Agenda packet, regular meeting — West Sacramento City Council, January 15, 2025 (part 2 of 5)

January 2020
122
Local Assistance Procedures Manual EXHIBIT 10-H1
Cost Proposal
Direct Labor Total Hours per Avg 5 Year
Subtotal per Cost Cost Proposal Hourly Contract
Proposal Rate Duration
$54.30 Year 1 Avg
Hourly Rate
Avg Hourly Rate
Year 1 + $55.93 Year 2 Avg Hourly Rate
Year 2 + $57.61 Year 3 Avg Hourly Rate
Year 3 + $59.34 Year 4 Avg Hourly Rate
Year 4 + $61.12 Year 5 Avg Hourly Rate
Estimated % Completed Total Hours per
Each Year Year
Year 1 * 108 Estimated Hours Year 1
Year 2 * 108 Estimated Hours Year 2
Year 3 * 0 Estimated Hours Year 3
Year 4 * 0 Estimated Hours Year 4
Year 5 * 0 Estimated Hours Year 5
Total 215
Avg Hourly Rate
(Calculated above)
Year 1 * Estimated Hours Year 1
Year 2 * Estimated Hours Year 2
Year 3 * Estimated Hours Year 3
Year 4 * Estimated Hours Year 4
Year 5 * Estimated Hours Year 5
Transfer to Page 1
NOTES:

3. This assumes that one year will be worked at the rate on the cost proposal before salary increases are granted.

4. Calculations for anticipated salary escalation must be provided. $59.34 $0.00
$61.12 $0.00
$11,850.13
$54.30 $5,837.50
$55.93 $6,012.63
$57.61 $0.00
$11,675.00
$175.13

1. This is not the only way to estimate salary increases. Other methods will be accepted if they clearly indicate the % increase, the # of years of the contract, and a breakdown of the labor to be performed each year.

2. An estimation that is based on direct labor multiplied by salary increase % multiplied by the # of years is not acceptable. (i.e. $250,000 x 2% x 5 yrs = $25,000 is not an acceptable methodology)

0.0%
100.000%

4. Calculate Total Costs including Escalation (Multiply Average Hourly Rate by the number of hours) Cost Per
Year

3. Calculate estimated hours per year (Multiply estimate % each year by total hours)

50.0%

0.0%

1. Calculate hourly rate for all years (Increase the Average Hourly Rate for a year by proposed escalation %) $54.30
$55.93
$57.61
$59.34
EXHIBIT 10-H1 COST PROPOSAL Page 2 of 3

ACTUAL COST-PLUS-FIXED FEE OR LUMP SUM (FIRM FIXED PRICE) CONTRACTS (CALCULATIONS FOR ANTICIPATED SALARY INCREASES)

1. Calculate Average Hourly Rate for 1st year of the contract (Direct Labor Subtotal divided by total hours) $11,675.00 215

Page 2 of 3 ends

January 2020
123
Local Assistance Procedures Manual EXHIBIT 10-H1
Cost Proposal

1. Generally Accepted Accounting Principles (GAAP)

2. Terms and conditions of the contract

3. Title 23 United States Code Section 112 - Letting of Contracts

4. 48 Code of Federal Regulations Part 31 - Contract Cost Principles and Procedures

5. 6. 48 Code of Federal Regulations Part 9904 - Cost Accounting Standards Board (when applicable) Prime Consultant or Subconsultant Certifying:

Name**:

Signature:

Email**:

Address: 1721 2nd Street, Ste 100, Sacramento, CA 95811 List services the consultant is providing under the proposed contract:
11/25/2024
EXHIBIT 10-H1 COST PROPOSAL Page 3 of 3
Certification of Direct Costs:
**An individual executive or financial officer of the consultant’s or subconsultant’s organization at a level no lower than a Vice President or a Chief Financial Officer, or equivalent, who has authority to represent the financial information utilized to establish the cost proposal for the contract.
public outreach services
I, the undersigned, certify to the best of my knowledge and belief that all direct costs identified on the cost proposal(s) in this contract are actual, reasonable, allowable, and allocable to the contract in accordance with the contract terms and the following requirements:

All costs must be applied consistently and fairly to all contracts. All documentation of compliance must be retained in the project files and be in compliance with applicable federal and state requirements. Costs that are noncompliant with the federal and state requirements are not eligible for reimbursement. Local governments are responsible for applying only cognizant agency approved or Caltrans accepted Indirect Cost Rate(s).

Sarah Modeste Partner
[email protected] 916-548-1982
23 Code of Federal Regulations Part 172 - Procurement, Management, and Administration of Engineering and Design Related Service

Page 3 of 3 ends

January 2020
124
Certification of Indirect Costs and Financial Management System - Independent Office of Audits and Investigations - Revised 9/2022 Inspector General
California Department of Transportation
Certification of Indirect Costs and Financial Management System (Note: If a Safe Harbor Indirect Cost Rate is approved, this form is not required) Consultant’s Full Legal Name:

Important: Consultant means the individual or consultant providing engineering and design related services as a party of a contract with a recipient or sub-recipient of Federal assistance. Therefore, the Indirect Cost Rate(s) shall not be combined with its parent company or subsidiaries.

Indirect Cost Rate (ICR):

Combined Rate: Or
Home Office Rate: and Field Office Rate (if applicable):

Facilities Capital Cost of Money (if applicable):

Fiscal Period:*
* Fiscal period is annual one year applicable accounting period that the ICR was developed (not the contract period). The ICR is based on the consultant’s one-year applicable accounting period for which financial statements are regularly prepared by the consultant.

I have reviewed the proposal to establish an ICR(s) for the fiscal period as specified above and have determined to the best of my knowledge and belief that:
• All costs included in the cost proposal to establish the ICR(s) are allowable in accordance with the cost principles of the Federal Acquisition Regulation (FAR) 48, Code of Federal Regulations (CFR), Chapter 1, Part 31 (48 CFR Part 31).
• The cost proposal does not include any costs which are expressly unallowable under the cost principles of 48 CFR Part 31.
• The accounting treatment and billing of prevailing wage delta costs are consistent with our prevailing wage policy as either direct labor, indirect costs, or other direct costs on all federally-funded A&E Consultant Contracts.
• All known material transactions or events that have occurred subsequent to year-end affecting the consultant’s ownership, organization, and indirect cost rates have been disclosed as of the date of this certification.

I am providing the required and applicable documents as instructed on the Financial Document Review Request form.

Financial Management System:

Our labor charging, job costing, and accounting systems meet the standards for financial reporting, accounting records, and internal control adequate to demonstrate that costs claimed have been incurred, appropriately accounted for, are allocable to the contract, and comply with the federal requirements as set forth in Title 23 United States Code (U.S.C.) Section 112(b)(2); 48 CFR Part 31.201-2(d); 23 CFR, Chapter 1, Part 172.11(a)(2); and all applicable state and federal rules and regulations.

Our financial management system has the following attributes:
• Account numbers identifying allowable direct, indirect, and unallowable cost accounts; • Ability to accumulate and segregate allowable direct, indirect, and unallowable costs into separate cost accounts;
1 125
Certification of Indirect Costs and Financial Management System - Independent Office of Audits and Investigations - Revised 9/2022 • Ability to accumulate and segregate allowable direct costs by project, contract and type of cost; • Internal controls to maintain integrity of financial management system; • Ability to account and record costs consistently and to ensure costs billed are in compliance with FAR; • Ability to ensure and demonstrate costs billed reconcile to general ledgers and job costing system; and • Ability to ensure costs are in compliance with contract terms and federal and state requirements.

Cost Reimbursements on Contracts:

I also understand that failure to comply with 48 CFR Part 16.301-3 or knowingly charge unallowable costs to Federal-Aid Highway Program (FAHP) contracts may result in possible penalties and sanctions as provided by the following:
• Sanctions and Penalties - 23 CFR Part 172.11(c)(4)
• False Claims Act - Title 31 U.S.C. Sections 3729-3733 • Statements or entries generally - Title 18 U.S.C. Section 1001 • Major Fraud Act - Title 18 U.S.C. Section 1031
All A&E Contract Information:
• Total participation amount ___________________ on all State and FAHP contracts for Architectural & Engineering services that the consultant received in the last three fiscal periods. • The number of states in which the consultant does business is • Years of consultant’s experience with 48 CFR Part 31 is • Identify the type of audits listed below that the consultant has had performed (if applicable):

Cognizant ICR Audit Local Govt ICR Audit
Caltrans ICR Audit
CPA ICR Audit Federal Govt ICR Audit
I, the undersigned, certify all of the above to the best of my knowledge and belief and that I have reviewed the ICR Schedule to determine that any costs which are expressly unallowable under the Federal cost principles have been removed and comply with Title 23 U.S.C. Section 112(b)(2), 48 CFR Part 31, 23 CFR Part 172, and all applicable state and federal rules and regulations. I also certify that I understand that all documentation of compliance must be retained by the consultant. I hereby acknowledge that costs that are noncompliant with the federal and state requirements are not eligible for reimbursement and must be returned to Caltrans.

Name:** Title**:

Signature: Date:

Phone**: Email**:
**An individual executive or financial officer of the consultant’s or subconsultant’s organization at a level no lower than a Vice President, a Chief Financial Officer, or equivalent, who has authority to represent the financial information used to establish the indirect cost rate.

Note: Both prime and subconsultants as parties of a contract must complete their own forms. Caltrans will not process local agency’s invoices until a complete form is accepted and approved by the Independent Office of Audits and Investigations.
2 126
Local Assistance Procedures Manual EXHIBIT 10-H1
Cost Proposal
Prime Consultant Subconsultant 2nd Tier Subconsultant
Contract No. Date 11/18/2024
Hours Actual Hourly Rate Total

2.0 $ 93.75 $ 187.50

59.0 $ 55.78 $ 3,291.02

38.0 $ 38.54 $ 1,464.52

16.0 $ 35.50 $ 568.00

3.0 $ 28.76 $ 86.28

3.0 $ 28.49 $ 85.47

11.0 $ 49.04 $ 539.44

6.0 $ 44.55 $ 267.30

6.0 $ 33.00 $ 198.00
$ -
$ -
144.0 $ 6,687.53
a) $ 6,687.53
b) $0.00
$ 6,687.53

INDIRECT COSTS
d) Rate: 67.70% $ 4,527.46
Rate: 40.41% $ 2,702.43
h) Rate: 109.38% $ 7,314.82
$ 14,544.71

10.00% $ 2,123.22
Quantity Unit Unit Cost Total
110 Miles $ 0.67 $ 73.70
1 Record Search $ 2,500.00 $ 2,500.00
140 Postage $ 0.73 $ 102.20
$ 2,675.90
$ -
$ -
$ -
$ -
$ 2,675.90
$ 26,031.36

1. 2.

3. Professional I
Professional VI
Professional III
Professional I
Brian Marks
Evelyn Hildebrand
Arik Bord
Christa Westphal
Marc Guidry
Erica Ramirez
Name

ACTUAL COST-PLUS-FIXED FEE OR LUMP SUM (FIRM FIXED PRICE) CONTRACTS Principal V
Professional VIII
Lisa Westwood
Professional V
SAMPLE COST PROPOSAL 1 (Page 1 of 3)
Subtotal Direct Labor Costs
Anticipated Salary Increases (see page 2 for calculations) Professional IV
Professional VI
Note: Mark-ups are Not Allowed
Consultant
Project No.

ECORP Consulting, Inc.

Grady Lynch
Devin Keogh
Classification/Title
(DESIGN, ENGINEERING, AND ENVIRONMENTAL STUDIES)
Fringe Benefits
Overhead
General and Administrative
c) TOTAL DIRECT LABOR COSTS [(a) + (b)]
e) Total fringe benefits [(c) x (d)]
g) Overhead [(c) x (f)]
i) Gen & Admin [(c) x (h)]
j) TOTAL INDIRECT COSTS [(e) + (g) + (i)]
l) CONSULTANT'S OTHER DIRECT COSTS (ODC) - ITEMIZE (Add additional pages if necessary) FIXED FEE k) TOTAL FIXED FEE [(c) + (j)] x fixed fee
Description of Item
Mileage @ IRS rate
Information Center
Postage
l) TOTAL OTHER DIRECT COSTS
m) SUBCONSULTANTS' COSTS (Add additional pages if necessary) Subconsultant 1:

Subconsultant 2:

Anticipated salary increases calculations (page 2) must accompany.

Subconsultant 3:

Subconsultant 4:
m) SUBCONSULTANTS' COSTS
NOTES:
n) TOTAL OTHER DIRECT COSTS INCLUDING SUBCONSULTANTS [(l) + (m)] TOTAL COST [(c) + (j) + (k) +(n)]
Key personnel must be marked with an asterisk (*) and employees that are subject to prevailing wage requirements must be marked with two asterisks (**). All costs must comply with the Federal cost principles. Subconsultants will provide their own cost proposals.

The cost proposal format shall not be amended. Indirect cost rates shall be updated on an annual basis in accordance with the consultant's annual accounting period and established by a cognizant agency or accept by Caltrans.

DIRECT LABOR
Total:

LABOR COSTS
x

Page 1 of 9 ends

January 2018
127
Local Assistance Procedures Manual EXHIBIT 10-H1
Cost Proposal

1. Calculate Average Hourly Rate for 1st year of the contract (Direct Labor Subtotal divided by total hours) Direct
Labor Subtotal per
Cost Proposal
Total Hours per
Cost Proposal
Avg
Hourly
Rate
$6,687.53 / 144.0 = $46.44

2. Calculate hourly rate for all years (Increase the Average hourly rate for a year by proposed escalation %) 21-Jan-00

3.0%
Year 2 $0.00 + 3.0% = $0.00
Year 3 $0.00 + 3.0% = $0.00
Year 4 $0.00 + 3.0% = $0.00
0-Jan-00

3. Calculate estimated hours per year (Multiply estimate % each year by total hours) 0-Jan-00 0-Jan-00
Estimated % Completed
Each Year
Total Hours per Cost
Proposal
Total Hours per
Year
Year 1 100% * 144.0 = 144.0
Year 2 0% * 144.0 = 0.0
Year 3 0% * 144.0 = 0.0
Year 4 0% * 144.0 = 0.0
Year 5 0% * 144.0 = 0.0
Total 100% Total = 144.0

4. Calculate Total Costs including Escalation (Multiply Average Hourly Rate by the number of hours) Avg Hourly Rate
(calculated above)
Estimated hours
(calculated above)
Cost per
Year
Year 1 $ - * 144.0 $0.00
Year 2 $ - * 0.0 = $0.00
Year 3 $ - * 0.0 = $0.00
Year 4 $ - * 0.0 = $0.00
Year 5 $ - * 0.0 = $0.00
Total Direct Labor Cost with Escalation = $0.00
Direct Labor Subtotal before escalation = $6,687.53
Estimated total of Direct Labor Salary Increase = $0.00 NOTES:

1. 2.

3. 4. Calculations for anticipated salary escalation must be provided.

This is not the only way to estimate salary increases. Other methods will be accepted if they clearly indicate the % increase, the # of years of the contract, and a breakdown of the labor to be performed each year.

An estimation that is based on direct labor multiplied by salary increase % multiplied by the # of years is not acceptable. (i.e. $250,000 x 2% x 5 yrs = $25,000 is not an acceptable methodology) This assumes that one year will be worked at the rate on the cost proposal before salary increases are granted.

Estimated Hours Year 2
Estimated Hours Year 3
Estimated Hours Year 4
Estimated Hours Year 5
Transfer to Page 1
Estimated Hours Year 1
5 Year
Contract
Duration
Year 1 Avg
Hourly Rate
0-Jan-00
0-Jan-00
0-Jan-00
Estimated Hours Year 1
Estimated Hours Year 2
Estimated Hours Year 3
Estimated Hours Year 4
Estimated Hours Year 5
SAMPLE COST PROPOSAL 1 (Page 2 of 3)

ACTUAL COST-PLUS-FIXED FEE OR LUMP SUM (FIRM FIXED PRICE) CONTRACTS (CALCULATIONS FOR ANTICIPATED SALARY INCREASES)

Page 2 of 9 ends

January 2018
128
Certification of Direct Costs
1 Generally Accepted Accounting Principles (GAAP)
2 Terms and conditions of the contract
21 Engineering and Design Related Services 0
6 48 Code of Federal Regulations Part 9904 - Cost Account 0 0 0
Prime Consultant or Suconsultant Certifying: 0
Name: Title*:

Signature:

Email:

Address:

List services the consultant is providing under this proposed contract:

Local governments are responsible for applying only cognizant agency approved or Caltrans accepted Indirect Cost Rate(s).

Dave Krolick Vice President

SAMPLE COST PROPOSAL
SAMPLE COST PROPOSAL 1 (Page 3 of 3)
I, the undersigned, certify to the best of my knowledge and belief that all direct costs identified on the cost proposal(s) in this contract are actual, reasonable, allowable, and allocable to the contract in accordance with the contract terms and the following requirements:

Page 3 of 3 ends

Environmental consulting
[email protected]
Date of Certification (mm/dd/yyyy): 11/18/2024
Phone Number:
2525 Warren Drive, Rocklin, CA 95677
916-782-9100
*An individual executive or financial officer of the consultant’s or subconsultant’s organization at a level no lower than a Vice President or a Chief Financial Officer, or equivalent, who has authority to represent the financial information utilized to establish the cost proposal for the contract. 129
&HUWL¿FDWLRQRI,QGLUHFW&RVWVDQG)LQDQFLDO0DQDJHPHQW6\VWHP,QGHSHQGHQW2I¿FHRI$XGLWVDQG,QYHVWLJDWLRQV5HYLVHG
Inspector General
California Department of Transportation
Certification of Indirect Costs and Financial Management System (Note: If a Safe Harbor Indirect Cost Rate is approved, this form is not required) Consultant’s Full Legal Name:

Indirect Cost Rate (ICR):

Combined Rate: Or
+RPH2ႈFH5DWH
DQG)LHOG2ႈFH5DWH
LIDSSOLFDEOH

Facilities Capital Cost of Money (if applicable):

Fiscal Period:*
* Fiscal period is annual one year applicable accounting period that the ICR was developed (not the contract period). The ICR is based on the FRQVXOWDQW¶VRQH\HDUDSSOLFDEOHDFFRXQWLQJSHULRGIRUZKLFKILQDQFLDOVWDWHPHQWVDUHUHJXODUO\SUHSDUHGE\WKHFRQVXOWDQW ,KDYHUHYLHZHGWKHSURSRVDOWRHVWDEOLVKDQ,&5
V
IRUWKHILVFDOSHULRGDVVSHFLILHGDERYHDQGKDYHGHWHUPLQHG to the best of my knowledge and belief that:
• All costs included in the cost proposal to establish the ICR(s) are allowable in accordance with the cost principles of the Federal Acquisition Regulation (FAR) 48, Code of Federal Regulations (CFR), Chapter 1, Part 31 (48 CFR Part 31)
• The cost proposal does not include any costs which are expressly unallowable under the cost principles of 48 CFR Part 31
• The accounting treatment and billing of prevailing wage delta costs are consistent with our prevailing wage policy as either direct labor, indirect costs, or other direct costs on all federally-funded A&E Consultant Contracts.
• $OONQRZQPDWHULDOWUDQVDFWLRQVRUHYHQWVWKDWKDYHRFFXUUHGVXEVHTXHQWWR\HDUHQGDIIHFWLQJWKHFRQVXOWDQW¶V RZQHUVKLSRUJDQL]DWLRQDQGLQGLUHFWFRVWUDWHVKDYHEHHQGLVFORVHGDVRIWKHGDWHRIWKLVFHUWLILFDWLRQ I am providing the required and applicable documents as instructed on the Financial Document Review Request form.

Financial Management System:
2XUODERUFKDUJLQJMREFRVWLQJDQGDFFRXQWLQJV\VWHPVPHHWWKHVWDQGDUGVIRU¿QDQFLDOUHSRUWLQJDFFRXQWLQJ records, and internal control adequate to demonstrate that costs claimed have been incurred, appropriately accounted for, are allocable to the contract, and comply with the federal requirements as set forth in Title 23 United States Code (U.S.C.) Section 112(b)(2); 48 CFR Part 31.201-2(d); 23 CFR, Chapter 1, Part 172.11(a)(2); and all applicable state and federal rules and regulations. 2XU¿QDQFLDOPDQDJHPHQWV\VWHPKDVWKHIROORZLQJDWWULEXWHV

2.66 1/1/2023-12/31/2024
130
&HUWL¿FDWLRQRI,QGLUHFW&RVWVDQG)LQDQFLDO0DQDJHPHQW6\VWHP,QGHSHQGHQW2I¿FHRI$XGLWVDQG,QYHVWLJDWLRQV5HYLVHG
• Ability to accumulate and segregate allowable direct costs by project, contract and type of cost; • ,QWHUQDOFRQWUROVWRPDLQWDLQLQWHJULW\RIILQDQFLDOPDQDJHPHQWV\VWHP

• Ability to account and record costs consistently and to ensure costs billed are in compliance with FAR; • Ability to ensure and demonstrate costs billed reconcile to general ledgers and job costing system; and • Ability to ensure costs are in compliance with contract terms and federal and state requirementV Cost Reimbursements on Contracts:

I also understand that failure to comply with 48 CFR Part 16.301-3 or knowingly charge unallowable costs to Federal-Aid Highway Program (FAHP) contracts may result in possible penalties and sanctions as provided by the following:
• Sanctions and Penalties - 23 CFR Part 172.11(c)(4)
• False Claims Act - Title 31 U.S.C. Sections 3729-3733 • Statements or entries generally - Title 18 U.S.C. Section 1001 • Major Fraud Act - Title 18 U.S.C. Section 1031
All A&E Contract Information:
• Total participation amount ___________________ on all State and FAHP contracts for Architectural & (QJLQHHULQJVHUYLFHVWKDWWKHFRQVXOWDQWUHFHLYHGLQWKHODVWWKUHHILVFDOSHULRGV • The number of states in which the consultant does business is • Years of consultant’s experience with 48 CFR Part 31 is • ,GHQWLI\WKHW\SHRIDXGLWVOLVWHGEHORZWKDWWKHFRQVXOWDQWKDVKDGSHUIRUPHG LIDSSOLFDEOH

Name
** Title**:

Signature: Date:

Phone**: Email**:

$QLQGLYLGXDOH[HFXWLYHRU¿QDQFLDORႈFHURIWKHFRQVXOWDQW¶VRUVXEFRQVXOWDQW¶VRUJDQL]DWLRQDWDOHYHOQRORZHUWKDQD 9LFH3UHVLGHQWD&KLHI)LQDQFLDO2ႈFHURUHTXLYDOHQWZKRKDVDXWKRULW\WRUHSUHVHQWWKH¿QDQFLDOLQIRUPDWLRQXVHGWR establish the indirect cost rate.

