, are needed. Failure of the pump station would require costly and prolonged emergency operations.

The 5-Mile Slough force main interconnects the 14 -Mile Slough PS, Swenson PS, Cumberland & 5-Mile Creek PS, and Plymouth & 5 -Mile Creek PS. Investigation of the force main and identification of rehabilitation measures/improvements is considered a high priority to ensure that force main operations remain uninterrupted.

The construction and operation of the Lincoln Street PS and force main would enable the elimination of the siphon and associated gravity sewers at the Mormon Slough crossing. The siphon and gravity sewers on the existing alignment are more than 100 years old (per City GIS data) and are in an advanced state of deterioration. A failure of any portion of the existing facilities would require costly and prolonged emergency operations.

The Westside Interceptor Parallel Force Main is needed to address a lack of redundancy in the system in the event the existing force main fails. The existing force main is approximately 6½ miles long, so the construction of a parallel force main will be an extensive and costly improvement. The cost estimate shown in Table 8-1 does not include any allowances for acquisition of rights-of-way.

While the model indicates that the capacity of the Swenson PS is adequate to address existing and future peak flow conditions, flow monitoring conducted in from October 2020 to March 2021 indicates that this pump station does not keep up with incoming flows under both wet and dry weather conditions, thus resulting in backwater-induced surcharging in upstream gravity sewers. The inability of the station to keep up with incoming flows may have been a factor in past SSOs upstream in the system along Hammer Lane.

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Chapter 8
Recommended Wastewater Collection System Capital Improvement Plan

N-129-60-20-42-WP-R-WWMP
8-7 City of Stockton
Wastewater Master Plan Update
September 2022

Item P-17 is intended as an annual budget for as-yet undefined pump station projects, given that many of the City’s wastewater pump stations are relatively old and may rehabilitation or replacement. Item S-2 (described below) will generate and prioritize a list of pump station rehabilitation projects. The annual budget for Item P-17 should be adjusted in the future upon completion of the study under Item S-2.

8.2.2 Rehabilitation of Existing Gravity Sewer Facilities There are 27 items shown for this category, all of which were identified in the City’s existing CIP list. Items R-1 through R -10 are considered to be high priority and are recommended for completion within a five-year time frame (2027). Items R -11 through R -24 are considered to be medium priority and are recommended for completion within a ten -year time frame (2 032). Items R-25 though R-27 are general rehabilitation categories that are not location-specific.

8.2.3 Capacity Improvements to Existing Gravity Sewer Facilities There are nine items shown for this category, only two of which (Items C-5 and C-9) were identified in the City’s existing CIP list. Items C-1 through C-9 reflect the items shown in Table 7-4 for the Priority 1 Group and the Priority 2 Group. In all cases, it is recommended that the City proceed with surcharge and/or flow monitoring of the lines in question before proceeding with the design of improvements.

8.2.4 Recommended Studies
The following four studies are recommended for inclusion on the CIP list:
• S-1: Asset Condition Assessment for Sanitary Sewer Force Mains • S-2: Asset Condition Assessment for Sanitary Sewer Pump Stations • S-3: Corrosion and odor control study
• S-4: West Side Interceptor alignment study
Items S-1 and S-2 are general recommendations to inspect all other City sewer pump stations and force mains (over and above those identified above) to assess all aspects of their existing pump stations, including structural, mechanical, electrical, and operational elements , and the need for flow metering , SCADA connection, and data archiving. In addition, Item S-3 is based on City maintenance staff expressing concerns about existing collection system corrosion and odor control facilities.

Item P-4 above addresses the need to design and construct a parallel force main to serve the 14 -Mile Slough PS and other pump stations that discharge into the existing force main running from 14 -Mile Slough PS to Navy Drive. It is unclear, however, if the alignment of the existing force main is also suitable for a parallel force main or if other alignments will need to be considered. Item S-4 would entail a separate study to address this issue.

8.2.5 Watch List Items
There are seven items shown for this category, all of which either show significant surcharging that does not approach outflows under existing conditions, or are modeled as flowing more than 80 percent full and were previously identified in the City’s CIP list. For all of these items, either flow metering or remote level monitoring (e.g., SmartCover® or equivalent) is recommended.