Note: Both prime and subconsultants as parties of a contract must complete their own forms. Caltrans will not SURFHVVORFDODJHQF\¶VLQYRLFHVXQWLODFRPSOHWHIRUPLVDFFHSWHGDQGDSSURYHGE\WKH,QGHSHQGHQW2ႈFHRI Audits and Investigations.
2 8,484,650.00
5 32
Dave Krolick Vice President
(916) 782-9100 [email protected]
11/18/2024
131
Note: Mark-Ups are Not Allowed
Consultant: Monument ROW
Project No. Contract No. Date
Project Name

DIRECT LABOR
Name Classification Hours Actual Hr Rate Total
ROW PIC 8 $ 891.44
Project Manager 50 $ 4,000.00
Senior Analyst 141 $ 9,870.00
Analyst 16 $ 1,040.00
Agent 140 $ 7,000.00
Professional Staff 35 $ 1,400.00
Admin 29 $ 1,015.00
XXX 0- $
XXX 0- $
TOTAL LABOR HOURS 419

LABOR COSTS
a) Subtotal Direct Labor Costs $ 25,216.44
b) Anticipated Salary Increases $1,147.35
c) TOTAL DIRECT LABOR COSTS [(a) + (b)] $ 26,363.79

INDIRECT COSTS
d) Fringe Benefits (Rate:) 50.00% c) Total Fringe Benefits [(c) x (d)] $ 13,181.89 f) Overhead (Rate:) 51.30% g) Overhead [(c) x (f)] $ 13,524.62 h) General and Administrative (Rate: ) i) Gen & Admin [(c) x (h)] $ - j) TOTAL INDIRECT COSTS [(e) + (g) + (i)] $ 26,706.52
FIXED FEE k) TOTAL FIXED FEE [(c) + (j)] x fixed fee 10% ] $ 5,307.03 l) CONSULTANT’S OTHER DIRECT COSTS (ODC) – ITEMIZE (Add additional pages if necessary) Quantity Unit Unit Cost Total
Mileage $ - $ 1,000.00
Postage ea $ - $ 500.00
Appraisals 3 ea $ 7,000.00 $ 21,000.00
i) TOTAL OTHER DIRECT COSTS $ 22,500.00
m) SUBCONSULTANTS' COSTS (Add additional pages if necessary) Total ea $ -
ea $ -
m) TOTAL SUBCONSULTANTS' COSTS $ -
n) TOTAL OTHER DIRECT COSTS INCLUDING SUBCONSULTANTS [(l) + (m)] $ 22,500.00 TOTAL COST [(c) + (j) + (k) + (n)] $ 80,877.34
$40.00
$111.43
$80.00
$70.00
$65.00
$50.00
$35.00
Fee Range
EXHIBIT 10-H1 COST PROPOSAL Page 1 of 3

ACTUAL COST-PLUS-FIXED FEE OR LUMP SUM (FIRM FIXED PRICE) CONTRACTS (DESIGN, ENGINEERING AND ENVIRONMENTAL STUDIES)
November 18, 2024
Description of Item
Prime Consultant Subconsultant 2nd Tier Subconsultant
132
Direct Labor Total Hours per Avg 5 Year
Subtotal per Cost Cost Proposal Hourly Contract
Proposal Rate Duration
= $60.18 Year 1 Avg
Hourly Rate
Avg Hourly Rate Proposed Escalation
Year 1 + 5.0% = $63.19 Year 2 Avg Hourly Rate
Year 2 + 5.0% = $66.35 Year 3 Avg Hourly Rate
Year 3 + 5.0% = $69.67 Year 4 Avg Hourly Rate
Year 4 + 5.0% = $73.15 Year 5 Avg Hourly Rate
Estimated % Completed Total Hours per Cost Total Hours per Each Year Proposal Year
Year 1 * 419 = 126 Estimated Hours Year 1
Year 2 * 419 = 210 Estimated Hours Year 2
Year 3 * 419 = 84 Estimated Hours Year 3
Year 4 * 419 = 0 Estimated Hours Year 4
Year 5 * 419 = 0 Estimated Hours Year 5
Total Total = 419
Avg Hourly Rate Estimated hours
(Calculated above) (Calculated Above)
Year 1 * 126 = Estimated Hours Year 1
Year 2 * 210 = Estimated Hours Year 2
Year 3 * 84 = Estimated Hours Year 3
Year 4 * 0 = Estimated Hours Year 4
Year 5 * 0 = Estimated Hours Year 5
Total Direct Labor Cost with Escalation =
Direct Labor Subtotal before Escalation =
Estimated total of Direct Labor Salary Increase = Transfer to Page 1 NOTES:

3. This assumes that one year will be worked at the rate on the cost proposal before salary increases are granted.

4. Calculations for anticipated salary escalation must be provided. 419
EXHIBIT 10-H1 COST PROPOSAL Page 2 of 3

ACTUAL COST-PLUS-FIXED FEE OR LUMP SUM (FIRM FIXED PRICE) CONTRACTS (CALCULATIONS FOR ANTICIPATED SALARY INCREASES)

1. Calculate Average Hourly Rate for 1st year of the contract (Direct Labor Subtotal divided by total hours)

2. An estimation that is based on direct labor multiplied by salary increase % multiplied by the # of years is not acceptable. $69.67 $0.00

1. This is not the only way to estimate salary increases. Other methods will be accepted if they clearly indicate the % increase, the # $25,216.44
$1,147.35
$66.35

0.0%

0.0%
100.000%

4. Calculate Total Costs including Escalation (Multiply Average Hourly Rate by the number of hours) Cost Per
$73.15 $0.00
$26,363.79
$25,216.44

1. Calculate hourly rate for all years (Increase the Average Hourly Rate for a year by proposed escalation %) $66.35
$69.67

3. Calculate estimated hours per year (Multiply estimate % each year by total hours)

30.0%

50.0%

20.0%
$60.18 $7,564.93
$63.19 $13,238.63
Year
$5,560.23
$60.18
$63.19
133

1. Generally Accepted Accounting Principles (GAAP)

2. Terms and conditions of the contract

3. Title 23 United States Code Section 112 - Letting of Contracts

4. 48 Code of Federal Regulations Part 31 - Contract Cost Principles and Procedures

5. 6. 48 Code of Federal Regulations Part 9904 - Cost Accounting Standards Board (when applicable) Prime Consultant or Subconsultant Certifying:

Name**: Title**:

Signature: Date of Certification (mm/dd/yyyy):

Email**: Phone Number:

Address: 8 Cobbleston Court, Laguna Niguel, CA 92677
List services the consultant is providing under the proposed contract:

EXHIBIT 10-H1 COST PROPOSAL Page 3 of 3
I, the undersigned, certify to the best of my knowledge and belief that all direct costs identified on the cost proposal(s) in this contract are actual, reasonable, allowable, and allocable to the contract in accordance with the contract terms and the following requirements:
23 Code of Federal Regulations Part 172 - Procurement, Management, All costs must be applied consistently and fairly to all contracts. All documentation of compliance must be retained in the project files and be in compliance with applicable federal and state requirements. Costs that are noncompliant with the federal and state requirements are not eligible for reimbursement.

Local governments are responsible for applying only cognizant agency approved or Caltrans accepted Indirect Cost Rate(s).

Bob Morrison Vice President
[email protected] 916.717.7069
11/18/2024
**An individual executive or financial officer of the consultant’s or subconsultant’s organization at a level no lower than a Vice President or a Chief Financial Officer, or equivalent, who has authority to represent the financial information utilized to establish the cost proposal for the contract.

Certification of Direct Costs:
134
Staff Name
FRINGE

BENEFIT & OH
RATE
FEE
Classification ROW PIC Project Manager Senior Analyst Analyst Agent Professional Staff Admin FULLY BURDENED $ 246.74 $ 177.14 $ 155.00 $ 143.93 $ 110.72 $ 88.57 $ 77.50 101.30% 10.00% RAW RATE $ 111.43 $ 80.00 $ 70.00 $ 65.00 $ 50.00 $ 40.00 $ 35.00 ROW Efforts ‐
K‐Phase Cost Estimates 2 10 48 8 5 3 76 $ 5,207.86 $ 5,275.56 $ 1,048.34 $ 11,531.76Right‐of‐Way Data Sheets 2 10 48 8 5 2 75 $ 5,172.86 $ 5,240.11 $ 1,041.30 $ 11,454.26Acquisition 4 30 45 140 25 24 $ 14,835.72 $ 15,028.58 $ 2,986.43 $ 32,850.73Appraisals (3) $ ‐ $ ‐ $ ‐ $ 21,000.00 $ 21,000.00Mileage, Postage $ ‐ $ ‐ $ ‐ $ 1,500.00 $ 1,500.00 $ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐ $ ‐ $ ‐ $ ‐
$ ‐
Task 6 Subtotal 8 50 141 16 140 35 29 151 25,216.44 $ $ 25,544.25 $ 5,076.07 $ 55,836.76 Travel/postage/title reports $ ‐
TOTAL HOURS 8 50 141 16 140 35 29 419
TOTAL COST $ 891.44 $ 4,000.00 $ 9,870.00 $ 1,040.00 $ 7,000.00 $ 1,400.00 $ 1,015.00 $ 25,216.44 $ 25,544.25 $ 5,076.07 $ 22,500.00 $ 78,336.76

MONUMENT ROW
TOTAL

HOURS LABOR COST OTHER DIRECT COST TOTAL COST
135
&HUWL¿FDWLRQRI,QGLUHFW&RVWVDQG)LQDQFLDO0DQDJHPHQW6\VWHP,QGHSHQGHQW2I¿FHRI$XGLWVDQG,QYHVWLJDWLRQV5HYLVHG
Inspector General
California Department of Transportation
Certification of Indirect Costs and Financial Management System (Note: If a Safe Harbor Indirect Cost Rate is approved, this form is not required) Consultant’s Full Legal Name:

Indirect Cost Rate (ICR):

Combined Rate: Or
+RPH2ႈFH5DWH
DQG)LHOG2ႈFH5DWH
LIDSSOLFDEOH

Facilities Capital Cost of Money (if applicable):

• Account numbers identifying allowable direct, indirect, and unallowable cost accounts; • Ability to accumulate and segregate allowable direct, indirect, and unallowable costs into separate cost accounts;
1 Monument ROW
101.30
01/01/2023-12/31/2023
136
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• Ability to accumulate and segregate allowable direct costs by project, contract and type of cost; • ,QWHUQDOFRQWUROVWRPDLQWDLQLQWHJULW\RIILQDQFLDOPDQDJHPHQWV\VWHP

I also understand that failure to comply with 48 CFR Part 16.301-3 or knowingly charge unallowable costs to Federal-Aid Highway Program (FAHP) contracts may result in possible penalties and sanctions as provided by the following:
• Sanctions and Penalties - 23 CFR Part 172.11(c)(4)
• False Claims Act - Title 31 U.S.C. Sections 3729-3733 • Statements or entries generally - Title 18 U.S.C. Section 1001 • Major Fraud Act - Title 18 U.S.C. Section 1031
All A&E Contract Information:
• Total participation amount ___________________ on all State and FAHP contracts for Architectural & (QJLQHHULQJVHUYLFHVWKDWWKHFRQVXOWDQWUHFHLYHGLQWKHODVWWKUHHILVFDOSHULRGV • The number of states in which the consultant does business is • Years of consultant’s experience with 48 CFR Part 31 is • ,GHQWLI\WKHW\SHRIDXGLWVOLVWHGEHORZWKDWWKHFRQVXOWDQWKDVKDGSHUIRUPHG LIDSSOLFDEOH

Name
** Title**:

Signature: Date:

Phone**: Email**:

Note: Both prime and subconsultants as parties of a contract must complete their own forms. Caltrans will not SURFHVVORFDODJHQF\¶VLQYRLFHVXQWLODFRPSOHWHIRUPLVDFFHSWHGDQGDSSURYHGE\WKH,QGHSHQGHQW2ႈFHRI Audits and Investigations.
2 12,000,000.00
1 6
Bob Morrison VIce-President
(916) 717-7069 [email protected]
11/18/2024
137
Wood Rodgers, Inc.

CPE24-354 North 5th Streets Complete Streets and Connectivity Expires on 6/30/2027

EXHIBIT D
CERTIFICATE OF COMPLIANCE WITH LABOR CODE § 3700
[Labor Code § 1861]
I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be insured against liability for workers’ compensation or to undertake self-insurance in accordance with the provisions of that code, and I will comply with such provisions before commencing the performance of the work of this contract.

CONSULTANTS
By:
[Title]
138
Wood Rodgers, Inc.

CPE24-354 North 5th Streets Complete Streets and Connectivity Expires on 6/30/2027

EXHIBIT E

LABOR COMPLIANCE

1. PREVAILING WAGE
A. The Work contemplated herein constitutes a public work within the meaning of Labor Code sections 1720 and 1771. It shall be mandatory upon the Consultant and upon any Subcontractor, to pay not less than the said specified prevailing rates of wages to all workers employed by them under the Contract in accordance with Labor Code section 1774. The Director of the Department of Industrial Relations ("DIR") of the State of California has determined the general prevailing rate of wages of per diem wages in the locality in which the work is to be performed for each craft or type of worker needed to execute the Contract. The Consultant acknowledges that it has examined the prevailing rate of per diem wages as established by the DIR. Copies of the current schedules for prevailing wages are on file at City Hall, and the contents of those schedules are incorporated herein as if set forth in full. The Consultant shall post a copy of the applicable prevailing wage determinations at each job site, along with any other work place posters required by law.

B. The City will not recognize any claims for additional compensation because of the payment of prevailing wages. The possibility of wage increases is one of the elements to be considered by the Consultant in determining its proposal, and will not under any circumstances be considered as the basis of a claim against the City.

C. By executing this Contract Consultant warrants that it has registered with the Department of Industrial Relations in accordance with Labor Code section 1725.5.

2. PREVAILING WAGE RECORDS
A. The Consultant and each subcontractor shall keep an accurate payroll record which shows the name, address, social security number, correct work classification (in accordance with the wage decision), both straight and overtime worked each day and week, and hourly rate of pay, gross wages earned, deductions made and net wages paid to each journeyman, apprentice, worker or other employee paid by the Consultant /subcontractor in connection with the Work. These payroll records shall be certified and shall be made available at Consultant's principal office. These records shall be maintained during the course of the Work.

The Consultant and all subcontractors shall make the certified payroll records available for inspection by City representatives upon request and shall permit such representatives to interview employees during the work hours on the job site.

B. The City shall notify the Consultant in writing of any discrepancies or violations that are discovered during such inspections. Written notification pursuant to this Section shall include the actions that will be necessary to resolve the discrepancies and/or violations. The Consultant shall be held entirely responsible for the prompt resolution of all non-compliances with the prevailing wage laws, including those pertaining to all subcontractors and any lower-tier subcontractors. The Consultant shall forfeit as penalty to the City the amount specified by law for each calendar day or portion thereof for each worker (whether employed by the Consultant or any subcontractor) paid less than the stipulated prevailing rates for any work done under the Contract in violation of the provisions of the Labor Code and in particular, Section 1775. 139
Wood Rodgers, Inc.

CPE24-354 North 5th Streets Complete Streets and Connectivity Expires on 6/30/2027
C. To the extent applicable, Consultant and subcontractors shall maintain and furnish to the Department of Industrial Relations ("DIR"), a certified copy of each weekly payroll (but no less often than monthly), with a statement of compliance signed under penalty of perjury. Such certified payroll reports shall be transmitted electronically to the DIR.

D. The City will not recognize any claims for additional compensation because of the payment of the prevailing wages. The possibility of wage increases is one of the elements to be considered by the Consultant in entering into the Contract, and will not under any circumstances, other than delays caused by the City, or the City’s agents, be considered as the basis of a claim against the City.

3. Labor Discrimination
Attention is directed to Section 1735 of the Labor Code, which reads as follows:
“No discrimination shall be made in the employment of persons upon public works because of their race, color, national origin or ancestry, physical handicap, mental condition, marital status, or sex of such person, except as provided in Section 12940 of the Government Code, and every General Contractor for public works violating this section is subject to all the penalties imposed for a violation of this chapter.”
4 Eight-Hour Day Limitation
(a) In accordance with the provisions of the Labor Code, and in particular, Sections 1810 to 1815 thereof, inclusive, incorporated herein by reference, eight hours labor shall constitute a day's work, and no worker in the employ of Consultant, or any Subcontractor, doing or contracting to do any part of the work contemplated by the Contract, shall be required or permitted to work more than eight (8) hours in any one calendar day and forty (40) hours in any one calendar week in violation of those provisions; provided that subject to Labor Code Section 1815, a worker may perform work in excess of either eight (8) hours per day or forty (40) hours during any one week upon compensation for all hours worked in excess of eight (8) hours per day or forty (40) hours during any one week at not less than one and one-half times the basic rate of pay.
(b) The Consultant and each Subcontractor shall also keep an accurate record showing the names and actual hours worked of all workers employed by them in connection with the Contract. This record shall be open at all reasonable hours to the inspection of the City. It is hereby further agreed that, except as provided in (a) above, the Consultant shall forfeit as a penalty to the City the sum of twenty-five dollars ($25) for each worker employed in the performance of the Contract by the Consultant or by any of its Subcontractors for each calendar day during which such worker is required or permitted to labor more than eight (8) hours in and one calendar day and forty (40) hours in any one calendar week in violation of Sections 1810 through 1815.

5. Compliance with State Requirements for Employment of Apprentices (a) The Consultant's attention is directed to Section 1777.5 of the Labor Code.

Provisions of said Section pertaining to employment of registered apprentices are hereby incorporated by reference into this Contract. As applicable, the Consultant or any Subcontractor 140
Wood Rodgers, Inc.

CPE24-354 North 5th Streets Complete Streets and Connectivity Expires on 6/30/2027
employed by the Consultant in the performance of this Contract shall take such actions as necessary to comply with the provisions of Section 1777.5. 141
07-04 01/10/2007
7/16/2024
142
143
144
145
146

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 15, 2025 ITEM #4
SUBJECT:

CONSIDERATION OF APPROVAL OF CONTRACT AMENDMENT NO. 3 WITH CONSOR NORTH AMERICA, INC. FOR THE SYCAMORE TRAIL EXTENSION PHASE II PROJECT (CIP 14021)
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Christian Asuncion, Associate Civil Engineer
Ryan Teves, Senior Civil Engineer
Capital Projects Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
The objective of this report is to provide the City Council with sufficient information to approve Contract Amendment No. 3 of the professional services contract with Consor North America, Inc. (Consor) for construction management services for the Sycamore Trail Extension Phase II Project (CIP 14021).

RECOMMENDED ACTION
Staff respectfully recommends that the City Council:
1) Approve and authorize the City Manager, or his designee, to execute Amendment No. 3 to the construction management contract with Consor in the amount of $300,000 and extend the term of the contract to December 31, 2025, for the Sycamore Trail Extension Phase II Project; 2) Authorize the City Manager or his designee to execute amendments or change orders up to 15% of the contract amendment amount ($45,000);
3) Authorize the City Manager to execute non-substantive changes or modifications, with approval from the City Attorney; and
4) Authorize the City Manager or his designee to execute amendments to further extend the term of the contract, if necessary.

BACKGROUND
On May 23, 2022, staff solicited proposals for construction management services through a Request for Proposals (RFP) and received four proposals. After reviewing Consor’s qualifications, experience, and proposed work plan, the staff selection panel determined that Consor has a strong understanding of the work to be performed and is the most qualified firm to provide the construction management services. The contract was awarded by City Council on the August 3, 2022, meeting. Amendment No. 1 to the contract was made on February 28, 2023, to include subcontractor rate changes. Amendment No. 2 to the contract was made on November 18, 2024, to release previously approved contingency in the amount of $200,186 and extend the term of the contract to June 30, 2025, to continue providing construction support and project closeout.

Pursuant to the Public Contract Code, the project was publicly advertised for construction on October 3, 2023.

The bids were opened on November 17, 2023, and staff determined Bridgeway Civil Constructors, Inc. to be the lowest, responsive, and responsible bidder. On February 2, 2023, the City Council awarded the construction contract to Bridgeway Civil Constructors, Inc. in the amount of $11,230,198.50.

ANALYSIS
Construction for the project is currently ongoing, with an anticipated completion in Winter 2025. There was a delay in the initial project completion due to production of the final elements of the work, including the picket fence panels. Consor has also been required to spend additional effort in managing the contractor and contracts, which includes implementing additional project focus meetings and responding to RFIs and letters. As a result, Amendment No. 3 is requesting additional funds in the amount of $300,000 and an extension of the term of the contract to December 31, 2025, in order to complete construction support and project closeout. 147
Contract Amendment No. 3 with Consor
January 15, 2025

Page 2 ends

Table 1 - Consor Contract Table
Previously Approved
Original Contract (8/3/2022) $1,334,573.06
Amendments 1 & 2 (2/28/2023 & 11/18/2024) $200,186.00
Total $1,534,759.06
Amendment 3
Additional Requested Funds (pending) $300,000.00
New Contract Total $1,834,759.06
Environmental Considerations
On August 22, 2018, the City Council adopted the Final Initial Study/Mitigated Negative Declaration and Mitigation Monitoring and Reporting Program for the Project with Resolution 18-51. As the project has not been modified since that time, no new environmental analysis is required, consistent with State CEQA Guidelines Section 15162 and 15168(c)(2).