EXHIBIT 1
228

Chapter 8
Recommended Wastewater Collection System Capital Improvement Plan

N-129-60-20-42-WP-R-WWMP
8-8 City of Stockton
Wastewater Master Plan Update
September 2022

8.2.6 Projects to be Excluded from the City’s Existing CIP List Items X-1 through X -4 in Table 8-1 were identified in previous planning as requiring upsizing to accommodate existing or future development conditions. However, the Master Plan incorporates significant, new information, including the following:

There is a greatly improved understanding of how flows are distributed throughout the collection system as a result of recent collection system flow metering.

Wastewater flow generation rates on a per capita basis have dropped dramatically throughout the region since the late 2000s.

Development plans from the early and mid-2000s were significantly curtailed reflecting changes to the City’s General Plan.

As a result of these changes, none of the facilities in question appear to be approaching capacity with in the time frame of identified 2040 development and , therefore, should not be included in the CIP for capacity reasons. However, if one or more of these facilities are found to be in an advanced state of deterioration, those facilities should remain on th e City’s CIP list for rehabilitation. Periodic updates of this Master Plan will determine if and when these projects (or others) later need to be added into the CIP.

8.2.7 Additional Items Not Included in This Analysis
Certain items on the City’s existing CIP list are not included in this discussion because they are not relevant to the collection system or because they are peripheral items not requiring attention in this Master Plan.

In general, these items fall into the following categories:
• RWCF-related projects
• Stormwater pump stations with sewer line connections
• Other minor/miscellaneous improvements

8.3 REVIEW OF POTENTIAL IMPACTS ON RATES AND FEES
Appendix H provides an analysis of how the conclusions of this Master Plan affect the current wastewater rates and connection fees. The most recent rate study was adopted in 2019 and included a capital project list as well as O&M costs for the wastewater utility. The analysis presented in Appendix H does not replace the adopted rate study, but rather assesses whether the conclusions of the 2019 rate study remain valid and whether the planned annual rate increases are adequate and remain consistent with anticipated costs.

All development impact fees/connection fees (including wastewater connection fees) are currently under review under a separate City effort. The analysis presented in Appendix H acknowledges the connection fee reserves as a potential revenue source for some capital improvements. It is possible that through future analysis certain capital projects or portions of the capital projects included in the CIP may be appropriately funded from connection fee reserves. However, as a conservative assumption, the analysis in Appendix H assumes that none of the capital improvements identified in this chapter will be funded out of the connection fee reserve. Therefore, Appendix H assumes that the connection fee reserve will be used for selected future projects to the extent the reserves are sufficient, and that the connection fee revenues will be structured to keep pace with the revenue requirements for connection fee funded improvements. In accordance with existing City policy, wastewater infrastructure associated with future development projects will generally be developer funded.

EXHIBIT 1
229
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\WWMP\Chapter 8\Figure 8-1. Proposed Collection System CIP Projects.mxd - jsteiner - 9/2/2022

A R C H

A I R P O R T R D

M O R A D A L N

F R E M O N TS T

M A I N
S T

E I G H T M I L E R D

C H A R T E R W A Y

C A L I F O R N I A
S T

F I L B E R T S T

P E R S H I N G A V E

M A R I P O S A
R D

C E N T E R S T

D A V I S R D
P O R T1 3 R D

F A R M I N G T O NR D

A L P I N E A V E

H O W A R DR D

P A C I F I C A V E

E L D O R A D O S T

B E N J A M I N

H O L T D R

S P E R R Y R D

S I E R R A

N E V A D A S T

A I R P O R T W A Y

O A K S T

H A Z E L T O NA V E

P A R K S T

B U C K L E Y

C O V E W A Y

H O L M A N R D

H A M M E R L N

A L P I N E A V E

E L D O R A D O S T

C O U N T R Y

C L U B B L V D

F R E N C H C A M P R D

L O W E R

S A C R A M E N T O R D

W I L S O N W A Y

M A R C H L N

T H O R N T O N R D

N A V Y D R

C H E R O K E E R D

M A R I P O S A R D

M A N T H E Y
R D

R O T H R D

A R C H R D

W A T E R L O O R D

W E S T L N

P O R T O F

S T O C K T O N E Y

H A R L A N R D
24"
15"
18"
15"
18"
15"
12"
24"
18"
27"
27"
30"
12"
27"
8"
12"
15"
12"
12"
15"
21"
15"
42"
36"
12"
36"
21"
12"
18"
24"
15"
18"
15"
12"
21"
24"
30"
36"
12"
18"
12"
15"
15"
24"
12"
15"
30"
12"
12"
18"
8"
12"
15"
27"
15"
24"
15"
12"
18"
15"
12"
18"
21"
15"
21"
18"
12"
21"
8"
18"
12"
27"
21"
24"
24"
33"
12"
12"
21"
24"
12"
15"
30"
12"
27"
45"
12"
15"
24"
18"
21"
18"
33"
18"
18"
15"
15"
18"
18"
8"
12"
21"
18"
12"
21"
18"
21"
12"15"
54"
Existing Gravity Sewer
Existing Gravity Sewer Identified for Rehab
Gravity Sewer Capacity Deficiency
Watch List
Future Gravity Sewer
Existing Force Main
Existing Force Main Identified for Rehab
Future Force Main
[PS
± Existing Pump Station
[PS
± Pump Station Identified for Improvements
[PS
± Future Pump Station
TF C W RU Regional Wastewater Control Facility
Major Developments
General Plan Study Area
Unincorporated Islands
Additional 2040 Flow Contributing Areas
City of Stockton Sphere of Influence
Notes:

1. Facilities constructed during preparation of this Master Plan.

2. Items R-24 through R-27 not shown; see Figure 6-3. 0 1.250.625
Miles
Figure 8-1
Collection System CIP Projects
and Other Future Facilities
City of Stockton
Wastewater Master Plan Update
EXHIBIT 1
230

Chapter 8
Recommended Wastewater Collection System Capital Improvement Plan

N-129-60-20-42-WP-R-WWMP
8-10 City of Stockton
Wastewater Master Plan Update
September 2022

Based on the findings of Appendix H, annual rate increases will continue to be necessary, as previously anticipated, and the annual increase will need to be between 6.0 and 6.5 percent through fiscal year (FY) 2028. Smaller rate increases are indicated from FY 2029 through FY 2035. These findings are subject to a variety of assumptions about future growth and cost escalation, and are reasonable based on current information but subject to change over time. An updated formal rate study will be needed in 2024.

8.4 CONCLUSIONS AND RECOMMENDATIONS
Key conclusions and recommendations from the development of the recommended CIP include:

The cost estimates presented in this chapter are planning level estimates suitable for financial planning and subject to refinement as preliminary and final design engineering is performed.

It is recommended that the City address the pump station and force main improvements identified in Items P-1 through P-17 of Table 8-1, as follows:
a. The 14-Mile Slough PS improvements (Item P-1) are considered a high priority due to the potential consequences of ongoing mechanical failures. It is recommended that the City proceed expeditiously with the design and implementation of improvements. b. The 5-Mile Slough Force Main (Item P-2) is considered a high priority due to the potential of force main failure. It is recommended that the City proceed expeditiously with the identification and implementation of improvements.
c. The Lincoln Street PS and force main (Item P-3) is considered a high priority due to the potential for failure of the Mormon Slough siphon and associated gravity sewers. It is recommended that the City proceed exp editiously with the design and construction of this project.
d. The Westside Interceptor Parallel Force Main (Item P-4) is considered a high priority due to the potentially high consequences in the event of failure of the existing force main. It is also needed to accommodate anticipated future projected flows. It is recommended that the City proceed expeditiously with determining the best approach for providing redundancy and then proceed with the design of the project. e. The Swenson and 5-Mile Slough PS (Item P-5) is considered a high priority due to chronic flow backups and the potential for upstream SSOs. It is recommended that the City proceed expeditiously with the identification and implementation of pump station improvements.
f. Items P-6 through P-16 are considered moderate priority based on previous City findings regarding the condition of these facilities. It is recommended that the City proceed with the identification and implementation of improvements.
g. It is recommended that the City proceed with an annual budget for as yet undefined pump station projects (Item P-17) based on the knowledge that many of the City’s wastewater pump stations are relatively old, and all pump stations require periodic rehabilitation.

Item S-2 (described below) will generate and prioritize a list of pump station rehabilitation projects. The annual budget for Item P-17 should be adjusted in the future, upon completion of study under Item S-2.