Commission Recommendation
Not applicable
Strategic Plan Integration
Not applicable
Alternatives
Staff recommends that the City Council:
1) Approve the recommended actions as stated above.
2) Modify or defer the recommended actions.
3) Elect not to proceed with the contract for professional services with Consor North America, Inc.

Alternative 1 is recommended to allow for further construction support and project closeout in compliance with grant milestone requirements.

Coordination and Review
This report was prepared by the Capital Projects Department with coordination and review from the Finance Department.

Budget/Cost Impact
There is currently sufficient funding in the Capital Improvement Program (CIP) for the recommended action of this report and no additional funding is required or requested at this time.

ATTACHMENT(S)
1) Vicinity Map
2) CPC22-200 Consor Contract Amendment 3
148
Attachment 1 VICINITY MAP
149
Attachment 2
Consor North America, Inc.

CPC22-200 Sycamore Trail Phase II
Expires 12/31/2025
AMENDMENT NO. 3
to the

CONTRACT FOR SERVICES
between the

CITY OF WEST SACRAMENTO
And
CONSOR NORTH AMERICA, INC.

Dated August 3, 2022
This Amendment No. 3 to the Contract for Services between the City of West Sacramento (City) and Consor North America, Inc. (Consultant) dated August 3, 2022 for the Sycamore Trail Phase II Project, is made and entered into this January 15, 2025. Except as expressly amended herein, the August 3, 2022 Contract for Services is in full force and effect.

RECITALS
WHEREAS, the City of West Sacramento and Quincy Engineering, Inc. executed a contract for services on August 3, 2022, for the Consultant to provide Construction Management services for the Sycamore Trail Phase II Project (Project); and WHEREAS, Quincy Engineering, Inc. was acquired and became a wholly owned subsidiary of Consor North America, Inc. in May 2019; and WHEREAS, The City and Consultant were informed that, in light of the corporate relationship between Consultant and Consor, the Agreement should have been by and between the City and Consor; and
WHEREAS, the City and Consultant amended the Agreement for the purpose of clarifying that said Agreement is by and between the City and Consor; and WHEREAS, a construction contract was awarded to Bridgeway Civil Constructors, Inc. on February 2, 2023 City of West Sacramento Council Meeting; and WHEREAS, Amendment No. 1 was executed February 28, 2023 to include the subcontractor rate changes; and
WHEREAS, Amendment No. 2 was executed November 18, 2024 to increase the contract in the amount of $200,186.00 and extend the term of the contract to June 30, 2025; and WHEREAS, the City and Consultant desire to amend the said contract.

NOW, THEREFORE, IT IS MUTUALLY AGREED by parties hereto to amend the said agreement as follows:

I. COMPENSATION:

The compensation as set forth in the Contract for Services dated August 3, 2022, shall be increased as outlined in the proposal dated December 11, 2024, attached hereto as Exhibit A. Compensation shall be increased by $300,000.00 to continue providing construction support and closeout and in no event shall total compensation exceed $1,834,759.06 without the City’s prior written approval.

II. TERM:

The term as set forth in the Contract for Services shall be extended and terminate on December 31, 2025.

III. REMAINING TERMS AFFECTED: Except as expressly provided herein, nothing in this Amendment No.3 shall be deemed to waive or modify any of the other provisions of the 150
Contract Amendment 3 for Consor North America, Inc.

January 15, 2025

Page 2 of 2 ends

Contract. In the event of any conflict between this Amendment No. 3 and the Contract, the terms of this Amendment No. 3 shall prevail.

IN WITNESS WHEREOF the parties hereto have executed Amendment No. 3 to the Agreement as the date herein set forth.

CITY OF WEST SACRAMENTO
By:

Amanda Berlin, Assistant City Manager

CONSOR NORTH AMERICA, INC.

By:

Mike Hagerty, PE, District Manager, Construction Management

APPROVED AS TO FORM
By:

Jeffrey Mitchell, City Attorney
ATTEST:

By: ________________________________________________________ Jennifer Cusmir, City Clerk 151
11017 Cobblerock Drive, Suite 100,
Rancho Cordova, CA 95670
December 11, 2024
City of West Sacramento
Ryan Teves, PE,
Senior Civil Engineer
1110 West Capitol Ave, 1st Floor
West Sacramento, CA 95691
RE: Request for increase in the Construction Management and Inspection Services Budget for the Sycamore Trail Project
Dear Mr. Teves,
Per our recent conversations regarding the Sycamore Trail Phase Project construction management and inspection project budget, we have evaluated the project status relative to the Consor budget for our professional services and respectfully request and additional $300,000 in order to best meet the City’s ongoing needs. Our request is summarized below:

We would like to officially request our budget be increased by $300,000 to a total not-to-exceed budget of $1,834,759.06
Current Not-to-Exceed budget, including amendment 1: $ 1,334,573.06 Requested Budget increase in the amount of the Contingency: $ 200,186.00 Amendment 3 Request $ 300,000.00
Total Not-to-Exceed Budget: $ 1,834,759.06
There are several factors which required Consor to send additional effort on this project and contributing to the request for additional funds a delay to the project completion and additional effort managing the general Contractor BCCI.

The delay to project completion.  BCCI recently informed the team that the final elements of work, the picket fence panels, have been delayed until mid-January. The current project schedule is currently projecting a completion date of January 31st approx., 130 working days past the original contract duration of 300 working days. This represents a 43% increase in the number of working days, while the total amendments represent a 37 increase to the budget.

Consor’s team have spent and will need to continue to spend additional efforts in the day-to-day management of the work, including inspection time, however we continue to strive to work efficiently and minimize the costs for this additional effort.

Consor has also been required to spend additional effort in managing the contractor and contract.  BCCI has submitted numerous RFI’s and letters in protest of their working day delays and required repair work ,which has required Consor to spend significant effort in developing rebuttals.  Consor needed to implement an additional project meeting focused solely on the items required to complete the contract to keep the contractor moving forward. After multiple occasions where BCCI attempted to move forward on work without approved submittal or work plans Consor initiated a weekly meeting focused on outstanding documentation and work planning with BCCI in an effort to help them better prepared for and execute the work. This also including notifying the contractor of required submittals and paperwork.  BCCI has submitted 8 notices of potential claims requesting additional compensation for numerous items, for which Consor and the City disagree compensation is owed. Consor has spent a significant amount of additional time researching and drafting responses to each of BCCI’s claims in addition to meeting with the DRB board and presenting the disputed claims.
152
11017 Cobblerock Drive, Suite 100,
Rancho Cordova, CA 95670
If you have any questions, please contact me at (925) 200-9898, or my email at: [email protected]. We look forward to continuing our partnership on this important City project. Sincerely, Consor North America, Inc.

Mike Hagerty, PE, QSD | District Manager
153
Cost Proposal
TASKS Principal Engineer Construction Manager Resident Engineer ** RE / Claims Specialist Office Engineer Office Engineer Const. Insp. Gp 2 ** Const. Insp. Gp 2 ** Const. Insp. Gp 2 ** (1.5x OT) Const. Insp. Gp 2 ** (2.0x DT) Project Managed Assistant Consor Total Hours Consor NLF Budget MNS Structureal Sherri Berexa Charlie Hayler Subconsultant Subtotal MBH NLM SB CH MWR JG JH CIG2 CIG2OT CIG2DT PMA
No. Initial Hourly Rate $227.16 $227.16 $227.16 $227.16 $163.55 $153.40 $150.99 $150.99 $226.49 $301.99 $112.24 1 Pre Construction 0 $0.00 $0.00
2 Construction Administration & Inspection 198 264 80 264 352 1158 $219,447.70 $0.00 3 Structures Inspection 0 $0.00 $0.00
4 Materials Sampling and Testing 0 $0.00 $20,000 $20,000.00 5 Post Construction 80 80 80 240 $49,429.64 $0.00
0 $0.00 $0.00
0 $0.00 $0.00
0 $0.00 $0.00
0 $0.00 $0.00
$0.00
Subtotal- Hours 278 80 264 80 344 0 352 0 0 0 0 1398 $268,877.33 $0.00 Estimated Salary Increases for Multi-Year Project $2,922.67 Other Direct Costs $8,200.00 $0.00
Total Cost $63,149.99 $18,172.66 $59,969.78 $18,172.66 $56,262.56 $0.00 $53,149.69 $0.00 $0.00 $0.00 $0.00 $268,877.33 $280,000.00 $20,000.00 $0.00 $0.00 $20,000.00 Total: 300,000.00
Project Name: Sycamore Trail Phase 2 Amendment 3
Type of Project Here
CM 10-H1_January 2022 Project 1 Hrs (3) 12/12/2024 154

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 15, 2025 ITEM #5
SUBJECT:

CONSIDERATION OF RESOLUTION 25-09 APPROVING THE 2024 SEWER MASTER PLAN UPDATE, RESOLUTION 25-10 AMENDING THE CAPITAL IMPROVEMENT PROGRAM (CIP), AND BLACK AND VEATCH AMENDMENT 2 FOR ENGINEERING

SERVICES FOR THE CITY OF WEST SACRAMENTO SEWER MASTER PLAN UPDATE (CIP 31008)
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:

Amber Wallace, Senior Civil Engineer
Capital Projects Department
[ ] Commission [ X ] Staff
[ ] Other
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
The objective of this report and presentation is to provide the City Council with sufficient information to adopt Resolution 25-09 approving the Sewer Master Plan Update and adopt Resolution 25-10 amending the Capital Improvement Program (CIP) and amendment 2 with Black & Veatch for the City of West Sacramento Sewer Master Plan Update (CIP 31008).

RECOMMENDED ACTION
Staff respectfully recommends that the City Council:
1) Find that the 2024 Sewer Master Plan Update is within the scope of the previously certified Environmental Impact Report (EIR) prepared for the General Plan 2035, and no new or substantially more adverse impacts would occur through implementation of the proposed project. As a result, no new environmental document or analysis is required consistent with State of California Environmental Quality Act (CEQA) Guidelines Sections 15162 and 15168(c)(2);
2) Adopt Resolution 25-09 approving the Sewer Master Plan Update; 3) Adopt Resolution 25-10 amending the Capital Improvement Program; 4) Delegate authority to the City Manager or his designee to execute amendment 2 to the contract with Black & Veatch for $67,590;
5) Authorize the City Manager, or his designee, to execute non-substantive changes or modifications to the construction contract, with approval from the City Attorney; and 6) Authorize the City Manager or his designee to execute amendments to extend the term of the contract.

BACKGROUND
The City last updated its Sewer Master Plan in 2017 (the 2015 Master Plan), which was approved by City Council in November 2017.

The City developed this Sewer Master Plan Update (“Master Plan”) to systematically manage and enhance its sewer (wastewater) infrastructure, ensuring efficient and effective service delivery. This Master Plan provides a comprehensive framework for assessing both current and future sewer system needs, identifying capacity constraints, and prioritizing necessary improvements. Furthermore, the City’s Sewer Master Plan supports compliance with regulatory requirements, reduces the risk of sewer overflows, and helps protect public health and the environment.

This update continues the City’s efforts to balance the need for expanding infrastructure to accommodate growth and redevelopment while addressing the rehabilitation needs of its aging infrastructure and increasing system resilience to both climate change impacts and unplanned outages. The City remains focused on provide safe and reliable services to its customers.

The General Plan 2035 (“General Plan”) was in draft form during the development of the 2015 Master Plan and was approved by City Council in November 2016. The General Plan guides the City’s development until 2035 and serves as a basis for land use decisions by government officials, including the Planning Commission and the City Council. The General Plan anticipates continued urbanization, driven by infill and redevelopment opportunities in the Bridge District, Washington Neighborhood, Pioneer Bluff Neighborhood, and the Central Business District. Southport is expected to continue its growth, driven by three potential developments in the area.
155
Sewer Master Plan Update
January 15, 2025

Page 2 ends

A critical element of the General Plan 2035 process is ensuring that the City’s utilities have the ability to serve existing and projected future customers. This Master Plan evaluates both the condition and capacity of the City’s wastewater collection system and recommends upgrades and new infrastructure, where necessary, to provide service to the City’s existing and future wastewater customers.

ANALYSIS
The primary objectives of this Master Plan are to support City staff in their efforts to actively manage and improve the sewer system, plan for undeveloped and underserved areas, and plan for necessary reliability and resilience improvements.

In developing this Master Plan, new data and information were collected by conducting wastewater flow and rainfall monitoring during the 2023/2024 wet weather season, conducting a visual assessment of seven of the City’s wastewater pump/lift stations to assess their condition, processing the City’s available CCTV inspection data to assess the condition of the gravity sewers, incorporating the City’s newly updated graphic information system (GIS) geodatabase, collecting City staff knowledge about the condition and performance of the system through a series of collaborative workshops and meetings, incorporating sewer system improvements since the 2015 Master Plan, reviewing maintenance records, and using the future land use and population projections developed for the City’s Water Master Plan (which was being developed concurrently).

This new data and information were then used to update and recalibrate the City’s computerized hydraulic model of the existing sewer system, develop a hydraulic model of the future system for the year 2035, analyze the hydraulic capacity of the City’s existing and future sewer systems, update the City’s pump/lift station risk assessment model, develop prioritized sewer cleaning and inspection plans, identify rehabilitation and replacement needs, identify capacity improvement projects to meet the needs of the sewer system through service area buildout, and develop 5- and 10-year capital improvement plans.

The amendment will cover the pump curves developed to calibrate the hydraulic system. The new curves were needed due to adjustments made to the pumps. Additional effort was also needed to review and edit updates to the Yarborough sewer system and incorporate the CCTV and maintenance data that have been collected since the beginning of the project.

Environmental Considerations
The Sewer Master Plan Update is within the scope of the Environmental Impact Report (EIR) prepared for the West Sacramento 2016 General Plan Update, and no new or substantially more adverse impacts would result from the implementation of the Master Plan. As a result, no new environmental document is required, consistent with State CEQA Guidelines Section 15168 (c)(2). Projects under the Master Plan will be evaluated at the projectlevel, pursuant to CEQA requirements, as they are authorized. As necessary, subsequent/tiered environmental analysis of each project will be conducted prior to implementation.

Commission Recommendation
Staff reviewed the Sewer Master Plan with the Environmental and Utilities Commission on December 10, 2024.

Strategic Plan Integration
The 2024 Sewer Master Plan Update supports the following strategic principles: Core Services & Infrastructure; sustain a financially sound City in which everyone feels safe and secure, with quality services and wellmaintained infrastructure, Local Economic Development; catalyze development in riverfront and downtown areas and attract and retain businesses to maintain strong and diverse local economy; and Climate & Energy Resiliency; reduce climate impact, protect our environment and energy and improve reliability.

Alternatives
The City Council may do the following:

1. Approve the Sewer Master Plan Update and the related Resolutions and Amendment.

2. Delay the approval of the items listed in this Agenda Report.

3. Deny approval of the items listed in this Agenda Report.

Staff recommend Alternative 1. The Sewer Master Plan Update supports the City’s sewer collection responsibilities.

Coordination and Review
The 2024 Sewer Master Plan Update is being coordinated with the Public Works, Community Development, Economic Development & Housing, Capital Projects and Finance departments. 156
Sewer Master Plan Update
January 15, 2025

Page 3 ends

Budget/Cost Impact
The 2024 Sewer Master Plan Update is funded under CIP 31008 with a budget of $674,811. Additional funding in the amount of $197,590 is being requested; $130,000 for staff time and $67,590 for amendment 2 for the contract with Black and Veatch. The additional funding is proposed to be transferred from sewer funds remaining in the completed State Streets Sewer project (31281).

Table 1 – CIP 31008 Sewer Master Plan Update
Appropriations Amount
FY 21/22 Sewer Enterprise Fund $500,000
FY 22/23 Sewer Enterprise Fund $174,811
Total Appropriations $674,811
Requests
BV Amendment 2 Request $67,590
Staff Time + ICAP Request $130,000
Total Request $197,590

ATTACHMENTS

1. Resolution 25-09

2. Resolution 25-10

3. Amendment 2 for Black & Veatch

4. Sewer Master Plan Update dated October 4, 2024
157
Attachment 1
RESOLUTION 25-9

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

APPROVING THE SEWER MASTER PLAN UPDATE
WHEREAS, the City is responsible for updating the Sewer Master Plan which include establishing a capital improvement program which updates aging infrastructure and plan for growth; and
WHEREAS, the last Sewer Master Plan was updated in 2017; and

WHEREAS, the Sewer Master Plan will provide a guideline in determining sewer rates; and
WHEREAS, the City’s Sewer Master Plan Update was reviewed with the EU Commission on December 9, 2024; and
WHEREAS, the City Council has considered all information related to this matter, as presented at the public meetings of the City Council identified herein, including any supporting reports by City staff, and any other information provided during public meetings.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of West Sacramento as follows:

1. The City Council hereby approves the Sewer Master Plan Update, prepared by Black and Veatch;

2. The City Council hereby authorizes the City Manager, or his designee to take actions necessary to implement the Sewer Master Plan Update;

3. The City Council hereby authorizes the City Manager, or his designee to make minor changes to the Sewer Master Plan Update that in substantial conformance with the approved plan;

4. The City Council hereby finds that the facts set forth in the recitals to this Resolution are true and correct and establish the factual basis for the City Council’s adoption of this Resolution

5. This Resolution shall take effect immediately upon its adoption.

PASSED AND ADOPTED by the West Sacramento City Council this 15th day of January 2025, by the following vote:

AYES:

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
158
Attachment 2
RESOLUTION 25-10

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

APPROVING AN AMENDMENT TO THE CAPITAL IMPROVEMENT PROGRAM (CIP) FOR FISCAL YEAR 2024/25 TO ADD $197,590 TO THE SEWER MASTER PLAN UPDATE (CIP #31008)
WHEREAS, the City Council approved the Sewer Master Plan Update project in 2021/22 with an initial appropriation of $500,000 in Sewer Funds; and

WHEREAS, the City Council approved additional funding of $174,811 in FY 2022/23 when the original contract for this work was approved, bringing the project budget to $674,811; and WHEREAS, the City’s Sewer Master Plan Update took more work than anticipated due to lack of historical data, changes related to the updated land use memo, updates to development plans, auditing the Sanitary Sewer Management Plan (SSMP), revising sanitary sewer pump curves; and
WHEREAS, additional funding of $197,590 is necessary to cover staff time and Amendment 2 to the Black and Veatch contract to complete the Sewer Master Plan update; and WHEREAS, the State Streets Sewer Rehabilitation project (CIP 31281) is complete and has remaining Sewer Funds, which staff recommends transferring to the Sewer Master Plan update project; and
WHEREAS, the City Council has considered all information related to this matter, as presented at the public meetings of the City Council identified herein, including any supporting reports by City staff, and any other information provided during public meetings.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of West Sacramento as follows:

1. The City Council hereby approves amendment to the Capital Improvement Program (CIP) for the 2024-25 fiscal year as listed below:

SOURCES
$197,590 502-9421-4990/31008-4990 Transfer in from 31281 $197,590 502-9421-5530/31281-5800 State St Sewer Rehab project $197,590 TOTAL SOURCES
USES
$197,590 502-9421-5950/31281-5950 Transfer out from 31281 $197,590 502-9421-5530/31008-5800 Sewer Master Plan project $197,590 TOTAL USES
*Note: Interfund transfers not included in total to avoid duplication of total costs.

2. The City Council hereby finds that the facts set forth in the recitals to this Resolution are true and correct and establish the factual basis for the City Council’s adoption of this Resolution.

3. This Resolution shall take effect immediately upon its adoption.

PASSED AND ADOPTED by the West Sacramento City Council this 15th day of January 2025, by the following vote:

AYES:
159
Resolution 25-10

Page 2 ends

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
160
Black & Veatch Corporation
CPE22-232 Sewer Master Plan Update
Expires 08/17/2025
AMENDMENT NO. 2
to the

CONTRACT FOR SERVICES
between the

CITY OF WEST SACRAMENTO
And
Black & Veatch Corporation
Dated August 17, 2023
This Amendment No. 2 to the Contract for Services between the City of West Sacramento and Black & Veatch Corporation dated August 17, 2023, is made and entered into this on January 15, 2025. Except as expressly amended herein, the August 17, 2023 Contract for Services is in full force and effect.

RECITALS
WHEREAS, The City of West Sacramento and Black & Veatch Corporation executed a Contract for Engineering Services for the Sanitary Sewer Master Plan Update; and WHEREAS, additional efforts are needed to calibrate and review the hydraulic model and existing system for the sewer lift and pump stations due to gaps in SCADA and modifications on the pumps; and
WHEREAS, additional GIS support is needed to transfer the City’s recent GIS information and previous master plan files into tables and figures for the update; and WHEREAS, the City and Consultant desire to amend said contract.

NOW, THEREFORE, IT IS MUTUALLY AGREED by parties hereto to amend said agreement as follows:

I. SCOPE OF SERVICES:

The scope of services as set forth in the Contract for Services dated August 17,2023, shall be revised to reflect the additional scope as outlined in Exhibit A.

II. COMPENSATION:

The compensation as set forth in the Contract for Services dated August 17,2023, shall be revised and increased by $67,590.

IN WITNESS WHEREOF the parties hereto have executed this Agreement as the date herein set forth.