EXHIBIT 1
231

Chapter 8
Recommended Wastewater Collection System Capital Improvement Plan

N-129-60-20-42-WP-R-WWMP
8-11 City of Stockton
Wastewater Master Plan Update
September 2022

It is recommended that the City address the gravity sewer rehabilitation improvements identified in Items R-1 through R-27 of Table 8-1, as follows:
a. Items R-1 through R-10 are considered to be a high priority. It is recommended that the City proceed with construction of these improvements by 2027. b. Items R-11 through R-24 are considered to be a medium priority. It is recommended that the City proceed with planning, design, and construction of improvements by 2032. c. Items R -25 though R -27 are general re habilitation categories that are not location - specific. It is recommended that the City proceed with such activities on an ongoing basis.

It is recommended that the City undertake flow metering and/or surcharge monitoring to confirm modeled capacity exceedances for Items C-1 though C-9.

It is recommended that the City undertake the following studies in support of future collection system improvements:
a. A full assessment of all City-owned sewer pump stations to evaluate all structural, mechanical, electrical, and operational elements, as well as the need for flow metering, SCADA connection, and data archiving.
b. A full assessment of all City-owned sewer pump station force main s to evaluate pipe integrity and the need for rehabilitation/improvements. c. A West Side Interceptor alignment study to determine the appropriate alignment for construction of a parallel force main under Item P-1 described above. d. A corrosion and odor control study to assess the need for improvements to the City’s corrosion and odor control facilities.

It is recommended that the various Watch List items identified in this chapter be either flow metered or monitored with remote level telemetry devices to confirm the extent of any capacity limitations.

It is recommended that items X-1 through X-4 be excluded from the City’s current CIP list unless one or more of these facilities are found to be in an advanced state of deterioration, in which case they should remain on the City’s CIP list for rehabilitation.

It is recommended that the City implement rate increases consistent with the adopted 2019 Rate Study to maintain adequate funding for the wastewater utility.

EXHIBIT 1
232

Collection System Flow Metering Locations

Appendix A
EXHIBIT 2
233
0 7,0003,500
Scale in Feet
MH 30K050
MH 30K109
MH 38K038
MH 22E038
MH 18D022
MH 29G003
MH 22H056
MH 23G001
MH 41Q033
MH 39P008
MH 36M040
MH 30P060
MH 34N024
MH 33P111
MH 32R081
MH 34Q041
MH 27P082
MH 34M018
MH 34M050MH 35M014
MH 35M057
MH 38J044
MH 41Q020
MH 41R005
MH 18P067
Figure X
Proposed Flow Meter
Location Overview
City of Stockton
Wastewater
Master Plan
Symbology
Proposed Flow Meter
Gravity Main Size
Unknown
Less than 24
24 and Greater
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM Overview.mxd - aconnell - 9/15/2020 EXHIBIT 2
234
0 10050
Scale in Feet
")
!2
")
!2
")")
!2
")")
!2
")")
")
")
")")
!2
!2
!2!2!2
!2
!2
!2
!2
!2
[LS
±
S t o n e R i v e r C i r
F i v e M i l e D r
C u m b e r l a n d P l S t o n e R i v e r C i r
MH 22E038
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\1. FM 1-1.mxd - aconnell - 9/9/2020 Figure 1
Flow Meter 1-1
MH ID 22E038
Basin 1
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
235
0 10050
Scale in Feet
!2")
!2
")
!2
!2
!2")
!2
")
!2
")
")
!2
!2
!2 S t a n t o n W a y
A l e x a n d r i a P l
Lincoln
High School
MH 23G001
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\2. FM 2-1.mxd - aconnell - 9/9/2020 Figure 2
Flow Meter 2-1
MH ID 23G001

City of Stockton
Wastewater
Master Plan
EXHIBIT 2
236
0 5025
Scale in Feet
")
!2
")
!2
!2
!2
W L i n c o l n R d
R i c h m o n d P l
MH 22H056
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/8/2020 Figure 3
Flow Meter 2-2
MH ID 22H056
Basin 2
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
237
0 5025
Scale in Feet
")
")
!2
")
")
")
!2
!2
!2
N P e r s h i n g A v e
E l m w o o d A v e
MH 30K050
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 4
Flow Meter 3-1
MH ID 30K050
Basin 3
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
238
0 5025
Scale in Feet
!2
")
")
")
")
!2
!2
!2
!2
!2
!2
N O r a n g e S t
M i d d l e f i e l d A v e
MH 30K109
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/8/2020 Figure 5
Flow Meter 3-2
MH ID 30K109
Basin 3
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
239
0 5025
Scale in Feet
!2
C a l a r i v a D r
N S t i l e s D r
MH 29G003
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/8/2020 Figure 6
Flow Meter 3-3
MH ID 29G003
Basin 3
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
240
0 5025
Scale in Feet
!2
!2 ")
")
!2
")
")!2
!2
!2
!2
!2
!2
E M a r s h S t S S h a s t a A v e
B u r k e t t A v e
MH 32R081
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 7
Flow Meter 4-1
MH ID 32R081
Basin 4
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
241
0 10050
Scale in Feet
")
!2
")
")
")
!2")
")
!2")
!2
")")
")
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
[LS
±
W a t e r l o o R d
S y c a m o r e A v e
H i a w a t h a A v e
MH 30P060
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 8
Flow Meter 4-2
MH ID 30P060
Basin 4
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
242
0 5025
Scale in Feet
!2
")
")
")
")
!2
!2
!2
W S c o t t s A v e
S V a n B u r e n S t
MH 35M014
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 9
Flow Meter 5-1
MH ID 35M014
Basin 5
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
243
0 5025
Scale in Feet
!2
")
!2
")
")
")
")
")
")
!2
!2
W W a s h i n g t o n S t
S L i n c o l n S t
¬«4
MH 34M018
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/8/2020 Figure 10
Flow Meter 5-2
MH ID 34M018
Basin 5
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
244
0 15075
Scale in Feet
!2")
")")
!2
")
")
")
") !2 ")
")
!2
!2
!2
!2
!2
A s t
E J e f f e r s o n S t
B S t
E A n d e r s o n S t
MH 34Q041
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\11. FM 6-1.mxd - aconnell - 9/9/2020 Figure 11
Flow Meter 6-1
MH ID 34Q041

City of Stockton
Wastewater
Master Plan
EXHIBIT 2
245
0 10050
Scale in Feet
!2
")
!2 ")
") ")
")
")
")
")
")
!2
")
")
")!2")
")
")
!2
!2
!2
!2
!2
!2
!2
E H a z e l t o n A v e
D e l l a S t
MH 33P111
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 12
Flow Meter 6-2
MH ID 33P111
Basin 6
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
246
0 5025
Scale in Feet
")
!2
")
!2
")
!2
!2
!2
A u r o r a S t S
E C h u r c h S t
MH 34N024
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 13
Flow Meter 6-3
MH ID 34N024
Basin 6
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
247
0 5025
Scale in Feet
")
!2
")
")
!2
!2
!2
!2
!2!2
!2
D r M . L . K . J r B l v d
W C l a y S t
5 F w y o n r a m p
MH 36M040
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/8/2020 Figure 14
Flow Meter 6-4
MH ID 36M040
Basin 6
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
248
0 5025
Scale in Feet
")
")
!2 ")
")
!2!2
S V a n B u r e n S t
W W o r t h S t
MH 35M057
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 15
Flow Meter 6-5
MH ID 35M057
Basin 6
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
249
0 5025
Scale in Feet
")
")
")
!2
!2
")
!2
")
")
!2 ")
") ")
")
")
!2
!2
!2
E C h u r c h S t
S C e n t e r S t
MH 34M050
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/8/2020 Figure 16
Flow Meter 6-6
MH ID 34M050
Basin 6
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
250
0 10050
Scale in Feet
")
!2
")
!2
")!2")
!2
!2
!2R a l p h A v e
P e r l m a n D r
MH 39P008
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Monitor\FM_Potrait.mxd - aconnell - 9/9/2020 Figure 17
Flow Meter 7-1
MH ID 39P008
Basin 7
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
251
0 15075
Scale in Feet
!2") ")
!2 !2
")
!2
")
")
!2
")
!2 !2
")
") ")
")!2
!2
")
")!2 !2 !2
")
")
")!2 ")!2
") ")")
")!2") ")!2
")
!2 ")!2") !2
") ") ")
") ") ")
")
")
") ")
")
")
!2
!2 !2
!2
!2 !2
!2
!2
!2
!2!2
!2
!2
!2
!2
!2
!2 !2 !2
!2 !2!2 !2!2 !2
!2
W 8 t h S t
Q u a k e r R i d g e C t
S t L a k e s W a y
S F r e s n o A v e
MH 38K038
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
[LS
±Storm Pump Station
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\18. FM 7-2.mxd - aconnell - 9/24/2020 Figure 18
Flow Meter 7-2
MH ID 38K038