CITY OF WEST SACRAMENTO
By:

Amanda Berlin, Assistant City Manager
Black & Veatch Corporation
By: David J. Carlson P.E., Vice President
161
Black & Veatch Corporation
CPE22-232 Sewer Master Plan Update
Expires 08/17/2025

APPROVED AS TO FORM
By:

Jeffrey Mitchell, City Attorney
ATTEST:

By: ________________________________________________________ Jennifer Cusmir, City Clerk 162
163
164
165
166
167
168
169

SEWER MASTER

PLAN UPDATE
October 4, 2024

CITY OF WES T SA CR A M E N T O
BV PROJECT NO. 413644
170
City of West Sacramento | Sewer Master Plan Update

BLACK & VEATCH
Prepared by: Akanksha Kawade
Nicholas Zigler
Elizabeth Diaz-Gunning, PE
Yiran Li
Austin Picano
Clinton McAdams, PE
Katherine Sheehan, PE
Jon Wells, PE, Dopudja & Wells Consulting, Inc.

Professional
Engineer: 10/3/2024
Signature Date
Lani Good, PE
Printed Name
C73677
License No.

Approved by:

Signature Date
Printed Name
171
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Table of Contents i
Table of Contents
Executive Summary ................................................................................................................................. 1

1.0 Introduction ............................................................................................................................. 1-1

1.1 Purpose .................................................................................................................................. 1-1

1.2 Report Organization .............................................................................................................. 1-1

2.0 Existing System and Land Use ................................................................................................. 2-1

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

2.2 Population Served and Land Use Characteristics ............................................................... 2-1

2.2.1 Existing Population and Land Use ....................................................................... 2-1

2.2.2 General Plan 2035 and Buildout Population and Land Use ................................ 2-4

2.3 Existing Collection System Facilities ................................................................................... 2-6

2.3.1 Gravity Main Characteristics ................................................................................ 2-9

2.3.2 Pump Stations, Lift Stations, and Associated Force Main Characteristics .................................................................................................... 2-14

3.0 System Performance Criteria ................................................................................................... 3-1

3.1 Existing Sewer System Facility Capacity Criteria ................................................................ 3-1

3.2 New or Replacement Gravity Main Design Criteria ............................................................. 3-1

3.2.1 Gravity Main Capacity Standards ......................................................................... 3-1

3.2.2 Gravity Main Design Standards ............................................................................ 3-2

3.2.2.1 Minimum Slope ................................................................................ 3-2

3.2.2.2 Gravity Main Materials ..................................................................... 3-2

3.2.2.3 Gravity Main Cover and Clearances ................................................ 3-3

3.3 New or Replacement Pump Station and Lift Station Design and Operating Criteria .................................................................................................................................... 3-3

3.3.1 Pump Station and Lift Station Design Criteria ..................................................... 3-3

3.3.2 Pump Station and Lift Station Operational Criteria ............................................. 3-3

3.4 New or Replacement Force Main Design and Operating Criteria ....................................... 3-4

3.5 Design Storm Criteria ............................................................................................................ 3-4

4.0 Planning Scenarios .................................................................................................................. 4-1

4.1 Existing Conditions ................................................................................................................ 4-1

4.2 Pump and Lift Station Remaining Capacity ......................................................................... 4-1

4.3 2035 Growth .......................................................................................................................... 4-1

4.4 Buildout Growth ..................................................................................................................... 4-1

5.0 Hydraulic Model Update and Calibration .................................................................................. 5-1

5.1 Hydraulic Model Elements .................................................................................................... 5-1

5.2 Model Infrastructure Updates ............................................................................................... 5-1

5.3 Load Allocation ...................................................................................................................... 5-2

5.4 Flow Monitoring Program Description ................................................................................. 5-6

5.4.1 Flow Monitoring Overview .................................................................................... 5-6 172
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5.4.2 Site Selection Criteria ............................................................................................ 5-7

5.4.3 Flow Monitoring Locations ................................................................................... 5-7

5.4.4 Rain Gage Locations ........................................................................................... 5-10

5.4.5 Hydrologic Conditions ........................................................................................ 5-11

5.4.6 Flow Monitoring Results ..................................................................................... 5-11

5.5 Dry Weather Flow Calibration ............................................................................................. 5-12

5.5.1 Existing Dry Weather Flow Allocation ................................................................ 5-12

5.5.1.1 Average Dry Weather Flow Allocation ......................................... 5-12

5.5.1.2 Diurnal (24-Hour) Flows ................................................................ 5-13

5.5.2 Existing Dry Weather Flow Calibration ............................................................... 5-14

5.5.3 Calibrated Existing Dry Weather Flow Values ................................................... 5-15

5.6 Wet Weather Flow Calibration ............................................................................................ 5-16

5.6.1 Wet Weather Flow Components......................................................................... 5-17

5.6.2 Existing Wet Weather Flow Allocation ............................................................... 5-17

5.6.3 Existing Wet Weather Flow Calibration .............................................................. 5-19

6.0 Dry and Wet Weather Flow Projections .................................................................................... 6-1

6.1 Future Average Dry Weather Flow Projections .................................................................... 6-1

6.1.1 Development by Model Subcatchment ................................................................ 6-1

6.1.2 Projected 2035 ADWF Values .............................................................................. 6-6

6.2 Future Wet Weather Flow Projections .................................................................................. 6-6

7.0 Existing System Evaluation ...................................................................................................... 7-1

7.1 Rainfall-Dependent Inflow and Infiltration ........................................................................... 7-1

7.2 Gravity Main Hydraulic Evaluation ........................................................................................ 7-1

7.2.1 Stillwater Road ...................................................................................................... 7-1

7.2.2 Bryte Pump Station Tributary ............................................................................... 7-6

7.2.3 Stone Boulevard and Park Boulevard .................................................................. 7-8

7.2.4 Linden Road and Jefferson Boulevard............................................................... 7-10

7.3 Pump/Lift Station Hydraulic Evaluation ............................................................................. 7-12

7.4 Force Main Hydraulic Evaluation ........................................................................................ 7-13

8.0 Future System Evaluation ........................................................................................................ 8-1

8.1 Future PWWF Scenarios ....................................................................................................... 8-1

8.2 Existing System Hydraulic Evaluation Under Future Flows ................................................ 8-1

8.2.1 Gravity Sewer Hydraulic Evaluation ..................................................................... 8-1

8.2.2 Force Main Hydraulic Evaluation.......................................................................... 8-4

8.2.3 Pump/Lift Station Hydraulic Evaluation .............................................................. 8-4

8.2.3.1 Iron Works Lift Station ..................................................................... 8-6

8.3 Future System Configuration ................................................................................................ 8-7

8.3.1 Septic to Sewer Conversions ................................................................................ 8-7

8.3.2 Davis Pump Station and Force Main .................................................................... 8-9 173
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BLACK & VEATCH | Table of Contents iii

8.3.3 Largo Pump Station .............................................................................................. 8-9

8.3.4 Parlin Ranch Pump Station ................................................................................. 8-10

8.3.5 Southport Drainage Areas and System Configuration ...................................... 8-10

8.3.5.1 Area 1: Burrows Avenue LNWI Connection Basin ....................... 8-10

8.3.5.2 Area 1a: Bridgeway Lakes ............................................................ 8-10

8.3.5.3 Area 1b: Yarbrough Largo Pump Station Basin .......................... 8-10

8.3.5.4 Area 1c: Yarbrough Lift Station Basin .......................................... 8-12

8.3.5.5 Area 1d: Yarbrough East ............................................................... 8-12

8.3.5.6 Area 1e: Southeast City ................................................................ 8-13

8.3.5.7 Area 2a: River Park ........................................................................ 8-13

8.3.5.8 Area 2b: Southeast Village ........................................................... 8-13

8.3.5.9 Area 3: Allan Lift Station Basin of Northwest Village ................. 8-13

8.3.5.10 Area 4a: Parlin Ranch Pump Station Basin ................................. 8-15

8.3.5.11 Area 4b: Southern Liberty and Southeast Village........................ 8-18

8.3.5.12 Area 4c: Rural Core ....................................................................... 8-18

8.3.5.13 Area 5: Central Core ...................................................................... 8-18

8.3.5.14 Area 6: East Linden Road ............................................................. 8-18

8.3.5.15 Area 7: Southport Business Park and Bridgeway Island ............ 8-19

8.3.5.16 Area 8: Linden Road in Northwest Village ................................... 8-19

8.3.5.17 Area 9: Western Seaway ............................................................... 8-19

8.3.5.18 Area 10: Eastern Seaway .............................................................. 8-19

8.3.5.19 Area 11a: Stone Lock Neighborhood ........................................... 8-19

8.3.5.20 Area 11b: Newport Estates ........................................................... 8-20

8.3.5.21 Area 11c: Remaining Newport Estates ........................................ 8-20

8.3.5.22 Area 12: Northern Jefferson Boulevard ....................................... 8-20

8.3.6 Yarbrough Alternatives Analysis ........................................................................ 8-20

9.0 Asset Management Plan .......................................................................................................... 9-1

9.1 Introduction to Risk Management ........................................................................................ 9-1

9.2 Condition Assessment .......................................................................................................... 9-2

9.2.1 Lift/Pump Stations ................................................................................................ 9-2

9.2.1.1 Scope ................................................................................................ 9-2

9.2.1.2 Assessment Methodology............................................................... 9-3

9.2.1.3 Findings ............................................................................................ 9-4

9.2.2 Manholes & Vaults ................................................................................................ 9-7

9.2.3 Gravity Sewers ....................................................................................................... 9-7

9.3 Risk Assessment ................................................................................................................... 9-9

9.3.1 Lift Stations/Pump Stations ................................................................................. 9-9 174
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BLACK & VEATCH | Table of Contents iv

9.3.2 Gravity Mains and Manholes ................................................................................ 9-9

9.4 Asset Management Plan ....................................................................................................... 9-9

9.4.1 Collection System Levels of Service .................................................................. 9-11

9.4.2 Collection System Asset Inventory .................................................................... 9-11

9.5 Preventative Maintenance Program ................................................................................... 9-11

9.5.1 Preventative Maintenance Program .................................................................. 9-11

9.5.2 Rehabilitation/Replacement Program ............................................................... 9-15

10.0 Capital Improvement Program ............................................................................................... 10-1

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

10.2 Basis for Capital Improvement Costs ................................................................................ 10-2

10.2.1 Pipeline Improvements ....................................................................................... 10-2

10.2.1.1 Pipeline Construction Method Options ........................................ 10-2

10.2.1.1.1 Cured in Place Pipe (CIPP) ........................................ 10-2

10.2.1.1.2 Open Cut Construction............................................... 10-3

10.2.1.1.3 Pipe Bursting .............................................................. 10-4

10.2.1.1.4 Pipe Reaming ............................................................. 10-5

10.2.1.2 Pipeline Unit Costs ........................................................................ 10-6

10.2.2 Pump Station Improvements ............................................................................. 10-6

10.3 Recommended Capital Improvement Program ................................................................. 10-7

10.3.1 Cleaning/Inspection Program ............................................................................ 10-7

10.3.2 Rehabilitation/Replacement Projects ................................................................ 10-8

10.3.2.1 Gravity Sewer Rehab/Replacement Projects ............................ 10-12

10.3.2.2 Pump/Lift Station Equipment Repairs ....................................... 10-13

10.3.3 Capacity Improvement Projects .......................................................................10-13

10.3.3.1 Pipeline Hydraulic Improvement Projects ................................. 10-13

10.3.3.2 Pump Station Capacity Upgrade Projects ................................. 10-16

10.3.3.3 Septic to Sewer Conversions ..................................................... 10-17

10.3.4 Capacity Improvement Program Summary .....................................................10-17

10.4 Other Recommendations ..................................................................................................10-19 Appendix A. City of West Sacramento Sewer Flow Monitoring and Inflow/Infiltration Study........... A-1 Appendix B. Wet Weather Calibration Plots .................................................................................... B-1 Appendix C. Pump Station Condition Assessment Technical Memorandum .................................. C-1 Appendix D. CIP Project Sheets ..................................................................................................... D-1

LIST OF TABLES
Table 2-1 Zoning Categories by Area .................................................................................................... 2-4 Table 2-2 Projected 2035 And Buildout Population and Land Use Summary .................................... 2-6 Table 2-3 Gravity Mains by Diameter .................................................................................................... 2-9 175
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Table of Contents v
Table 2-4 Gravity Mains by Material ..................................................................................................... 2-9 Table 2-5 Gravity Mains by Decade Constructed ............................................................................... 2-12 Table 2-6 Wastewater Collection System Pump and Lift Station Summary .................................... 2-14 Table 3-1 Recommended Minimum Gravity Main Slopes ................................................................... 3-2 Table 5-1 Pump Station Parameters ..................................................................................................... 5-3 Table 5-2 Flow Monitoring Locations ................................................................................................... 5-7 Table 5-3 Locations of Precipitation Stations .................................................................................... 5-10 Table 5-4 Average Dry Weather Flow Values (MGD) at Each Flow Monitoring Site ........................ 5-12 Table 5-5 Calibrated Values for ADWF, GWI, and BWF for Monitoring Sites .................................... 5-13 Table 5-6 Wastewater Unit Flow Factors ............................................................................................ 5-15 Table 5-7 Calibrated RTK Factors for RDII Generation in Hydraulic Model by Basin ....................... 5-20 Table 5-8 Wet Weather Calibration Results ........................................................................................ 5-21 Table 6-1 Existing and Projected Modeled ADWF and PDWF ............................................................. 6-6 Table 6-2 PWWF Values (MGD) for 2035 and Buildout ....................................................................... 6-6 Table 7-1 Calibrated RDII by Flow Monitoring Site ............................................................................... 7-3 Table 7-2 Existing System Pump/Lift Station Deficiencies ............................................................... 7-13 Table 8-1 Future System Pump/Lift Station Deficiencies Under Buildout PWWF ............................. 8-5 Table 9-1 Pumping Facilities Assessed in March 2024 ....................................................................... 9-2 Table 9-2 Summarized Condition Score Matrix ................................................................................... 9-3 Table 9-3 Lift/Pump Station Risk Scores ............................................................................................. 9-9 Table 9-4 Lift/Pump Station Rehab/Replacement Recommendations ............................................ 9-16 Table 10-1 Pipeline Unit Construction Costs (2024 Dollars) ............................................................... 10-6 Table 10-2 Recommended Pump/Lift Station Equipment Repairs in 0-5 Years ..............................10-13 Table 10-3 Pump/Lift Station Capacity Upgrade Unit Construction Cost (2024 Dollars) ................10-16 Table 10-4 Pump/Lift Station Baseflow from Existing vs New Development at Buildout ...............10-17 Table 10-5 CIP Cost Summary ............................................................................................................10-17 Table 10-6 Capital Improvement Program (2024 Dollars).................................................................10-18

LIST OF FIGURES
Figure ES-1 Rehabilitation/Replacement CIP ............................................................................................. 6 Figure ES-2 Capacity Improvement CIP ...................................................................................................... 8 Figure 2-1 Sewer System Service Area Map .......................................................................................... 2-2 Figure 2-2 City Zoning Map..................................................................................................................... 2-3 Figure 2-3 Planned and Projected Development Map .......................................................................... 2-7 Figure 2-4 Collection System Facilities Map ......................................................................................... 2-8 Figure 2-5 Gravity Main Diameter Map ................................................................................................ 2-10 Figure 2-6 Gravity Main Material Map .................................................................................................. 2-11 Figure 2-7 Gravity Main Install Year Map ............................................................................................. 2-13 Figure 2-8 Pump/Lift Station Flow Schematic .................................................................................... 2-16 176
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Table of Contents vi
Figure 5-1 Modeled Collection System Facilities .................................................................................. 5-4 Figure 5-2 Existing Model Subcatchment Overview .............................................................................. 5-5 Figure 5-3 Typical Installation for Flow Monitor with Submerged Sensor ........................................... 5-6 Figure 5-4 Flow Monitoring Locations and Catchments ....................................................................... 5-9 Figure 5-5 Precipitation Gages Used for Calibration ........................................................................... 5-10 Figure 5-6 Hourly Precipitation During Monitoring Study ................................................................... 5-11 Figure 5-7 Sample Diurnal Pattern for ADWF (Site 2) ......................................................................... 5-14 Figure 5-8 Sample Dry Weather Flow Plot (Site 2) .............................................................................. 5-15 Figure 5-9 Conceptual Model of Peak Wet Weather Flow .................................................................. 5-17 Figure 5-10 Components of RTK Hydrograph ....................................................................................... 5-19 Figure 5-11 Wet Weather Flow Measured and Modeled for Site 8 ....................................................... 5-20 Figure 6-1 Residential Development Units Expected by 2035 .............................................................. 6-2 Figure 6-2 Non-Residential Development Units Expected by 2035 ...................................................... 6-3 Figure 6-3 Residential Development Units Expected by Build Out ....................................................... 6-4 Figure 6-4 Non-Residential Development Units Expected by Build Out ............................................... 6-5 Figure 7-1 Modeled Rainfall-Dependent Inflow and Infiltration ............................................................ 7-2 Figure 7-2 Capacity Deficiencies Modeled Flow ................................................................................... 7-4 Figure 7-3 Stillwater Road/Upstream of Northport PS Capacity Deficiency ....................................... 7-5 Figure 7-4 Stillwater Road Hydraulic Profile .......................................................................................... 7-6 Figure 7-5 Bryte Pump Station Tributary Area Capacity Deficiency ..................................................... 7-7 Figure 7-6 Bryte Pump Station Tributary Hydraulic Profile ................................................................... 7-8 Figure 7-7 Stone Blvd/Park Blvd Intersection Capacity Deficiency ...................................................... 7-9 Figure 7-8 Hydraulic Profile Stone Blvd/Park Blvd .............................................................................. 7-10 Figure 7-9 Linden Dr/Jefferson Blvd Capacity Deficiency .................................................................. 7-11 Figure 7-10 Hydraulic Profile Linden Drive and Jefferson Blvd ............................................................ 7-12 Figure 8-1 Existing System Capacity Deficiencies ................................................................................ 8-2 Figure 8-2 Capacity Improvements ........................................................................................................ 8-3 Figure 8-3 Sewer Extensions .................................................................................................................. 8-8 Figure 8-4 Southport Tributary Areas - Yarbrough .............................................................................. 8-11 Figure 8-5 Southport Tributary Areas – River Park ............................................................................. 8-14 Figure 8-6 Southport Tributary Areas – Northwest ............................................................................. 8-16 Figure 8-7 Southport Tributary Areas – Liberty and Northeast .......................................................... 8-17 Figure 8-8 Yarbrough Sewer Configurations Alternatives .................................................................. 8-22 Figure 9-1 Proactive Risk Management ................................................................................................. 9-2 Figure 9-2 Allan Lift Station Condition Photos ...................................................................................... 9-4 Figure 9-3 Bryte Pump Station Condition Photos.................................................................................. 9-5 Figure 9-4 Industrial Pump Station Condition Photos .......................................................................... 9-5 Figure 9-5 Jefferson Pump Station Condition Photos .......................................................................... 9-6 Figure 9-6 South Pump Station Condition Photos ................................................................................ 9-6 Figure 9-7 Southport Pump Station Condition Photos.......................................................................... 9-7 177
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BLACK & VEATCH | Table of Contents vii
Figure 9-8 CCTV Results: Structural Defect Severity ............................................................................ 9-8 Figure 9-9 Risk Levels for Gravity Mains and Manholes ..................................................................... 9-10 Figure 9-10 Cleaning Plan ....................................................................................................................... 9-14 Figure 9-10 Inspection Plan .................................................................................................................... 9-18 Figure 10-1 Gravity Sewer Cleaning Priorities ....................................................................................... 10-9 Figure 10-2 Gravity Sewer Inspection Priorities ..................................................................................10-10 Figure 10-3 Rehab/Replacement Projects ...........................................................................................10-11 Figure 10-4 Capacity Improvement Projects .......................................................................................10-15 178
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Executive Summary ES-1
Executive Summary
This report presents the results and recommendations of the Sewer Master Plan (Master Plan) for the City of West Sacramento (City), in support of the development of a Capital Improvement Program (CIP) for the wastewater collection system. This report was prepared by Black & Veatch under an agreement with the City dated August 17, 2022.

The objective of this Master Plan is to prepare a comprehensive assessment of the City’s wastewater collection system in order to identify system capital improvement needs. This Master Plan will also meet, in part, the requirements of the Statewide General Waste Discharge Requirements for Sanitary Sewer Systems, which require that every collection system agency in California prepare a Sewer System Management Plan (SSMP) which includes a System Evaluation and Capacity Assurance Plan and a plan for rehabilitation and replacement of sewers based on their condition.

Existing Sewer System and Future Land Use
The City of West Sacramento encompasses a total area of 14,722 acres, approximately 23 square miles, with about 1.4 square miles covered by water. Located in Yolo County, California, the City is bordered by the City of Sacramento to the north and east, separated by the Sacramento River, which also serves as the County line. West and south of the City are unincorporated agricultural lands, with the western boundary also being the Yolo Bypass Wildlife Area.

The City’s wastewater collection system includes approximately 164 miles of gravity sewers with sizes ranging from 4 to 30 inches in diameter, 30 miles of pressure pipelines, 9 pump stations, and 5 lift stations. It serves nearly all areas within the City limits, except for a small southeastern rural area relying on septic systems. The portion of the sewer system south of the Deep-Water Channel is newer, with the system north of the Deep-Water Channel being older. The system directs wastewater to the Lower Northwest Interceptor (LNWI), a 120-inch pipeline that ultimately leads to the Sacramento Regional Wastewater Treatment Plant. The City does not assume responsibility for the maintenance and repair of sewer laterals; the entire lateral, including the lower lateral within street right of way, is owned and maintained by the property owner.

Of the collection system gravity mains, 74.9% are 8-inch diameter or smaller. The primary sewer materials are vitrified clay pipes (VCP) and polyvinylchloride (PVC) pipes, with plastic materials used for newer sewer construction and rehabilitation. The earliest installation date of gravity mains in the system database is 1945, although some pipes with unknown dates may predate 1945. Approximately 26% of gravity mains were constructed in the 1950s or earlier, with approximately 38% being constructed between the 1960s and 1990s, and over 35% being constructed in the 2000s or later. Force mains in the system are composed primarily of ductile iron pipes (DIP) and PVC pipes. Recent updates to the City’s Geographic Information System (GIS) have helped provide detailed information about the infrastructure, allowing more accurate assessments of system components, including pipe diameters, materials, and installation years.