City of Stockton
Wastewater
Master Plan
EXHIBIT 2
252
0 10050
Scale in Feet
")
!2!2
")
!2 ")
!2 ")
")
!2 !2!2
!2
!2
!2
!2
!2
!2
W 8 t h A v e
H o u s t o n A v e
MH 38J044
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\19. FM 8-1.mxd - aconnell - 9/24/2020 Figure 19
Flow Meter 8-1
MH ID 38J044

City of Stockton
Wastewater
Master Plan
EXHIBIT 2
253
0 10050
Scale in Feet
!2
")
!2 ")
!2
!2
")
")
!2
")
")
")!2")
!2
")
")
!2
!2
!2
!2
!2
!2
!2
!2
!2
G i b r a l t a r C t
I n d u s t r i a l D r
MH 41Q033
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\FM_Potrait.mxd - aconnell - 9/24/2020 Figure 20
Flow Meter 8-2
MH ID 41Q033
Basin 8
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
254
0 15075
Scale in Feet
!2 ")
!2
")
!2
")
!2
!2
")
!2
!2
")
")
")
")
!2
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
!2
!2
!2
!2
!2
!2
!2
S A i r p o t W a y
I n d u s t r i a l W a y
MH 41Q020
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\21. FM 8-3.mxd - aconnell - 9/24/2020 Figure 21
Flow Meter 8-3
MH ID 41Q020
Basin 8
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
255
0 15075
Scale in Feet
!2
!2
!2
!2
")
")
")
")
!2
")
")
")
!2
")
")
")
")
")
")
")
")
")
")
!2
!2
!2
!2
S A i r p o r t W a y
I n d u s t r i a l D r
MH 41R005
Figure 22
Flow Split 8-4
MH ID 41R005
City of Stockton
Wastewater
Master Plan
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\22. FM 8-4.mxd - aconnell - 9/24/2020 EXHIBIT 2
256
0 15075
Scale in Feet
")
!2")
")
")
!2")")
!2
!2
")
!2
!2
")
!2
!2
!2
!2
!2 !2
!2
!2
!2
!2
!2
!2
!2
!2
N W i l s o n W a y
E A l p i n e A v e
MH 27P082
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\21. FM 8-3.mxd - aconnell - 9/24/2020 Figure 23
Flow Meter 9-1
MH ID 27P082
Basin 9
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
257
0 15075
Scale in Feet
")
!2 ")
")
!2
!2 ")
!2
")
!2
!2
!2
!2
!2
!2
!2
S t u r g e o n R d
T w i n B r o o k s L n
Access to levee (locked gate)
MH 18D022
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\FM_Potrait.mxd - aconnell - 9/24/2020 Figure 24
Flow Meter 10-1
MH ID 18D022
Basin 10
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
258
0 10050
Scale in Feet
!2
!2
")
")
!2
")
")
!2
!2
!2
!2
P r i s c i l l a L a n e
E M o r a d a L a n e
MH 18P067
Symbology
Proposed Flow Meter
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Meters\FM_Potrait.mxd - aconnell - 9/24/2020 Figure 25
Flow Meter 10-2
MH ID 18P067
Basin 10
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
259

Collection System Flow Split Locations

Appendix B
EXHIBIT 2
260
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 ")
")
!2
!2
")
!2
")
")
")
!2
!2
!2 !2
!2
!2
!2
!2
!(
!( !(H a m m e r L n
T h o r n t o n R d
MH 21J022
MH 21J025
MH 21J016
21''15''
21''
8''
8'' 36''
36''
15''
''
36''
8''
6''
8''
15''
36''
15''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 10050
Scale in Feet
Figure 1
Flow Split 2-1
MH ID 21J022
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
261
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 ")
!2
")
")
")
!2
")
")
")!2
")
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!(
!(
!(
N P e r s h i n g A v e
C o u n t r y C l u b B l v d
6''
MH 30K915
MH 30K101
MH 30K917
24''
6''
30''
6''
6''
6''
6''
6''
24''
48''
12''
6''
24''
12''
24''
8''
6''
30''
12''
48''
24''
6''
6''
12'' 48''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 10050
Scale in Feet
Figure 2
Flow Split 3-1
MH ID 30K915
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
262
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 !2
!2
!2!2
!2
!(
!(
!(
M i s s i o n R d
S T u x e d o A v e
MH 31J018
MH 31J083
MH 31J082
8''
6''
15''
8''
36''
6''
8''
15''
6''
36''
6''
36''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 10050
Scale in Feet
Figure 3
Flow Split 3-2
MH ID 31K915
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
263
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\4. FS 3-3.mxd - aconnell - 9/4/2020 ")
!2
")!2
!2
!2!2
")
")
!2
")
!2!2
!2
")
")
!2
")
!2
")
!2")
!2
!2
")
")
")
")
")
")
")
!2
")
")
")
!2
!2!2 !2!2
!2 !2
!2
!2
!2
!2
!2
!2
!2
!2
!(
!(
!(
N G r a n t S t
O a k S t
6''
21''
MH 32N040
MH 32N058
10''
8''
6''
6''
6''
6''
16''
10''
21''
6''
10''
18''
12''
6''
21''6''
6''
8''
6''
6''
6''
12''
21''
10''
6''
6''
8''
21''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 10050
Scale in Feet
Figure 4
Flow Split 3-3
MH ID 32N037
City of Stockton
Wastewater
Master Plan
")
!2
")
!2!2
!2
!2!(MH 32N037
6''
21''
18''10''
12''
16''
6''
6''
21''
21''
6''
6''
10''
10''
EXHIBIT 2
264
0 10050
Scale in Feet
!2
!2
")
")
")
")
")
")
")
!2")
")
")
")
")
")!2")
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!(
!(
!(
N G r a n t S t
E M i n e r A v e
MH 32N099
MH 32N074
MH 32N116
Figure 5
Flow Split 3-4
MH ID 32N099
City of Stockton
Wastewater
Master Plan
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Portrait.mxd - aconnell - 9/3/2020 EXHIBIT 2
265
0 5025
Scale in Feet
")
!2
!2
!2
!2
")
")
")
")
!2!2 !2!2
!2
!2
!2
!(
!(
!(
N G r a n t S t r e e t
E F r e m o n t S t
MH 32N037
MH 32N056
MH 32N058
Figure 6
Flow Split 3-5
MH ID 32N056
City of Stockton
Wastewater
Master Plan
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Portrait.mxd - aconnell - 9/3/2020 EXHIBIT 2
266
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 !2
!2
")
")
")
!2 ")
!2
")
")
!2
")
!2
")
")!2
")
!2
")
")
")
!2
!2!2
!2
!2!2
!2
!2
!2
!2
!2
!(
!(
!(
N S i e r r a N e v a d a S t
E L i n d s a y S t
E M i n e r A v e
MH 32P067
MH 32P090
MH 32P071
6''
6''
6''
16''
6''
18''
6''
18''
16''
6''
6''
6''
6'' 6''
6''
6''
6''
18''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 10050
Scale in Feet
Figure 7
Flow Split 3-6
MH ID 32P067
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
267
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 !2
")
")
!2
")
")
")
")
")
")")
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!2
!(
!(
!(
E F r e m o n t S t
A S t
MH 32P003
MH 32P012
MH 32P009
''
8''
8''
12''
6''
18''
''
8''
16''
8''
18''
18''
16''
8''
16''
16''
30''
24''
30''
8''
8''
8''
16''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 5025
Scale in Feet
Figure 8
Flow Split 3-7
MH ID 32P003
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
268
0 10050
Scale in Feet
")
")
!2")
")
!2
")")
!2
")
")
")
!2
")
")
") !2 !2
")
")
!2
")
!2")
")
!2!2
!2
!2
!2
!2
!2
!2 !2
!2
!2
!2
!(
!(
!(
N F i l b e r t S t
E F r e m o n t S t
MH 31R030
MH 31R031
MH 31R005
Figure 9
Flow Split 4-1
MH ID 31R030
City of Stockton
Wastewater
Master Plan
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Manhole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Portrait.mxd - aconnell - 9/3/2020 EXHIBIT 2