West Sacramento’s population in 2020 was estimated at 53,915, with projections suggesting a rise to 79,478 by 2035. The City's land use is guided by the 2015-2035 General Plan, with future developments expected to concentrate in Southport and riverfront areas. The City's growth forecasts predict an annual population growth rate of 2.5%, leading to significant new housing and non-residential developments. The General Plan also outlines the City's ability to add up to 30,916 new housing units and 23.6 million square feet of non-residential space at full buildout, primarily focused in specific plan areas like the Washington and Bridge Districts.
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BLACK & VEATCH | Executive Summary ES-2
Staff Coordination and Feedback
This Master Plan would not be complete without the support and feedback from City staff. Engineering, Community Development, and Public Works operations and maintenance (O&M) staff were engaged throughout the Master Plan development process to solicit feedback, select design criteria and planning scenarios, vet the findings of system capacity analyses, and discuss operational and capital improvement priorities for the wastewater collection system and pumping facilities. Interactive workshops were conducted throughout the planning process that helped to inform each phase of the Master Plan, including information-gathering, characterization of the existing system, system evaluation, system optimization, and finally, prioritization of the sewer system CIP.

Capacity Assessment Under Existing and Future Conditions The capacity of the collection system was assessed using a hydraulic model. The assessment focused on the backbone conveyance system (10 inches in diameter and above), the system of pipes that convey flow generated throughout the area to the LNWI. The hydraulic model does include select 6-inch and 8- inch gravity pipelines, though smaller diameter mains are generally not in the hydraulic model.

Population and housing unit projections used to support estimation of additional flows for potential future development are consistent with the April 2023 memorandum prepared by Zanjero in coordination with the Water Master Plan, City of West Sacramento Land Use Projection Memorandum.

System Performance Criteria
To evaluate the capacity of the City’s wastewater collection system and guide the sizing of replacement facilities, the City’s existing design and performance criteria have been used whenever possible and supplemented by industry standard criteria when necessary. The criteria include standards for gravity mains, pump and lift stations, force mains, and design storms. The performance of existing and new sewer system facilities was evaluated under design Peak Wet Weather Flow (PWWF) conditions. For existing facilities, hydraulic deficiencies for collection gravity mains were identified when the flow exceeds 70% of the pipe’s capacity, while deficiencies for conveyance gravity mains were identified if the Hydraulic Grade Line (HGL) is within three feet of the ground surface. Pump and lift stations were evaluated for their firm capacity, and force mains were assessed for maximum allowable velocity under PWWF conditions.

For new facilities, gravity mains must be designed to handle PWWF at 70% capacity, with minimum slopes specified to maintain self-cleaning velocities. Materials such as PVC and reinforced concrete pipe (RCP) are recommended, as VCP is no longer allowed by the City. Pump and lift stations should be designed to operate efficiently under both dry and wet weather conditions, while force mains should be constructed using materials like PVC, ductile iron, or HDPE, and designed to limit flow velocities to avoid excessive wear and operational risks. The City’s PWWF analysis is based on a design storm with a 10- year recurrence interval over a 24-hour period. This storm produces 3.41 inches of rainfall in 24 hours, with a peak intensity of 1.5 inches per hour. The rainfall distribution during the design storm follows the Soil Conservation Services (SCS) Type 1 distribution, which distributes the rainfall over the 24-hour period.

Planning Scenarios
Four planning scenarios were used to assess the City’s wastewater collection system performance and guide its future improvement and expansion. The Existing Conditions scenario assesses the current system’s capacity and performance. The Pump and Lift Station Remaining Capacity scenario evaluates how many additional dwelling units can be served before capacity upgrades are required. The 2035 Growth scenario examines near-term infrastructure needs based on projected population growth and land 180
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use changes by 2035. Lastly, the Buildout Growth scenario evaluates long-term system capacity requirements, assuming full development of all parcels and conversion of septic systems to the centralized system.

Hydraulic Model Update and Calibration
The City’s sewer system hydraulic model was developed using Innovyze® InfoWorks™ ICM software. The model was originally developed in the 2017 Master Plan, and updated with the latest GIS data, as-built information, and field data collected in 2023. Additionally, the hydraulic parameters for the City’s pump and list stations were revised to reflect current conditions, including updated to recently replaced facilities. To calculate sewer loads, the wastewater service area was divided into 266 subcatchments.

Wastewater flows were categorized into base wastewater flow (BWF), rainfall-dependent inflow and infiltration (RDII), and groundwater infiltration (GWI) and assigned to each node in the hydraulic model.

To calibrate the model, flow monitoring was performed at 8 sites over 48 days from January 6, 2023, to February 22, 2023, at 15-minute intervals. Precipitation data was downloaded from four Weather Underground stations at 15-minute intervals. For dry weather flow calibration, BWF was developed using industry-standard unit flow factors and GWI was estimated using industry-standard empirical formulas.

The unit flow factors, diurnal patterns, and allocations between BWF and GWI were adjusted until the modeled average dry weather flow (ADWF) and peak dry weather flow (PDWF) base wastewater flow (BWF) were within ten percent of measured data in every metered sewer basin. For wet weather flow calibration, RDII was calculated using the rainfall/time/recession (RTK) method. The Wastewater Planning Users Group (WaPUG) criteria were used to determine a good match between observed and predicted data for peak flow, volume, and depth.

Future Flow Projection
Based on the calibrated hydraulic model, dry weather flow projections are derived from population and development growth forecasts. ADWF is expected to grow from 6.86 MGD to 9.08 MGD by 2035 and to

12.27 MGD at buildout. Wet weather flow projections (currently 46.30 MGD), incorporating the calibrated RDII, estimate a peak wet weather flow (PWWF) of 53.75 MGD by 2035 and 70.26 GD at buildout, reflecting the system’s future capacity needs.

Existing System Evaluation
The capacity of gravity mains, pump/lift stations, and force mains were first evaluated based on existing PWWF design flow conditions. The analysis revealed that RDII is the largest contributor to PWWF, accounting for nearly 85% of total PWWF during the 10-year storm. Various areas of the City, such as Stillwater Road, Bryte Pump Station Tributary Area, Stone and Park Boulevard, and Linden Road, were identified as having undersized gravity mains that exceed capacity during PWWF conditions. For the City’s pump/lift stations, four stations were found to lack sufficient “firm capacity” to convey PWWF with the largest pump out of service: Southport Pump Station, Largo Pump Station, Bryte Pump Station, and South Pump Station. The force mains, on the other hand, were found to meet the required performance criteria under existing conditions.

The identified capacity issues, including both gravity mains and pump stations, have been incorporated into the CIP recommendations to address system upgrades. Proposed sewer improvements were tested in the model to confirm that they would eliminate the identified capacity deficiencies and to confirm that sewers and pump stations downstream of the upsized pipes could handle the higher peak flows. 181
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Future System Evaluation
To analyze the City’s wastewater collection system under future conditions, two future flow scenarios were evaluated, 2035 PWWF and buildout PWWF, incorporating the assumption that properties currently using septic system will convert to sanitary sewer. Four gravity sewer areas were identified to have capacity constraints under existing PWWFs: Stillwater Road, Bryte Pump Station Tributary Area, Stone and Park Boulevard, and Linden Road. No additional gravity sewers beyond these four are expected to have capacity constraints under future conditions, but the severity of capacity deficiencies increase under 2035 and buildout PWWFs. In addition to the four pump/lift stations with insufficient firm capacity under existing conditions, four additional pump/life stations were identified to have insufficient firm capacity under buildout PWWFs: Bridge District Lift Station, Allan Lift Station, Parlin Ranch Pump Station, and Northport Pump Station. All force mains exhibited sufficient capacity under buildout PWWFs.

The future configuration of the City’s wastewater collection system involved significant expansion to accommodate projected development and septic system conversions, particularly south of the DeepWater Channel. Key developments such as Yabrough, Liberty, and River Park will require new sewer infrastructure, including gravity mains and pump stations, to connect these areas to the existing system.

The new Davis Pump Station, as well as rerouting of the Parlin Ranch Pump Station and the construction of the Yarbrough Lift Station, are crucial elements in serving these expanding neighborhoods.

Additionally, the future configuration assumes that areas currently using septic systems will gradually convert to the sanitary sewer system, contributing to overall flow increases.

Asset Management Plan
This asset management plan describes recommendations for managing and improving the condition of the collection system over time, with a goal of implementing proactive risk management to minimize potential for sudden structural failures or sanitary sewer overflows (SSOs). Proactive risk management uses information about an asset’s likelihood of failure and consequence of failure to inform a maintenance or replacement approach. Information from field visits, CCTV data, GIS databases, and feedback from O&M staff was used to develop this asset management plan. Through several workshops and assessments, high-risk assets that require immediate attention were identified and strategies for improving the system’s long-term functionality are laid out in this Master Plan.

For condition assessment, six wastewater pump stations – Allan Lift Station, Bryte Pump Station, Industrial Pump Station, Jefferson Pump Station, South Pump Station, and Southport Pump Station – were examined to help the City understand the current conditions of these facilities. Stations were found to be generally in good conditions, despite some maintenance issues, including inoperable equipment and insufficient security measures. Manhole inspections were not performed as part of this study.

However, manholes are prone to maintenance-related failure such as root intrusion and corrosion and should be priorities for inspection using NASSCO MACP protocols, especially those with recurring issues or located near planned pipeline rehabilitation. For gravity mains, closed-circuit television (CCTV) inspections were conducted by the City. While the inspection results helped validate the 2017 Master Plan’s rick assessment, it was insufficient for a full update to be made in this study, and the City is advised to update the comprehensive risk assessment within 1-3 years.

For risk assessment, the 2017 Master Plan established a risk evaluation methodology for pump stations, gravity mains, and manholes. This Master Plan updated the results for pump station based on the condition assessment and updated hydraulic capacity data. Southport Pump Station was identified as having the highest risk, making it the top priority for improvement. 182
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The Asset Management Plan uses a risk-based approach to prioritize necessary improvements and outlines triggers for when maintenance or upgrades are required. The City’s level of service, as established in the 2017 Master Plan, focus on maximizing efficiency, extending infrastructure life, and ensuring regulatory compliance by eliminating SSOs. Maintenance activities are managed proactively through scheduled repairs and the use of the PMC2000 system to track pump station assets and work orders. This system was updated in this Master Plan. Additionally, the City is updating its inventory of linear assets and maintenance holes using the GIS registry.

To further enhance the collection system, the City has developed a preventative maintenance program focusing on routine cleaning, inspections, and repairs. A significant effort is underway to clean and inspect gravity mains, with 46.6% of the system already completed since the 2017 Master Plan. The program also includes plans for pump station rehabilitation and force main maintenance. Additionally, the City is addressing a backlog of condition defects in gravity sewers and expanding pump station capacity, starting with the South Pump Station Capacity Improvement Project.

Capital Improvement Program
At the end of this Master Plan, recommended CIP for the City’s wastewater collection system was provided with a consolidated list of projects by proposed priority and implementation schedule.

The recommended CIP identifies the improvements at a master planning level and does not constitute conceptual or preliminary design of these improvements. Subsequent alignment studies and preliminary designs are recommended to finalize pipeline configuration, pump station needs, and to determine the final sizes, locations, and details of the proposed improvements. The capital improvement program describes a combination of pipeline, pump station, and storage improvements to address hydraulic deficiencies that are predicted to result from the design storm event. The proposed combination of projects presents a solution that appears viable and practical, based on the information that was known as of the date of this Master Plan. Additional information that is gained through preliminary design activities (permitting, easement acquisition, environmental documentation, etc.) and additional evaluation of the capacity of the City’s system is expected to lead to changes in the final project descriptions, costs, and the implementation timeline, and may also result in changes to the types of projects implemented.

The proposed CIP is detailed below, broken into collection system components.

Cleaning/Inspection CIP. It is highly recommended that the City continue with its program to complete the comprehensive cleaning and CCTV inspections of the entire collection system within the next five years. A comprehensive inspection program can support scoping and advancement of rehabilitation and replacement projects targeted at eliminating severe defects and sources of inflow & infiltration (I&I). In the past, City staffing and equipment resources have been too constrained to both systematically clean and inspect the system, so the CIP includes costs for contractor support for large diameter sewer mains.

Rehabilitation/Replacement CIP. Near-term rehabilitation/replacement projects planned for the 10-year CIP are shown in Figure ES-1 and listed below.

Gravity Main Rehabilitation/Repair CIP. 10-year CIP for gravity sewer rehabilitation/repair includes six key projects aimed at addressing structural and maintenance defects in the City’s sewer system. The six projects include:
 Washington District Underground Utility Upgrade (Rehab_1);  I&I reduction efforts in the Largo Pump Station tributary areas within a 6-8 year cycle (Rehab_2);  I&I reduction efforts in the Bryte Pump Station tributary areas (Rehab_3); 183
Figure 10-3
Rehab/Replacement CIP
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Pump/Lift Station Equipment Repairs CIP. A condition assessment of six of the City’s 14 pump/lift stations conducted in March 2024 identified several issues, with some equipment in poor condition or inoperable, requiring high-priority repairs estimated at $2.1 million over the next five years. Key repairs include wet well lining failures, corrosion in discharge piping, inoperable flow meters, surge control systems, gas detectors, and exterior security lighting. The assessment also recommended upgrading fencing at multiple sites to improve security and replacing outdated equipment. Notably, the Southport Pump Station’s generator may not meet current smog regulations, and several stations require further investigation to address equipment leaks and corrosion.

Capacity Improvement CIP. The 10-year capacity improvement program identified 13 capacity improvement projects. These projects include a total of approximately 5.8 miles of new or replacement (upsized) gravity sewers and recommendations for upsizing of seven wastewater lift or pump stations (two of which are expected to be developer funded).

Estimated costs for capacity improvement CIP were calculated based on cost data compiled by Black & Veatch from similar projects. These costs can be considered consistent with the Association for the Advancement of Cost Engineering (AACE) Class 5 estimate. Typical accuracy ranges for Class 5 AACE are -20% to - 50% on the low side, and +30% to +100% on the high side, depending on the technical complexity of the project, and appropriate contingency determinations. The range for the Master Plan is expected to be -30% to +50% low to high, which is suitable for use for budget forecasting, CIP development, and project evaluations, with the understanding that refinements to the project details and costs would be necessary as projects proceed to design and construction. All costs are presented in current (2024) dollars and include a 30 percent allowance for contingencies for unknown conditions, as well as an allowance of 30 percent of estimated construction cost for implementation costs, such as engineering, administration, and legal costs.

Capacity improvement projects planned for the 10-year CIP are illustrated in Figure ES-2 and summarized below.

Pipeline Hydraulic Improvement CIP. Six projects, four for existing conditions and two for ultimate conditions, were identified using the hydraulic model. These projects, planned for implementation within 5-10 years, aim to upgrade gravity mains to prevent SSOs, though they are less urgent than pump station capacity increases. The projects include Stillwater Road (GM_1), Bryte Pump Station Influent Sewer (GM_2), Stone and Park Boulevards (GM_3), Linden Drive and Jefferson Boulevard (GM_4), and new force mains (FM_1) and gravity mains (GM_5) for the Davis Pump Station, addressing key areas with high I&I and capacity issues to ensure system reliability and accommodate future development. 185
Figure 10-4
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1.0 Introduction
This chapter presents a summary of the purpose and organization of the Sewer Master Plan Update (Master Plan).

1.1 Purpose
The City of West Sacramento (City) previously published its updated Sanitary Sewer Master Plan in 2017 (the 2017 Master Plan). This update continues its efforts to balance the needs to expand its infrastructure systems to accommodate growth and redevelopment, while meeting the rehabilitation needs of its aging infrastructure and increasing system resilience to both climate change impacts and planned and unplanned outages. The City is focused on continuing to provide safe and reliable services to its customers.

The primary objectives of this Master Plan are to support City staff in their efforts to actively manage and improve their sewer system, plan for undeveloped and underserved areas, and plan for needed reliability and resilience improvements.

From the start of this Master Plan, with a shared Sewer and Water Master Plan kickoff meeting, City staff and the consultant team undertook efforts to coordinate between the two Master Planning efforts. Key items of coordination included land use planning, asset management, and social equity, which are topics that influence the direction of both water and sewer master planning efforts and help to inform how the City will integrate recommended Master Plan projects into their Capital Improvement Plan (CIP).

The General Plan 2035 (General Plan) was in draft form during the 2017 Master Plan development and was approved by City Council in November 2016. The General Plan guides how the City should develop over time until 2035 and is used as a basis for land use decisions by government officials such as the Planning and Design Commissions and the City Council. The General Plan anticipates continued urbanization driven by infill and refill opportunities in the Bridge District, Washington Neighborhood, Pioneer Bluff Neighborhood, and the Central Business District. Southport is projected to continue its growth, driven by three potential developments in the area.

A critical element of the General Plan 2035 process is ensuring that the City’s utilities will have the ability to serve existing and projected future customers. This Master Plan evaluates both the condition and capacity of the City’s sanitary wastewater collection system; and recommends upgrades, improvements and new infrastructure where necessary to provide continuing service to the City’s existing and future wastewater collection system customers.

1.2 Report Organization
This Master Plan contains ten chapters followed by supporting appendices. The chapters are briefly described below:
 Chapter 1 – Introduction. This chapter presents the background and a brief summary of the Master Plan.
 Chapter 2 – Existing Sewer System. This chapter describes the City’s existing sanitary sewer system. System information was obtained through the review of previous reports, maps, plans, operating records, general plans, Geographic Information System (GIS) data, and other available data.
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 Chapter 3 – Design and Performance Criteria. This chapter presents the design and performance criteria that were used to evaluate existing capacity in, and to size replacement facilities for, the City’s wastewater collection system. Where available, existing City design and performance criteria were used. In other cases, industry standard criteria have been added to those already in place.  Chapter 4 – Planning Scenarios. This chapter presents the planning scenarios selected by the City for this Master Plan. The scenarios will reflect variations in future developments, land use changes, and system configuration changes. During the hydraulic model evaluations, the scenarios will help to assess the impacts to the City’s sewer system performance.  Chapter 5 – Hydraulic Model Update and Calibration. This chapter presents a summary of hydraulic model development and calibration. The computer-based hydraulic model of the City’s sewer system, developed using Innovyze® InfoWorks™ CS software, serves as a tool for assessing the flows and capacities of the City’s trunk sewers, and for identifying solutions to sewer capacity issues.
 Chapter 6 – Dry and Wet Weather Flow Projections. This chapter contains a summary overview of the development of dry and wet weather flow values from flow monitoring and other data.  Chapter 7 – Existing System Evaluation. This chapter provides an overview of the results of the hydraulic evaluation of the City’s collection system under existing conditions. Collection system capacity for gravity mains, Pump/Lift Stations, and force mains is assessed with respect to the system’s performance under the existing peak wet weather flows (PWWF) design flow condition described in Chapter 5 using the criteria described in Chapter 3.  Chapter 8 – Future System Evaluation. This chapter presents the results of the hydraulic evaluation of the City’s collection system under 2035 and buildout design conditions. Collection system capacity for gravity mains, Pump/Lift Stations, and force mains is assessed with respect to the system’s performance under the future PWWF design flow condition described in Chapter 6 using the criteria described in Chapter 3.
 Chapter 9 – Asset Management Plan. This chapter describes the efforts made to assess the condition of the collection system, as well as the resulting Asset Management Plan to manage and improve the condition of the collection system over time.  Chapter 10 – Capital Improvement Program. This chapter presents the recommended CIP for the City’s wastewater collection system. The project recommendations, configurations, and conceptual costs that are presented in this chapter were described in previous chapters. This chapter summarizes and presents a consolidated list of projects with a recommended priority and implementation schedule.
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2.0 Existing System and Land Use
The purpose of this chapter is to describe the City’s existing sewer system and its future land uses.

Information about the system was obtained through the review of previous reports, maps, general plans, GIS data, and other available sources.

2.1 Existing Service Area
The City of West Sacramento encompasses a total area of 14,722 acres, approximately 23 square miles, with about 1.4 square miles covered by water. It is located in Yolo County, California, and is bordered by the City of Sacramento to the north and east, separated by the Sacramento River, which also serves as the County line. West and south of the City are unincorporated agricultural lands, with the western boundary also being the Yolo Bypass Wildlife Area. The existing wastewater collection system service area includes all areas within the City’s limits, except for a small rural residential area in the southeastern portion of the City that currently relies on septic systems but may eventually transition to being served by the collection system. The City and wastewater service area are shown on Figure 2-1.

The City’s existing wastewater collection system comprises approximately 164 miles of active gravity sewers with sizes ranging from 4 to 30 inches in diameter, along with 30 miles of pressure pipelines, 9 pump stations, and 5 lift stations. The City’s wastewater flows into the Lower Northwest Interceptor (LNWI), a 120-inch diameter gravity pipeline, at the LNWI Transition Structure. The LNWI travels south through the City for 3.5 miles, then another 8 miles southeast to the Sacramento Regional Wastewater Treatment Plant (WWTP), located southeast near the City near Elk Grove, California.

2.2 Population Served and Land Use Characteristics
This section provides information about the current population, projected population growth, and associated land use based on the City’s General Plan.