269
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 ")
")
")
")
!2
!2
!2
!2
!(
!(
!(
E M i n e r A v e
N S h a s t a A v e
MH 31R056
MH 31R055
MH 31R059
12''
12''
12''
12''
12''
6''
12''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 5025
Scale in Feet
Figure 10
Flow Split 4-2
MH ID 31R056
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
270
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\11. FS 5-1.mxd - aconnell - 9/4/2020 ")
")
")
")
")
!2
")
!2
!2
!2
!2
!2
!(
!(
!(
W S c o t t s A v e
E J a c k s o n S t
MH 35L027
MH 35K022
MH 35L028
24''
24''
8''
27''
24''
6''
8''
27''
6''
24''
27''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 7537.5
Scale in Feet
Figure 11
Flow Split 5-1
MH ID 35L027
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
271
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 !2
!2
!2
!2
!2
!2
!2 !2
!2
!2
!2
!(
!(
!(
S L o sA n g e l e sA v e
W S c o t t s A v e
MH 35K030
MH 35K032
MH 35K031
36''
''
8''
8''
36''
8''
8''
27''
8''
36''
8''
8''
36''
27''
8''
27''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 7537.5
Scale in Feet
Figure 12
Flow Split 5-2
MH ID 34P109
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
272
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 !2
")
")
!2
!2
!2
!2
!2
!( !(
!(
S W i l s o n W a y
E H a z e l t o n A v e
MH 34P109
MH 34P025
MH 34P024
36''
8''
24''
36''
24''
6''
36''
6''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 2512.5
Scale in Feet
Figure 13
Flow Split 6-1
MH ID 34P109
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
273
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 ")
!2
")
")
")")
")
")
!2
")
")
!2
!2
!2
!2
!2
!(
!(
!(
S U n i o n S t
E H a z e l t o n A v e
MH 34P051
MH 34P056
MH 34P052
14''
24''
24''
24''
8''
6''
14''
6''
24''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 5025
Scale in Feet
Figure 14
Flow Split 6-2
MH ID 34P051
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
274
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\16. FS 6-4.mxd - aconnell - 9/4/2020 ")
")
")
")
")")!2
")
!2
")
")
")
!2
!2
")
")
!2 !2
!2
!2
!2
!2
!2
!2
!2
!(
!( !(
S W i l s o n W a y
E J a c k s o n S t
MH 35P012
MH 35P013
MH 35P015
4''
6''
4''
6''
6'' 6''
10''
4''
6''
12''
8''
6''
12''
12''
10''
6''
24''
6''
24''
24''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 10050
Scale in Feet
Figure 15
Flow Split 6-3
MH ID 31Q112
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
275
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\16. FS 6-4.mxd - aconnell - 9/4/2020 !2
!2
!2
!2
!2
!2
!2
!(
!(
!(
E F r e m o n t S t
W i z a r d A v e
MH 31Q112
MH 31Q113
MH 32Q001
''8''
24''
24''
18''
8''
16''
16''
16''
24''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 2512.5
Scale in Feet
Figure 16
Flow Split 6-4
MH ID 31Q112
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
276
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/3/2020 ")
!2
")
")
")
!2
")
!2
!2
!2
!2
!2
!2
!2
!(
!(
!(C h u r c h S t
S H a r r i s o n S t
MH 34L024
MH 34L028
MH 34L022
18''
24''
27''
6''
6''
6''
27''
6''
24''
6''
24''
27''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 5025
Scale in Feet
Figure 17
Flow Split 6-5
MH ID 34L024
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
277
WEST YOST - N:\Clients\129 Stockton\60-20-42 Stockton WWMP\GIS\MXD\Flow Splits\FS Template_Landscape_bot.mxd - aconnell - 9/4/2020 ")
!2
!2
!2
")
")!2
")
!2
!2
!2
!2
!2
!2
!2
!2!(
!(
!(
G i b r a l t a r C t
I n d u s t r i a l D r
MH 41Q025
MH 41P036
MH 41Q024
30''
18''
8''
66''
27''
66''
66''
6''
18''30''
27''
10''
10''66''
Symbology
!( Flow Split MH
!( Downstream MH 1
!( Downstream MH 2
[LS
±Sewer Lift Station
!2 Sewer MH
Lamphole
Gravity Main
Force Main
") Inlet or Catch Basin
!2 Storm Drain MH
Catch Basin Line
Storm Drain Line
0 5025
Scale in Feet
Figure 18
Flow Split 8-1
MH ID 41Q025
City of Stockton
Wastewater
Master Plan
EXHIBIT 2
278

City Council and Concurrent AuthoritiesOctober 18, 2022

City Council and Concurrent Authorities
October 18, 2022