2.2.1 Existing Population and Land Use
As of the 2020 census, the City’s population was estimated to be 53,915, with 19,550 occupied housing units, an average of 2.76 persons per household.1 Land use and zoning within the City are governed by the City of West Sacramento General Plan, 2015-2035 (General Plan). The Housing Element of the General Plan was updated in 2021 to account for expected growth and development within the City. Land use and zoning aim to achieve the General Plan’s goal of promoting a “cohesive and aesthetically pleasing urban structure for West Sacramento.” The City’s service area includes a diverse mix of land uses. Land use and zoning information were derived from GIS resources provided by the City. Figure 2-2 shows existing zoning designations for the City2. This information formed the basis for the initial flow calculation from the City’s service area. Table 2-1 lists the zoning categories. 1 2020 Census
2 The City of West Sacramento public GIS data can be downloaded at the following location:
https://datahub.cityofwestsacramento.org/
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RESIDENTIAL - ONE FAMILY OR MULTI FAMILY
Mixed Use Zones

MIXED USE CORRIDOR

MIXED USE NEIGHBORHOOD COMMERCIAL

WATERFRONT
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Table 2-1 Zoning Categories by Area
Zoning Code Zoning Description Area (acres) Area (%)
Residential Zones
R-3 Multiple Family Residential 369 2.5%
R1-A Residential - One Family 2,027 13.8%
R-2 Residential - One Family or Multi Family 889 6.0%
R-2.5 Residential Medium Density 63 0.4%
RE Rural Estates 516 3.5%
RRA Rural Residential 550 3.7%
Residential Subtotal 4,413 30.0%
Mixed Use Zones
MU-C Mixed Use Corridor 74 0.5%
MU-NC Mixed Use Neighborhood Commercial 270 1.8%
WF Waterfront 329 2.2%
Mixed Use Subtotal 672 4.6%
Commercial Zones
BP Business Park 564 3.8%
CBD Central Business District 102 0.7%
C Commercial 213 1.4%
CH Commercial - Highway 60 0.4%
Commercial Subtotal 938 6.4%
Industrial Zones
M-2 Industrial - Heavy 988 6.7%
M-1 Industrial - Light 564 3.8%
M-3 Industrial - Waterfront 609 4.1%
M-L Limited Industrial 148 1.0%
Industrial Subtotal 2,309 15.7%
Other Zones
A-1 Agricultural - General 906 6.2%
PQP Public - Quasi Public 845 5.7%
POS Public Open Space 1,128 7.7%
RP Recreation - Parks 427 2.9%
Other (Water, Roads) 3,083 20.9%
Other Zones Subtotal 6,389 43.4%
Total 14,722 100.0%

2.2.2 General Plan 2035 and Buildout Population and Land Use Population and land use projections were estimated for the year 2035 and buildout. The year 2035 is an appropriate planning horizon for consistency with the City’s adopted General Plan, and it is consistent with the time periods used for the Sacramento Area Council of Governments (SACOG) growth projections. The 12-year period from 2023 to 2035 also provides a useful time frame for CIP planning.

The second planning horizon considered is a buildout scenario, defined as when the City achieves the 193
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planned land use for all its parcels. The buildout horizon does not have a date assigned to it but is critical to consider in planning for water and wastewater pipe capacity.

The City expects a significant amount of both new and re-development by 2035 and buildout. Most land available for new development is located in Southport or the riverfront. The greatest concentration of future infill in the northern portion of the City will be along the riverfront, within the areas covered by the Bridge District and Washington Specific Plans. Many of the current rural areas in Southport are expected to be developed under Specific Plans into mixed-use communities that will be primarily residential.

To estimate population growth and land use by 2035, the average annual growth rate provided in the 2021 General Plan Housing Element (GPHE) was used. The GPHE assumed that the population would increase from 53,395 in 2016 to 87,999 in 2040, or an annual average of 2.5%. This Master Plan uses the 2020 census data as a population baseline (53,915) and assumes a consistent growth from 2020 to 2035 such that the City will reach the GPHE estimated population of 79,478 by 2035. Population and housing unit projections presented in this section are consistent with the April 2023 memorandum prepared by Zanjero in coordination with the Water Master Plan, City of West Sacramento Land Use Projection Memorandum.

Recent historic growth rates have been slower than the GPHE projections, but the GPHE growth rate was selected at the direction of City staff in order to ensure consistency between planning documents. To reach the number of housing units projected by the year 2035, the City would need to add an average of 741 new housing units and 1,704 residents annually from 2020 to 2035. The population would reach 79,478 in 2035 and would have cumulatively added 11,114 new housing units for a total of 31,340 housing units3. By 2035, 11.9 million square feet of non-residential development is forecast to occur. See Table 2-2 for the existing and projected development estimates. Additional details can be found in the April 2023 City of West Sacramento Land Use Projection Memorandum. These projections were made following two land use workshops with City staff on January 17, 2023 and February 8, 2023, as well as numerous smaller meetings with specific staff members.

For buildout projections, a particular timeframe is not assigned because it is not necessary to calculate the rate at which final buildout will occur. Rather, it is only necessary to determine the additional capacity of the City to add new development. Buildout was calculated based on realistic densities of dwelling units based upon the City’s Major Planning Projects webpage and GPHE, as well as Floor Area Ratios (FARs) for non-residential uses. The City has capacity to add up to 30,916 new housing units and 23.6 million square feet of non-residential space at buildout. Between 2035 and buildout, the City will have capacity to add 19,802 housing units and 11.7 million square feet of non-residential development. The vast majority of the new development will occur in the Specific/Master Plan areas of: Washington, Bridge District, Pioneer Bluff, Liberty, River Park, and Yarbrough. Importantly, these buildout assumptions include the full redevelopment of Pioneer Bluff to typical Riverfront mixed-use land uses. Pioneer Bluff alone contributes 105 acres and 9,459 dwelling units. Population has not been estimated for buildout. Figure 2-3 displays the planned and projected development areas by land use and timing. 3 This is equivalent to an annual growth rate from 2020 to 2035 of 2.6% for population and 3.0% for housing units.

The 2016 to 2020 was slower than projected in the GPHE, requiring an acceleration of growth to reach the 2035 projection.
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Table 2-2 Projected 2035 And Buildout Population and Land Use Summary Current
(2020)
General Plan
(2035) Buildout
Population
New -- 25,563 --
Total 53,915 79,478 --
Growth % -- 47% --
Housing Units
New -- 11,114 19,802
Total 20,226 31,340 51,142
Growth % -- 55% 63%
Non-residential (ft2) New -- 11,916,000 11,691,000
Developed Land (Acres, All
Urban Land Uses)
New 1,013 1,184
Total 8,624 9,637 10,821
Data Source: City of West Sacramento Land Use Projection Memorandum, April 10, 2023 Given recent growth rates, it is likely that actual future population growth of the City will occur at a slower rate than projected. The growth from 2010 to 2020 averaged 1.0%, and this rate of growth may continue, greatly prolonging the timeframe of the new development. However, slower growth would not affect the usefulness of these land use projections for guiding the prioritization of infrastructure projects in the CIP.

2.3 Existing Collection System Facilities
This section provides a description of the facilities owned, operated, and maintained by the City.

Information about the existing facilities was obtained from the City’s GIS database. Figure 2-4 displays the collection system facilities as documented in GIS. The City’s GIS is divided into Geospatial and Schematic portions. The Geospatial portion of the GIS generally contains detailed hydraulic attribute (pipeline diameter and invert elevations) and location information for the collection system assets. The Schematic GIS contains general asset location information, such as pipe material and diameter, but does not include all other GIS attributes.

The City’s Geospatial geodatabase of sewer GIS data was expanded to include data that was previously only available in the Schematic GIS dataset. The City completed an update in July 2023 that added a significant number of pipes to the Geospatial geodatabase. Around 10% of the City’s gravity mains remain not included in the Geospatial geodatabase. For this analysis, the pipes only available in the Schematic GIS were merged with the Geospatial GIS layer. The Schematic GIS “year installed” attribute was estimated based on an approximate year of the neighboring development and installation date of nearby pipes with known installation dates. These GIS layers were used to develop the collection system network in the collection system hydraulic model, as described in subsequent chapters. 195
Figure 2-3
Planned and Projected Development
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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LINDEN RD

JEFFERSON BLVD

HARBOR BLVD

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST
STON
EGATE
DR
EN

TERPRISE BLV
D

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD
S
O
U
T
HPO
RT PK
WY
I ST

GREGORYAVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
5 5
80 80
80 50
Washington Washington
Liberty Liberty
Specific Specific
Plan Plan
Bridge Bridge
District District
Yarbrough Yarbrough
Master Plan Master Plan
River Park River Park
City of
Sacramento
Yolo Bypass
Wildlife Area Yolo County
Sacramento County
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Legend
Sewer System Service Area
City of West Sacramento
County Boundary
Specific and Master Plans
Other Zones

AGRICULTURAL - GENERAL

PUBLIC OPEN SPACE

RECREATION - PARKS

PUBLIC - QUASI PUBLIC
OTHER
Zoning Designations
Residential Zones

RURAL RESIDENTIAL

RESIDENTIAL MEDIUM DENSITY

RESIDENTIAL - ONE FAMILY

RURAL ESTATES

MULTIPLE FAMILY RESIDENTIAL

RESIDENTIAL - ONE FAMILY OR MULTI FAMILY
Mixed Use Zones

MIXED USE CORRIDOR

MIXED USE NEIGHBORHOOD COMMERCIAL

WATERFRONT
Commercial Zones Development Timing

COMMERCIAL - HIGHWAY

COMMERCIAL
Industrial Zones

INDUSTRIAL - HEAVY

INDUSTRIAL - WATERFRONT

LIMITED INDUSTRIAL

INDUSTRIAL - LIGHT

CENTRAL BUSINESS DISTRICT
BUSINESS PARK Near Term (Approved or Under Construction) By 2035
Buildout
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Figure 2-4
Collection System Facilities
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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XSP
XSL
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XSP
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XSP
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XSL
XSP
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Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST
STON

EGATE DR

ENTERPRISE
BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
Ship Turning Basin
American River
Sacramento River
Deep Water Channel
5 5
80 80
80 50
City of
Sacramento
Yolo Bypass
Wildlife Area Yolo County
Sacramento County
Legend
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City of West Sacramento
County Boundary
4-in FM
18-in FM
16-in FM
18-in FM
16-in FM
16-in FM
14-in FM
14-in FM 16-in FM
Parallel
24-in FM
Parallel
12-in FM
30-in FM
8-in FM
36-in FM
6-in FM
Parallel
8-in FM
Parallel
12-in FM
Force Main
Junction
Common
Manifold
LNWI Transition
Structure
Force Main
Gravity Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station
Force Main Structure
LNWI Connection
American River
Deep Water Channel
Sacramento River
#
Sacramento
Regional
Wastewater
Treatment
Plant
City of
Sacramento
LNWI
Gravity Main
LNWI
Force Main
LNWI
Force Main
City of West
Sacramento
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2.3.1 Gravity Main Characteristics
The City’s sewer system is comprised of approximately 164 miles of gravity mains ranging from 4-inch to 30-inch diameter. Table 2-3 summarizes the gravity main diameters found in the collection system, and Figure 2-5 provides a visual representation. As shown in the Table 2-3, 74.9% of the collection system gravity mains are 8-inch diameter or smaller. In some cases, these small gravity mains are serving as trunk sewers for conveyance, creating hydraulic bottlenecks that impact the capacity available for future development in the City. This issue will be discussed further in subsequent chapters.

Table 2-3 Gravity Mains by Diameter
Diameter Category Length, Miles Percent of System
6-inch and smaller 47.4 28.9%
8-inch 75.4 46.0%
10-inch 11.7 7.1%
12-inch to 18-inch 23.1 14.1%
21-inch to 30-inch 4.9 3.0%
Unknown 1.5 0.9%
Total 163.8 100.0%
The gravity mains in the collection system are composed of five different materials. Polyvinylchloride (PVC) makes up approximately 55.8% of the system by length, followed by vitrified clay pipe (VCP) at

40.6%. The remaining 3.6% consists of reinforced concrete pipe (RCP), ductile iron pipe (DIP), Cast Iron Pipe (CIP), acrylonitrile butadiene styrene (ABS), or unknown composition. Table 2-4 provides a summary of the gravity main material, and their locations in the collection system can be seen in Figure 2-6.

Table 2-4 Gravity Mains by Material
Pipe Material Miles Percent of System
Acrylonitrile Butadiene Styrene (ABS) 0.3 0.2%
Ductile Iron Pipe (DIP)/Cast Iron Pipe (CIP) / Steel Pipe / Cement Mortar Lined and Coated Steel Pipe (CLCS)

1.9 1.2%
Polyvinyl Chloride (PVC) 91.3 55.8%
Reinforced Concrete Pipe (RCP) / Nonreinforced Concrete Pipe (CP)

2.0 1.2%
Vitrified Clay Pipe (VCP) 66.4 40.6%
Unknown 1.9 1.2%
Total 163.8 100.0%
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Figure 2-5
Gravity Main Diameter
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

Table 2-5 Gravity Mains by Decade Constructed
Decade Miles Percent of System
1940s and earlier 18.2 11.1%
1950s 24.9 15.2%
1960s 9.9 6.0%
1970s 16.7 10.2%
1980s 12.5 7.6%
1990s 23.7 14.5%
2000s 49.4 30.1%
2010s and later 8.7 5.3%
Total 163.8 100.0%
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Figure 2-7
Gravity Main Install Year
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

2.3.2 Pump Stations, Lift Stations, and Associated Force Main Characteristics The City operates nine pump stations, five lift stations, and the associated force mains. With the exception of the Iron Works Lift Station, which is privately owned but City operated and maintained, the City owns all these facilities. Table 2-6 lists the City’s pump stations and lift stations and provides a summary of operating characteristics for each. The operating characteristics were derived from City provided data and inspections of some facilities. Lift stations serve local areas of the collection system, while pump stations function as larger regional facilities that convey flow to the LNWI connection.

North of the Deep-Water Channel, there are five pump stations: Bryte, Jefferson, Northport, Industrial, and South. The force mains from these pump stations connect to a transition structure north of the DeepWater Channel, east of Industrial Blvd, and south of Stone Blvd, adjacent to the railroad tracks. Two 24- inch force mains run under the Channel, and then connect to a common manifold near Southport Pump Station. Additionally, there are four lift stations north of the Deep-Water Channel: Coke, Triangle, Iron Works, and Bridge District. The Coke Lift Station discharges to the gravity system which connects to the Bryte Pump Station. The Triangle Lift Station discharges to the gravity side of the Jefferson Pump Station. The Iron Works and Bridge District Lift Stations discharge into the Jefferson Pump Station force main. In 2020, the City replaced the pumps at the Coke and Triangle Lift Stations with new submersible pumps. The project also added security fencing and 20 kw/49 HP backup diesel generators.

South of the Deep-Water Channel, there are four pump stations: Largo, Bridgeway Island, Parlin Ranch, and Southport. The Largo Pump Station discharges into two 8-inch force mains until connection with the force mains from Bridgeway Island Pump Station. All force mains then connect into a common manifold near Southport Pump Station. The Parlin Ranch Pump Station currently discharges to the gravity system, connecting to Southport Pump Station. However, the Parlin Ranch Pump Station will eventually become a lift station, discharging to the gravity section of the LNWI through a future neighborhood system. The Southport Pump Station force main discharges to the common manifold. The Allan Lift Station is the only lift station south of the Deep-Water Channel, and it discharges into the gravity system upstream of the Southport Pump Station. The Parlin Ranch Pump Station and the Largo Pump Station currently both have interim force mains alignments. Eventually, the force mains of these two pump stations will be re-routed to a permanent alignment, which is discussed more fully in Chapter 8.

All wastewater flows are directed to the common manifold, from which a 36-inch force main runs parallel to the LNWI until it connects to the LNWI’s Transition Structure. This structure serves as the interface between the LNWI force mains and the 120-inch gravity sewer south of the intersection of Wigeon Street and Muscovy Road. Overall, the collection system contains approximately 21.1 miles of force main, primarily composed of DIP and PVC. Figure 2-8 provides a schematic of the pump/lift station connections and flow directions.

Table 2-6 Wastewater Collection System Pump and Lift Station Summary Pump/Lift Station
Name
No. of
Pumps Pump Type
Firm Capacity(a),
gpm
Design Total Dynamic Head,
feet Power, hp
Allan Lift Station(b) 2 Smith & Loveless 300 65 15
Bridge District Lift
Station(b)
3 Flygt 1,213 130 70
Bridgeway Island
Pump Station(b)
3 Smith & Loveless 3,250 140 125
Bryte Pump Station 3 Smith & Loveless 3,400(c) 175 200
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Pump/Lift Station
Name
No. of
Pumps Pump Type
Firm Capacity(a),
gpm
Design Total Dynamic Head,
feet Power, hp
Coke Lift Station 2 Vancs(e) 175(d) 20(d) 5(d)
Industrial Pump
Station
3 Smith & Loveless 1,526 118 50
Iron Works Lift
Station(b)
2 Sulzer 510 85 10
Jefferson Pump
Station
3 Smith & Loveless 3,900 122 100
Largo Pump Station(b) 2 Smith & Loveless 450 200 60
Northport Pump
Station(b)
3 Smith & Loveless 4,000 102 75
Parlin Ranch Pump
Station(b)
2 Flygt 570 50 12
South Pump Station 3 Smith & Loveless 764 58 15
Southport Pump
Station
3 Smith & Loveless 6,459 69 50
Triangle Lift Station 2 Vancs(e) 175(d) 20(e) 5(d)
(a) Firm Capacity is defined as the capacity of the pump/lift station with the largest pump out of service. (b) Data at these pump/lift stations was not confirmed in site visits. It was pulled from pump station data provided to by the City.
(c) This value assumes all three pumps equally sized. Only one of three pumps has a nameplate. (d)These values reflect recent replacement of the Coke and Triangle Lift Stations. (e)This value should be confirmed by City staff.
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Figure 2-8 Pump/Lift Station Flow Schematic
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BLACK & VEATCH | System Performance Criteria 3-1

3.0 System Performance Criteria
The purpose of this chapter is to present the design and performance criteria that have been used to evaluate the existing capacity of the City’s wastewater collection system and determine the sizing of replacement facilities. The City’s existing design and performance criteria have been used whenever possible and supplemented by industry standard criteria when necessary. The planning criteria address various aspects such as collection system capacity, gravity sewer slopes, and maximum depth of flow.

3.1 Existing Sewer System Facility Capacity Criteria
Gravity mains are evaluated for capacity under Design Peak Wet Weather Flow (PWWF) conditions, as they need to accommodate the PWWF. The City’s existing Design Standards, Section 5, provide appropriate criteria for smaller diameter collection mains but would be overly conservative if applied to larger diameter conveyance mains. As with the 2017 Master Plan, this Master Plan generally uses a skeletonized hydraulic model focused on the backbone conveyance system (10 inches in diameter and above), though the hydraulic model does include selected 6-inch and 8-inch gravity pipelines. Smaller diameter mains (6 inches in diameter) are generally not in the hydraulic model, but criteria for these mains are maintained for the evaluation of future development. To maintain the City’s collection main criteria, while still utilizing more appropriate conveyance main criteria, the following design criteria have been established for gravity mains in this Master Plan:
 Collection mains refer to all gravity mains 6 inches in diameter and smaller, as well as those 8-inch gravity mains not included in the hydraulic model as part of the conveyance system. Collection mains are deemed hydraulically deficient when the Design PWWF depth to Diameter (d/D) ratio exceeds 0.70.
 Conveyance mains include all gravity mains 10 inches in diameter and larger, including selected 6- inch and 8-inch mains included in the hydraulic model. A conveyance is considered hydraulically deficient if the Design PWWF results in a Hydraulic Grade Line (HGL) within three feet of the ground surface above the main. The HGL can surpass the crown of the pipe, and manholes may be surcharged without indicating a deficient conveyance main, as long as the HGL remains more than three feet from the surface. Conveyance mains are identified in Chapter 5.  Pump Stations and Lift Stations require capacity improvements if the associated firm capacity (i.e., capacity with the largest pump out of service) is inadequate to convey the Design PWWF.  Force mains necessitate capacity improvements if the maximum velocity exceeds 8 feet per second (fps) during Design PWWF.

3.2 New or Replacement Gravity Main Design Criteria
This section outlines the design criteria for gravity mains, including capacity and design standards.

3.2.1 Gravity Main Capacity Standards
The Manning Formula [Q = A (1.49/n) R2/3S
1/2] is used to determine gravity main capacity. The roughness coefficient, or Manning’s “n” value, used for calculating pipe capacity, is set to 0.013. While this value is somewhat conservative for PVC pipes, it assumes a buildup of a slime layer in any pipe material after long-term use and aligns with City standards. By utilizing this value, the selection of pipe sizes is not limited to a specific material type. Manning’s “n” values below 0.013 require City Engineer approval and are allowed only if minor losses are accounted for.
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New (parallel relief) or replacement pipelines must be designed to meet the following criteria, but do not necessarily apply to the rehabilitation and replacement of isolated sections of pipelines within existing alignments:
 All gravity mains should be sized to carry the Design PWWF at a maximum of 70 percent of pipe capacity.
 The minimum size for any new gravity main should be 8-inches in diameter to facilitate maintenance.

3.2.2 Gravity Main Design Standards
This section specifies the design standards for gravity mains, including slope, material, and cover requirements.

3.2.2.1 Minimum Slope
The minimum practical slope for gravity main construction is considered to be 0.0008 feet per foot (ft/ft).

Recommended minimum slopes for new gravity construction are summarized in Table 3-1, which allow for self-cleaning velocities of 2 fps at full conditions.

Table 3-1 Recommended Minimum Gravity Main Slopes
Gravity Main Diameter Minimum Slope, ft/ft
6-inch 0.0005
8-inch 0.0035
10-inch 0.0025
12-inch 0.0020
15-inch 0.0015
18-inch 0.0012
21-inch 0.0010
24-inch 0.0008
27-inch 0.0008
30-inch 0.0008
33-inch 0.0008
36-inch 0.0008
39-inch 0.0008
42-inch 0.0008

3.2.2.2 Gravity Main Materials
Allowable gravity main materials are determined by the most current version of the City Design Standards. The material options for gravity mains primarily include polyvinyl chloride (PVC) and reinforced concrete pipe (RCP), as vitrified clay pipe (VCP) is no longer allowed by the City. Pipes with shallow cover (less than 3 feet), higher live load conditions, within seismic areas, or within areas of unstable soils may require specialized materials, joints, and designs. 207
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BLACK & VEATCH | System Performance Criteria 3-3
PVC pipe should conform to the requirements of ASTM D 3034 for pipe and fittings up to 15 inches in diameter. The Standard Dimension Ratio (SDR) describes the correlation between the thickness of the pipe and its diameter, indicating its ability to withstand forces from static and live loads. Generally, the recommended SDR for PVC pipe up to 15-inch-diameter is either SDR 35 or 26, depending on the depth of burial. SDR 35 is recommended for PVC pipe with up to 12 feet of cover, while SDR 26 is recommended for pipe with more than 12 feet of cover. In certain cases, large-diameter PVC pipe (AWWA C-900) may also be considered.

RCP sewers are prone to deterioration from hydrogen sulfide corrosion unless adequately protected. RCP, ASTM C-76, with a PVC lining for sulfide corrosion resistance is recommended for pipes larger than 24 inches in diameter.

3.2.2.3 Gravity Main Cover and Clearances
The following cover and clearance standards are summarized from the City’s current Standard Specifications. Sanitary sewers’ design must maintain the minimum gravity main cover and clearance. If conditions make these requirements impractical, the conditions and locations should be specifically noted above the sewer profile on the plans. Each location that falls short of the minimum cover and clearance requirements will require special approval by the City. Any planned condition approved (with less than minimum cover) will necessitate special pipe, bedding and/or backfill, as approved by the City Engineer. The minimum requirements are as follows:
 Gravity mains shall have a minimum depth of 4 feet as measured from the top of the pipe to the finished grade.
 Sewer laterals shall have a minimum depth of 3 feet from the top of the pipe to finished grade.  Gravity mains shall be located 6 feet south or east of (depending on street orientation) and parallel to the street centerline, unless otherwise approved by the City Engineer.  Where possible, alignment of sanitary sewer mains between manholes shall be straight. Curved alignments shall have a minimum radius of 200 feet, but larger radii are preferred. The radius and delta of all curves shall be indicated on the plans adjacent to the curve.  The deflection in the joint between any two successive pipe sections shall not exceed 80 percent of the maximum deflection recommended by the pipe manufacturer.  Minimum horizontal separation between parallel sewer and water mains shall be 10 feet.  Maximum spacing for manholes shall be 500 feet.

3.3 New or Replacement Pump Station and Lift Station Design and Operating Criteria
This section describes the design and operational criteria for new and replacement pump stations and lift stations.

3.3.1 Pump Station and Lift Station Design Criteria
Pump stations and lift stations should be designed to have sufficient firm capacity to convey the Design PWWF as predicted by the hydraulic model of the collection system.

3.3.2 Pump Station and Lift Station Operational Criteria The wet wells of pump stations and lift stations should be designed with sufficient volume and depth so that the pump station or lift station can be operated using the wet well, rather than relying on the tributary 208
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BLACK & VEATCH | System Performance Criteria 3-4
collection system, as storage during both PDWF and PWWF conditions. Pumps should be selected to operate within the pump manufacturer’s design curve during both PDWF and PWWF conditions.

3.4 New or Replacement Force Main Design and Operating Criteria Force mains should be designed to ensure that the maximum velocity does not exceed 8 fps during Design PWWF conditions. The material options for force mains include PVC, ductile iron pipe (DIP), and High-Density Polyethylene (HDPE). HPDE is particularly suitable for directional drilling installations. The allowable materials and pipe ratings are determined by the most current version of the City Design Standards.

3.5 Design Storm Criteria
Design PWWF for capacity analysis of the collection system is generated using a design storm. Design storms are synthetic rainfall events used to evaluate collection system capacity under wet weather flow conditions. The specific recurrence interval and rainfall duration for the design storm are not regulated by any requirement. However, a commonly used design storm in Northern California is a 10-year recurrence interval with a 24-hour duration (10-year, 24-hour storm), with a temporal rainfall distribution based on guidelines established in the U.S. Department of Agriculture Natural Resources Conservation Service publication Technical Release 55 (TR-55), “Urban Hydrology for Small Watersheds”. This storm produces

3.41 inches of rainfall in 24 hours, according to the National Oceanographic and Atmospheric Administration (NOAA) rainfall atlas, with a peak intensity of 1.5 inches per hour. The rainfall distribution during the design storm follows the Soil Conservation Services (SCS) Type 1 distribution, which distributes the rainfall over the 24-hour period.
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BLACK & VEATCH | Planning Scenarios 4-1

4.0 Planning Scenarios
This chapter provides an overview of the planning scenarios that were developed to evaluate the wastewater collection system’s performance under both current and expected future growth conditions.

These planning scenarios are designed to guide the City’s future decision-making by evaluating how the system should be expanded or upsized to accommodate the increased volume of wastewater generated by population growth and development.

To select these planning scenarios, the consultant team collaborated with City staff as well as the City’s Water Master Plan consultant team. This Master Plan will evaluate the following planning scenarios:
 Existing Conditions
 Pump and Lift Station Remaining Capacity
 General Plan Growth (2035)
 Buildout Growth
Recommended system improvements, such as pump station and pipeline capacity upgrades, are based on buildout growth conditions. However, using planning scenarios to define intermediate growth conditions can assist the City in phasing improvements to meet the needs of nearer term growth. Chapter 10, Capital Improvement Program, recommends system improvements based upon both capacity and asset management considerations, along with an evaluation of how effective improvements, such as rehabilitation to reduce inflow and infiltration (I&I), are in addressing both current and future system needs.

4.1 Existing Conditions
Understanding the performance of the existing system is crucial before evaluating future needs with expected growth. This includes current population, land use, and existing system facilities as detailed in Chapter 2. Current dry and wet weather flows are further described in Chapter 5 and establish a baseline, describing which improvements should be prioritized for proper functioning of the existing sewer system.

Chapter 7 presents the findings of the existing system evaluation.

4.2 Pump and Lift Station Remaining Capacity
For those pump and lift stations which are constrained under future, but not existing, conditions, there exists some additional equal dwelling units (EDUs) that can be added to the area tributary to those pump stations (otherwise known as the sewer subbasin) before capacity improvements are necessary. This analysis was conducted at the wastewater lift and pump station basin level and is presented in Section

7.3, Pump/Lift Station Hydraulic Evaluation.

4.3 2035 Growth
This scenario is consistent with the near-term growth expected, consistent with land use projections provided by Zanjero and summarized in the memorandum, City of West Sacramento Land Use Projection Memorandum. It is assumed that all septic systems will convert to the centralized wastewater collection system under this scenario. This scenario will inform the timing of CIP projects by 2035.

4.4 Buildout Growth
This scenario assumes that each parcel has achieved its planned land use, consistent with land use projections provided by Zanjero and summarized in the memorandum, City of West Sacramento Land Use 210
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BLACK & VEATCH | Planning Scenarios 4-2
Projection Memorandum. It is assumed that all septic systems will convert to the centralized wastewater collection system under this scenario. Infrastructure will be sized to meet the needs of this Buildout Growth scenario.
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-1

5.0 Hydraulic Model Update and Calibration
This chapter outlines the update and calibration of the City's sewer system hydraulic model, which was developed using Innovyze® InfoWorks™ ICM software. This hydraulic model serves as a critical tool for analyzing trunk sewer flows and capacities, identifying capacity issues, and evaluating the impact of future developments and changes in system configuration and land use.

The hydraulic model is a skeletonized representation of the City’s collection system in its configuration and operation. It focuses on trunk sewers (typically 10-inch diameter and larger) and associated facilities, which is standard in the industry, as the local collector sewers are typically sized to facilitate maintenance and do not typically have capacity issues. However, the hydraulic model does include some smaller diameter sewers as needed to provide system connectivity or to represent relief sewers (e.g., parallel sewers or basin-to-basin connections).

5.1 Hydraulic Model Elements
The hydraulic model transforms information about the physical and operational characteristics of the sewer system into a mathematical representation, solving a series of differential equations for continuity and momentum (Saint-Venant equations). This process simulates various flow conditions for specified flow loads. The modeling results provide information on flows, flow depth, velocity, surcharging, and backwater conditions that are used to analyze system performance and identify system deficiencies. The model is also used to verify the adequacy of recommended or proposed system improvements.

The hydraulic model comprises a network of nodes (e.g., manholes) and conduits (e.g., pipelines) used to define the physical entities within a collection system. The following descriptions provide additional information on elements used to update the hydraulic model:
 Node: Represents manholes, split manholes, diversion structures (with no other physical component such as a weir), storage facilities, and outfalls in a collection system. Storage facilities include modeled lift station wet wells. All flows loaded into the model are attached to a node structure. The data required for each node structure include invert elevation, rim elevation, and manhole diameter.  Conduit: Represent structures that convey wastewater from one point in the system to another.

Conduits include gravity pipes, force mains, pumps, and weirs. Several different types of pumps and weir structures are available as standard elements. The physical data for gravity pipes and force mains include invert elevation, diameter, length, and roughness coefficient. The physical data for pumps include type of pump, elevation, head-discharge relationship, and operational parameters such as on/off elevations and sequencing.
 Sewersheds or subcatchments: Represents the area contributing sewer flows to an individual node in the model. Subcatchments usually represent a set of City blocks or grouping of parcels and collection of small diameter sewers (typically 6-inch to 8-inch diameter) that flow into the node. The subcatchment layer identifies land uses, contributing area, diurnal curve profile, dry and wet weather flow inputs, flow factors, rainfall, inflow and infiltration, and groundwater parameters.

5.2 Model Infrastructure Updates
The hydraulic model, initially developed for the 2017 Master Plan, has been updated to address minor data gaps including updates from GIS, as-built information provided by the City, and additional field data collected by City staff on Ramco Street and Hardy Drive in 2023. Select pipe size or invert discrepancies from the 2017 Master Plan were updated based on reviewed record drawings. More information about the City’s GIS and July 2023 updates is included in Chapter 2. 212
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-2 The 2023 model update includes all 12 of the City’s pump stations and lift stations, which were updated following a review of as-built drawings and recent field investigations. All hydraulic parameters were updated for Coke and Triangle Lift stations, which had been replaced in 2020. The pump station parameters in the model are summarized in Table 5-1. All elevations are in the North American Vertical datum of 1988 (NAVD 88). The modeled collection system facilities are presented in Figure 5-1.

5.3 Load Allocation
This section summarizes how sewer loads were calculated and input into the hydraulic model to represent current conditions. Black & Veatch delineated 266 existing subcatchments within the hydraulic model. These subcatchments were delineated to include groups of parcels, usually containing a similar land use, and flowing to a single model node. Loads were developed and assigned to each subcatchment as will be described further in this section. Wastewater flows for analysis and design of the City’s sanitary sewers were divided into three components:
 Base wastewater flow (BWF) includes the average daily dry weather sanitary flow contribution from permitted connections to the collection system;
 Rainfall-dependent inflow and infiltration (RDII) results when flows from wet weather events and high groundwater infiltrate the system, either through defects in the existing system, or from unpermitted connections that convey stormwater into the sewer system; and  Groundwater Infiltration (GWI) includes water that infiltrates a sewer system through defective pipes, pipe joints, connections, or manholes. Infiltration is generally measured during seasonally high ground water conditions, during a dry period.

The model estimates wastewater flows for each subcatchment, and these flows are assigned to a specific node in the model. Figure 5-1 presents an overview of the subcatchments that were included in the hydraulic model. Detailed information on subcatchment flows and hydraulic model calibration are presented for dry weather flows and wet weather flows in Sections 5.5 and 5.6, respectively. 213
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-3 Table 5-1 Pump Station Parameters
Pump Station
(PS) or Lift
Station (LS)
Wet Well Pumps Force Main
Area
(ft2)
Depth
(ft)
Base
Elevation
(ft)
No. of
Pumps
Lead/Lag
Pump On Elevation
(ft)
Lead/Lag
Pump Off
Elevation
(ft)
Firm
Capacity
(gpm)
Total
Capacity
(gpm)
Pump
Discharge
Rate
Diameter
(inches) Type
Allan LS 28.3 26.0 84 2 6.7/5.7 3 300 600 Variable 6 Single Bridge District
LS

95.0 20.3 1 3 6.7 / 7.7 2.4 1213 1819 Variable 12 Single Bridgeway
Island PS
113.1 34.5 -21.5 3 -14.2 /
-13.7
-18 3250 4875 Variable 12 Dual
Bryte PS 64.0 27.5 -13.3 3 -6/-4 -10/-10 3400 5100 Variable 16 Single Coke LS 19.6 18.2 -5.7 2 3.0/2.0 0.0/0.0 175 350 Variable 8 Single Industrial PS 28.3 27.6 -15.7 3 -11/0 -12/-12 1526 2289 Variable 14 Single Iron Works LS 19.6 20.5 -3 2 0.5 / 1.5 -0.5 510 1020 Variable 4 Single Jefferson PS 185.0 21.1 -4.8 3 0.0/10.0 -2/-1.8 3900 5850 Variable 18 Single Largo PS 78.5 37.3 -28.5 2 -22.5 /
-21.5
-25.5 / -25 450 900 Variable 8 Dual
Northport PS 28.3 27.6 -15.6 3 -10/-9 -12/-12 4000 6000 Variable 16 Single Parlin Ranch
PS

50.3 27.7 -17.7 2 -12 / -11 -16 570 1140 Variable 8 Single South PS 518.0 25.5 -4.1 3 1.0/1.5 0.5/0.5 764 1146 Variable 20 Single Southport PS 420.0 22.0 -19.1 3 -15/-14 -16/-16 6459 9689 Variable 16 Single Triangle LS 20.0 15.7 -1.5 2 4.0 / 5.0 0.5 175 350 Variable 4 Single 214
Figure 5-1
Modeled Collection
System Facilities
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD

HARBOR BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

LINDEN RD

JEFFERSON BLVD

HARBOR BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
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City of
Sacramento
Yolo Bypass
Wildlife Area Yolo County
Sacramento County
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 5\Fig5-2 Hydraulic Model Subcatchments.mxd January 24, 2024 ¯ 0 1,500 3,000
Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
36-in FM
Force Main
Junction
Common
Manifold
LNWI Transition
Structure
Modeled Force Main
Modeled Gravity Main
Lower Northwest Interceptor
XSL Modeled Lift Station
XSP Modeled Pump Station
Force Main Structure
LNWI Connection
Gravity Main Not Modeled
Modeled Subcatchment
(Various Colors, labeled)
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-6

5.4 Flow Monitoring Program Description
A flow monitoring study was conducted by V&A Consulting Engineers (V&A) to support flow model development and calibration of the hydraulic model of the City’s collection system. The details of the flow monitoring program and results can be found in Appendix A: City of West Sacramento Sewer Flow Monitoring Site Reports: Data, Graphs, Information.

5.4.1 Flow Monitoring Overview
During the flow monitoring study, flow monitoring was performed at 8 sites over 48 days from January 6, 2023, to February 22, 2023 at 15-minute intervals. The purpose of flow monitoring is to establish base sanitary flow rates, quantify groundwater infiltration, and calculate rainfall-dependent inflow and infiltration. The information was used to calibrate the hydraulic model of the collection system, as described further in this Section. Rainfall was downloaded at fifteen-minute intervals from 4 local weather stations, two located in the City, and two just outside of the City. Prior to and during the monitoring period, there was significantly above average rainfall, including a 10-year storm, which is the industry-standard storm size used for designing wastewater conveyance systems in California.

Flow meters were utilized by V&A for the flow monitoring study. These used submerged sensors with a pressure transducer to collect depth readings and an ultrasonic Doppler sensor to determine fluid velocity.

The ultrasonic sensor emits high frequency sound waves, which are reflected by air bubbles and suspended particles in the flow. The sensor receives the reflected signal and determines the Doppler frequency shift, which indicates the estimated average flow velocity. The sensor is typically mounted at a manhole to take advantage of smoother upstream flow conditions. The sensor may be offset to one side to lessen the chances of fouling and sedimentation where these problems are expected to occur.

Monitoring equipment is installed to measure flows flowing into the selected manhole. The typical installation of such a flow monitor can be seen on Figure .

Figure 5-3 Typical Installation for Flow Monitor with Submerged Sensor Manual depth and velocity measurements were taken during installation and removal of the flow meters and were compared to simultaneous depth and velocity readings from the flow meters to ensure proper calibration and accuracy. The pipe diameter was also verified to accurately calculate the flow crosssection. The fifteen-minute depth and velocity readings recorded by the flow meters were then downloaded and transferred to a computer for analysis using Microsoft Excel. 217
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-7

5.4.2 Site Selection Criteria
The consultant team and City staff collaborated to determine the optimal locations for flow monitoring.

The monitoring sites were selected with the following goals:
 Isolate basins with inflow and infiltration (I&I) or previous sewer rehabilitation,  Meet minimum drainage basin size and flow requirements,  Avoid influence from pump station and lift station pumping cycles, and  Isolate basins with sewer surcharging or overflow issues and in areas with older infrastructure.

5.4.3 Flow Monitoring Locations
Using the criteria described above, eight monitoring sites were selected to optimize the value provided to be able to characterize flows and calibrate the model. Table 5-2 provides the summary information and reasoning behind selecting each site and Figure 5-4 contains a map of the site locations and basins that they are monitoring.

Table 5-2 Flow Monitoring Locations
Site ID
Manhole
ID
Pipe Dia.
(in) Location Reason for Selection
Site 1 50150 16 Intersection of Yolo St. and
Mikon St.

Older infrastructure and known condition
issues; basin showed I/I response in
previous monitoring.

Site 2 101201 14 Grassy Area on Sacramento
Ave., East of Kegle Dr.

Older infrastructure and known condition
issues; basin showed I/I response in
previous monitoring.

Site 3 50158 18 Dirt Easement behind 412
Washington Ave.

Older infrastructure and known condition
issues; basin showed most dramatic I/I
response in previous monitoring.

Site 4 50166 15 On Michigan, east of Maple St.
and Michigan Blvd. intersection
Break Basin 3 from previous monitoring into
two basins to potentially isolate problems.

Support potential redevelopment in
underdeveloped core.

Site 5 8377 18 Golden Gate Drive, East of
Audubon Dr. and Golden Gate
Bridge intersection
Largo Pump Station flow monitoring and
capacity evaluation in 2019 indicated
previously unknown groundwater infiltration
issue in southwest portion of City, even with
new infrastructure. Will use this location in
conjunction with 2019 data to fully
characterize groundwater infiltration.

Site 6 643 27 Jefferson Blvd. between Linden
Rd. and Lake Washington Blvd.

Mass balance characterization of Southport
flows.

Site 7 645 21 Intersection of Lake
Washington Blvd. and Jefferson
Blvd.

Mass balance characterization of Southport
flows.

Site 8 1178 15 In Grass at 2150 Stone
Boulevard, Near South Pump
Station
Older infrastructure, known for I/I issues
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Figure 5-4
Flow Monitoring
Locations and Catchments
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
!H !H
!H
!H
!H
!H
!H
!H
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS
1 2
3 6
4 5
7 8

LINDEN RD

JEFFERSON BLVD

HARBOR BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
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80 50
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City of
Sacramento
Yolo Bypass
Wildlife Area Yolo County
Sacramento County
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 5\Fig5-4 Flow Monitoring Locations.mxd January 26, 2024 ¯ 0 1,500 3,000Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
36-in FM
Force Main
Junction
Common
Manifold
LNWI Transition
Structure
Force Main
Gravity Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station
Force Main Structure
LNWI Connection
!H Monitoring Site (with Site ID labeled)
Monitored Group of Subcatchment
(Various Colors, Labeled with Site ID
Site 4 is a Subcatchment of Site 3)
Non-Monitored Subcatchment (Gray)
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-10

5.4.4 Rain Gage Locations
Precipitation data was downloaded from four Weather Underground (wunderground.com) stations at 15- minute intervals. See Table 5-3 and Figure 5-5for the precipitation stations selected. For each of the 8 basins monitored, the rainfall was calculated for each 15-minute interval using an interpolation of the closest two or three stations, depending on the site. Closer stations were given a higher weight in the interpolation, proportional to how close they were relative to the other sites, such that the weights added up to 100%.

Table 5-3 Locations of Precipitation Stations
Site ID Weather Underground Site ID Latitude Longitude
RG
NORTH
KCASACRA122 38.6380 -121.5368
RG
EAST
KCASACRA535 38.5856 -121.4851
RG SE KCAWESTS51 38.5520 -121.5272
RG SW KCAWESTS36 38.5269 -121.5670
Figure 5-5 Precipitation Gages Used for Calibration
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-11

5.4.5 Hydrologic Conditions
During the flow monitoring period of Jan 6, 2023, to Feb 22, 2023, data was captured during both very wet conditions for the first 2 weeks, and then mostly dry weather for the last 35 days of the study. A series of large storms hit the region continuously from December 27, 2022 through January 18, 2023. During the monitoring period, the highest 24-hour rain total occurred in January 8/9 with 1.67 inches, corresponding to a return frequency of around 1-year. Another storm on January 13/14 saw another 1.60 inches in 24 hours. For comparison, a 10-year 24-hour storm is 3.4 inches.

However, a very intense burst of rain hit the City over a 30-minute period on January 14 from 9:30am to 10:00am. The two precipitation gages located within the City (RG SE and RG SW) recorded 0.43 and 0.80 inches of rain respectively during those thirty minutes. For comparison, a 10-year 30 minutes storm is

0.51 inches, and a 1-hour storm is 0.71 inches. Therefore, the City did receive a 10-year storm during the flow monitoring.

Due to the heavy rain in the two weeks ending January 18th, the Sacramento River and the Yolo Bypass were at levels much higher than average, possibly contributing to higher groundwater levels and increased I&I. See Figure 5-6 for hourly precipitation during the 48-day monitoring period, as calculated by averaging the four precipitation gages.

Figure 5-6 Hourly Precipitation During Monitoring Study Two multi-day rainfall events occurred that were the basis of the calibration, the first event being January 7-12 and the second event January 13-16. Both events produced a relatively equal amount of rain. The January 14th event did result in surcharging at five of the eight monitoring sites, with Sites 3 and 5 seeing significant surcharging, although well within the requirement to stay below three feet of the surface.

Additional data on this event can be seen in the graphs in Appendix B: Wet Weather Calibration Plots.

5.4.6 Flow Monitoring Results
The collection system showed a significant response to the precipitation events and provided good data to develop a wet weather calibration of the hydraulic model. RDII and wet weather flow response is discussed further in Section 5.6.

Average Dry Weather Flow (ADWF) is generally considered to consist of Base Wastewater Flow (BWF) being generated by collection system users plus Groundwater Infiltration (GWI). Analysis of the dry 221
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Hydraulic Model Update and Calibration 5-12 weather flow monitoring data indicates that GWI is relatively high compared with BWF. Table 5-4 presents ADWF values captured at the eight flow monitoring locations, categorized by the day of the week.

Table 5-4 Average Dry Weather Flow Values (MGD) at Each Flow Monitoring Site Site ID
Avg ADWF
(Mon-Thursday)
Avg ADWF
(Friday)
Avg ADWF
(Saturday)
Avg ADWF
(Sunday)
1 0.394 0.398 0.403 0.406
2 0.164 0.164 0.162 0.171
3 0.485 0.483 0.496 0.502
4 0.101 0.104 0.105 0.105
5 0.269 0.256 0.250 0.273
6 0.915 0.937 0.932 0.944
7 0.251 0.253 0.256 0.257
8 0.252 0.248 0.264 0.263
As shown in Table 5-4, the majority of the flow meter locations show weekend flows to be slightly higher than weekday flows. This pattern is typical of areas that are mostly residential land uses. ADWF is higher and peaks later in the morning on the weekends as residents sleep later and fewer leave for work and school. The day of the week patterns seen in the ADWF is consistent with the residential/non-residential land use profiles seen in the flow meter basins.

5.5 Dry Weather Flow Calibration
This section presents a summary of the development of existing dry weather flows from flow monitoring and other data.

5.5.1 Existing Dry Weather Flow Allocation
This section describes the tasks completed in calculation of Citywide dry weather flows based upon the flow monitoring data collected.

5.5.1.1 Average Dry Weather Flow Allocation
Base Wastewater Flow
BWF can be calculated based on one or more factors, including residential housing units, potable water consumption, and land uses. To allocate BWF across the Study Area, industry-standard unit flow factors (verified through flow monitoring data) were applied to residential dwelling units for residential land uses and acreage for non-residential land uses. Unit flow factors for non-residential land uses vary depending on the land use, whereas the household dwelling unit flow factor does not depend on the category of residential or mixed land use. These metrics were used because the City’s planning department tracks and projects these values for each parcel. As the flow monitoring locations do not capture the entirety of the flow generated in the City, lift station and pump station data were also utilized for verification. 222
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-13 The estimated BWF for number of households and acreage for non-residential land uses was summed for each subcatchment in the hydraulic model. The following equation was used to calculate BWF for each subcatchment:

Total Subcatchment BWF = (number of households) * (household unit flow factor) + (acreage of non-residential area) * (non-residential unit flow factor) At the start of the calibration, the unit flow factors used were industry standard values. These unit flow factors were calibrated to the actual flow generated for each of the monitored subbasins. After calibration, the modeled BWF was within ten percent of measured data in every metered sewer basin.

These flows served as initial base flow inputs to the hydraulic model.

Groundwater Infiltration
When determining the BWF from flow monitoring data, it is important to consider groundwater infiltration (GWI). During a dry weather period, significant amounts of GWI were observed entering the system. To calculate the GWI observed in flow monitoring, industry-standard empirical formulas were used to interpret the flow monitoring data. This calculated value was then subtracted from the ADWF from the monitoring data for each site. The remaining calculated flow is considered BWF. The unit flow values used to calculate BWF loadings were then adjusted based on the GWI observed. Table 5-5 shows the final calibrated values used for ADWF, GWI, and BWF for each monitoring site.

Table 5-5 Calibrated Values for ADWF, GWI, and BWF for Monitoring Sites Site ID ADWF (MGD) GWI (MGD) BWF (MGD)
Site 1 0.398 0.210 0.188
Site 2 0.165 0.050 0.115
Site 3 0.489 0.270 0.219
Site 4 0.103 0.024 0.079
Site 5 0.265 0.110 0.155
Site 6 0.925 0.440 0.485
Site 7 0.253 0.020 0.233
Site 8 0.255 0.000 0.255

5.5.1.2 Diurnal (24-Hour) Flows
ADWF typically has a consistent daily pattern, with the peak flows occurring in the morning and late afternoon periods. An example diurnal pattern is presented in Figure 5-7 for Site 1. A complete set of diurnal curves from all flow monitors is included in Appendix B: Wet Weather Calibration Plots. Diurnal flow characteristics were applied to the individual land use Qadwf within each monitored basin to distribute the Qadwf over a 24-hour period.
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-14 Figure 5-7 Sample Diurnal Pattern for ADWF (Site 2)

5.5.2 Existing Dry Weather Flow Calibration
The unit flow factors, diurnal patterns, and ADWF allocations described above were adjusted until ADWF and Peak Dry Weather Flow (PDWF) values seen in the hydraulic model matched within 10 percent at each flow monitoring location site. A sample dry weather calibration plot for Site 2 is presented in Figure .

Under certain circumstances, the operation of upstream lift stations and pump stations can cause flow spikes reported by the model. However, it is important to note that despite these spikes, the overall mass balance is preserved.
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-15 Figure 5-8 Sample Dry Weather Flow Plot (Site 2)

5.5.3 Calibrated Existing Dry Weather Flow Values
The calibrated ADW unit flow factors developed through the process above are presented in Table 5-6.

The calibrated ADW unit flow factors are much lower than the City’s past design values, a common trend in California as indoor water conservation efforts lead to decreased wastewater flows per household.

Table 5-6 Wastewater Unit Flow Factors
Land Use
Code Land Use
Model Unit Flow, gpd/DU or gpd/acre
Unit ADWF
Residential Land Uses
HR High Density Residential Dwelling Unit (30/acre) 135 HRR High Density Residential Dwelling Unit (40/acre) 135 LR Low Density Residential Dwelling Unit (4/acre) 135
MR Medium Density Residential Dwelling Unit (10/acre) 135 RE Rural Estates Dwelling Unit (density varies) 135
RR Rural Residential Dwelling Unit (density varies) 135 Non-Residential Land Uses
AG Agriculture Acre 100
BP Business Park Acre 135
CC Commercial Acre 800
HI Heavy Industrial Acre 800
LI Light Industrial Acre 400
MCI Mixed Commercial / Industrial Acre 800
NC Neighborhood Commercial Acre 400
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City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Hydraulic Model Update and Calibration 5-16 Land Use
Code Land Use
Model Unit Flow, gpd/DU or gpd/acre
Unit ADWF
OS Open Space Acre 0
PQP Public / Quasi Public Acre 400
RP Recreation and Parks Acre 100
WRC Water Related Commercial Acre 800
WRI Water Related Industrial Acre 800
Mixed Residential/Non-Residential Land Uses
CBD Central Business District Acre 800
Dwelling Unit (30/acre) 135
NC Neighborhood Commercial Acre 800
Dwelling Unit (30/acre) 135
RMU River Mixed Use Acre 800
Dwelling Unit (90/acre) 135

5.6 Wet Weather Flow Calibration
This section focuses on developing, calibrating, and projecting wet weather flows in the wastewater collection system. As shown in the conceptual model in Figure , wet weather flows can cause a significant peak in sewer flows, often higher than PDFW. 226
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Hydraulic Model Update and Calibration 5-17 Figure 5-9 Conceptual Model of Peak Wet Weather Flow

5.6.1 Wet Weather Flow Components
Wet weather flow monitoring data helped define Inflow and Infiltration (I&I) components, which include stormwater and groundwater entering the sewer system through defects and improper storm drainage connections. As stated in the City of West Sacramento Sewer Flow Monitoring and Inflow/Infiltration Study, I&I is defined as follows:
 Inflow is water discharged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard and area drains, holes in manhole covers, or crossconnections from storm drains or catch basins. Some inflow connections may be permitted, such as when a commercial or industrial property has a wash area exposed to rainfall, or some industrial properties may be entirely plumbed to sanitary sewer.
 Infiltration is defined as water entering the sanitary sewer system through defects in pipes, pipe joints, and manhole walls, which may include cracks, offset joints, root intrusion points, and broken pipes.

5.6.2 Existing Wet Weather Flow Allocation
Extraneous flows can cause significant increases in peak flows in the collection system. Wet weather flows were monitored and input in the City’s hydraulic model for calibration. PWWF generated in the model is the combination of PDWF and RDII.

Several broad categories of RDII quantification are used in wastewater master planning, including the following:
 Constant unit rate method – calculates RDII as a fixed constant (e.g., gal/acre) multiplied by measurements of tributary subcatchment characteristics (e.g., area, land use, population, pipe diameter, pipe length, and pipe age);
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BLACK & VEATCH | Hydraulic Model Update and Calibration 5-18  R-Value method – calculates RDII as a fixed percentage of rainfall;  Synthetic unit hydrograph (SUH) method – calculates the RDII hydrograph from a specified “unit” hydrograph shape that relates RDII to unit precipitation volume and duration;  Probabilistic method – calculates RDII of a given recurrence interval from long-term sewer flow records using probability theory. The method establishes the relationship of peak RDII flow to recurrence interval; and
 Rainfall/sewer flow regression method – calculates peak RDII flows from rainfall data through a relationship between rainfall and RDII flows. This regression, expressed as an equation, is derived from rainfall and flow monitoring data in sewers using multiple linear regression methods and considering dry and wet antecedent conditions.

Studies conducted by the Water Environment Research Foundation have concluded that the SUH and rainfall/sewer flow regression methods are the two most accurate methods for predicting peak flows and event volumes for storm events. The rainfall/time/recession (RTK) method, described below, is the most widely used SUH prediction methodology for collection system model development.

The RTK method was used to calculate RDII inputs to the City’s hydraulic model. The RTK method generates hydrographs from each subcatchment that represent flows during and immediately after rainfall events caused by seepage of water into the collection system. The RTK method generates a series of three triangular hydrographs that represent short-term, medium-term, and long-term rainfall response. The RTK parameters include:

1. R = the area of the graph representing the portion of rainfall falling on a subcatchment that enters the wastewater collection system.

2. T = the time from the onset of rainfall to the peak of the triangle.

3. K = the ratio of the “time to recession” to the “time to peak” of the hydrograph.

Components of the RTK hydrograph are provided courtesy of the United States Environmental Protection Agency (EPA) Office of Research and Development and are presented in Figure . 228
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Hydraulic Model Update and Calibration 5-19 Figure 5-10 Components of RTK Hydrograph
When a wet weather flow simulation is run in the model, the RTK parameters are applied to represent a specific rainfall event. These parameters generate a wet weather flow hydrograph for each subcatchment.

Hourly PWWF values are generated in the model by combining the dry weather flow with flows from the RDII hydrographs, by subcatchment. Typically, the peak wet weather flow will occur shortly after the hourly peak intensity of the rainfall event.

5.6.3 Existing Wet Weather Flow Calibration
A model that is sufficiently calibrated to wet weather flow should be able to simulate RDII entering the wastewater collection system during any rainfall event. Wet weather calibration consisted of the following steps:
 Identifying a wet weather calibration event with heavy rainfall and collection system response (increased flows) from the flow monitoring data.
 Establishing appropriate methodology for I&I generation. The City’s model uses the RTK method.

Establishing I&I parameters per monitored basin based on collected flow monitoring data from the first calibration event and applying these parameters to the appropriate subcatchment.  Generating system flows under wet weather loading, which included dry weather plus the I&I component. Comparing metered data with model simulation results, and adjusting RTK parameters if necessary, to maximize agreement for the calibration event.

The calibrated RTK values developed for the City’s collection system are presented in Table 5-7. As can be seen in the table, the City’s collection system shows fast response to precipitation (R1 values are larger than R2 and R3 values) and little long-term response (R3 values are small). This type of response most likely results from the fact that the condition of the collection system is fundamentally sound. 229
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Hydraulic Model Update and Calibration 5-20 Table 5-7 Calibrated RTK Factors for RDII Generation in Hydraulic Model by Basin Site ID R1, % R2, % R3, % T1, hr T2, hr T3, hr K1 K1 K3 1 0.010 0.005 0.008 1 2 12 2 3 5
2 0.008 0.003 0.005 1 2 12 1 3 5
3 0.006 0.002 0.002 1 8 12 1.5 2 5
4 0.100 0.008 0.008 1 8 12 1 0 0
5 0.005 0.005 0.005 1 1 12 1 0 0
6 0.014 0.015 0.015 1 4 12 2 3 4
7 0.014 0.015 0.015 1 4 12 2 3 4
8 0.016 0.002 0.002 1 6 12 1 0 0
Figure 5-11 presents a sample of the wet weather flow calibration results from Site 8. The Wastewater Planning Users Group (WaPUG) criteria were used to determine a good match between observed and predicted data for peak flow, volume, and depth. The results of the wet weather calibration at the 8 monitored sites are presented in Table 5-8. Site 5 was dropped for calibration as the flow monitoring data fluctuated too much due to the proximity to Bridgeway Island PS and could not calibrated in the model.

The remaining calibration graphs are presented in Appendix B: Wet Weather Calibration Plots.

Figure 5-11 Wet Weather Flow Measured and Modeled for Site 8 230
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Hydraulic Model Update and Calibration 5-21 Table 5-8 Wet Weather Calibration Results
Meter
Peak Flow Volume Peak Depth
Observed
Peak
Flow
(mgd)
Predicted
Peak
Flow
(mgd)
Flow
Difference
(mgd)
Percent
Difference
Observed
Volume
(mg)
Predicted
Volume
(mg)
Volume
Difference
(mg)
Percent
Difference
Observed
Peak
Depth (in)
Predicted
Peak
Depth (in)
Depth
Difference
(in)
Percent
Difference
Site 1 1.64 1.69 0.05 2.90% 1.51 1.78 0.27 17.57% 9.67 11.23 1.56 16.15% Site 2 1.02 1.12 0.10 10.15% 0.95 1.38 0.43 44.83% 44.51 6.47 -38.04 -85.47% Site 3 2.67 2.85 0.18 6.57% 2.40 3.25 0.85 35.46% 94.71 18.12 -76.59 -80.87% Site 4 2.83 2.68 -0.16 -5.63% 1.06 1.47 0.41 38.73% 29.74 29.86 0.11 0.38% Site 51
Site 6 4.37 4.23 -0.14 -3.23% 5.53 5.61 0.08 1.50% 28.33 36.41 8.07 28.50% Site 7 1.37 1.51 0.13 9.73% 1.29 1.69 0.39 30.38% 36.66 44.65 7.99 21.80% Site 8 1.53 1.70 0.16 10.78% 1.10 1.21 0.10 9.52% 51.25 53.26 2.01 3.91% Basin
Average

0.05 4.47% 0.36 25.43% -13.55 -13.66%
1Could not be calibrated because of proximity to Bridgeway Island Pump Station 231
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BLACK & VEATCH | Dry and Wet Weather Flow Projections 6-1

6.0 Dry and Wet Weather Flow Projections
This chapter presents the projected dry and wet weather flows based on the results of the hydraulic model calibration and expected development information developed in coordination with the Water Master Plan.

6.1 Future Average Dry Weather Flow Projections
Future ADWF projections are based on projections of future population and development growth as described in Section 2, consistent with the April 2023 memorandum prepared by Zanjero in coordination with the Water Master Plan, City of West Sacramento Land Use Projection Memorandum.

6.1.1 Development by Model Subcatchment
To develop the 2035 and build out sewer hydraulic model, the model needed to be expanded into the areas of new development and potential septic conversion.

Figure 6-1 and Figure 6-2 show the additional dwelling units and the additional acres of non-residential development by 2035 for each subcatchment.

Figure 6-3 and Figure 6-4 show the additional dwelling units and additional acres on non-residential development between 2035 and buildout. Note that the maps do not show the density of development, just the absolute numbers for each subcatchment, no matter the subcatchment size.

By 2035 there is expected to be residential development mostly concentrated in the development plan areas including Yarbrough, River Park, Liberty, and Bridge District. Buildout is expected to add even more residential development to each of these areas and expand to the full area of all development plan areas.

For non-residential development, the trend is similar, with significant development by 2035 in the development plan areas along with a large area of development along Southport Parkway. There will also be a lot of development along the riverfront between the Bridge District and the Deep-Water Channel and along Jefferson Boulevard.
232
Figure 6-1
Residential Development
Units Expected by 2035
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
5 5
80 80
80 50
121
148
150
153
155
186
187
189
190
199
200 201
202
203
204
207
226
228
229
237
240
243
245 247
248 249
251
253 254
257
277
279
280
281
282
285
31 76
77 80
82 90
F-10
F-14
F-18
F-19
F-2
F-22
F-24
F-25
F-26
F-29
F-3
F-33
F-34
F-5
F-6
F-7
F-8
City of
Sacramento
Yolo Bypass
Wildlife Area
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 6\Fig6-1 Future Development DU 2035.mxd April 15, 2024 ¯ 0 1,500 3,000Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
Current Force Main
Current Gravity Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station
Development Plans
Bridge District
Liberty
River Park
Washington
Yarbrough
Dwelling Units by 2035
1 - 20
21 - 100
101 - 500
501 - 2000
> 2000
Future Development
by Modeled Subcatchment
233
Figure 6-2
Non-Residential Development
Acres Expected 2035
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD

FIFTH ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPR SI E BLVD

MARSHALL RD
6TH ST

INDUSTRIAL BLVD

WEST CAPITOL AVE

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
5 5
80 80
80 50
102
103 104
111
122 127
129
133
134
136
148 155
180
181
182
186
199
200 201
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21 216
219
224
226
228
229
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31 76
77 78
82 84
91 92
93 95
99 F-1
F-17
F-2
F-22
F-23
F-25
F-29
F-3
F-32
F-5
F-7
City of
Sacramento
Yolo Bypass
Wildlife Area
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 6\Fig6-2 Future Development AC 2035.mxd April 15, 2024 ¯ 0 1,500 3,000Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
Current Force Main
Current Gravity Main
Lower Northwest Interceptor
XSL Modeled Lift Station
XSP Modeled Pump Station
Development Plans
Bridge District
Liberty
River Park
Washington
Yarbrough
Acres of Non-Residential
Development by Build Out
1 - 2
3 - 5
6 - 20
21 - 50
> 50
Future Development
by Modeled Subcatchment
234
Figure 6-3
Residential Development
Units Expected by Build Out
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
5 5
80 80
80 50
151
181
182
187
189
190
199
201
203
208
232
237
242
243 244
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248 250 249
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267 263
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31 49
55 56
64 72
76 77
80 82
90 F-10
F-11
F-12
F-13
F-14
F-15
F-18
F-19
F-2
F-20
F-22
F-23
F-24
F-25
F-26
F-27
F-30 F-31
F-32
F-33
F-34
F-4
F-6
F-7
F-8
F-9
City of
Sacramento
Yolo Bypass
Wildlife Area
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 6\Fig6-3 Future Development DU BO.mxd April 15, 2024 ¯ 0 1,500 3,000
Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
Current Force Main
Current Gravity Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station
Development Plans
Bridge District
Liberty
River Park
Washington
Yarbrough
Dwelling Units by Build Out
1 - 20
21 - 100
101 - 500
501 - 2000
> 2000
Future Development
by Modeled Subcatchment
235
Figure 6-4
Non-Residential Development
Acres Expected Build Out
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
City of
Sacramento
Yolo Bypass
Wildlife Area
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 6\Fig6-4 Future Development AC BO.mxd April 15, 2024 ¯ 0 1,500 3,000
Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
Current Force Main
Current Gravity Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station
Development Plans
Bridge District
Liberty
River Park
Washington
Yarbrough
Acres of Non-Residential
Development by Build Out
1 - 2
3 - 5
6 - 20
21 - 50
> 50
Future Development
by Modeled Subcatchment
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BLACK & VEATCH | Dry and Wet Weather Flow Projections 6-6

6.1.2 Projected 2035 ADWF Values
Using the modeled ADWF unit flow factors presented in Table 5-6, projections of residential and nonresidential ADWF were developed for each parcel and summed by subcatchment (shown in Table 6-1).

Total ADWF is projected to grow from 6.86 MGD to 9.08 MGD by 2035 and to 12.27 MGD by buildout.

Table 6-1 Existing and Projected Modeled ADWF and PDWF
City of West
Sacramento
Existing
(MGD)
2035
(MGD)
Buildout
(MGD)
GWI 2.60 3.25 3.54
BWF 4.26 5.83 8.73
Total ADWF 6.86 9.08 12.27
PDWF 8.22 10.91 15.09

6.2 Future Wet Weather Flow Projections
To develop future wet weather flow projections, the calibrated RDII values developed as described in the previous section were applied to existing and future areas in the collection system. For GWI, City-wide average values were used per land use type. For RDII, future developments were assigned the modeled RDII rates of the nearest monitoring location. These RDII values were added to the projected future ADWF.

Existing PWWF is modeled to be 46.30 MGD in the 10-year storm, increasing to 53.75 MGD by 2035 and

70.26 MGD by build out (Table 6-2).

Table 6-2 PWWF Values (MGD) for 2035 and Buildout
City of West
Sacramento Existing 2035 Build Out
Total ADWF 6.86 9.08 12.27
RDII 39.17 43.78 56.60
PWWF 46.30 53.75 70.26
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BLACK & VEATCH | Existing System Evaluation 7-1

7.0 Existing System Evaluation
This chapter presents the hydraulic evaluation results of the City’s collection system under existing conditions. The capacity of gravity mains, Pump/Lift Stations, and force mains were evaluated based on existing PWWF design flow conditions described in Chapter 5 and performance criteria described in Chapter 3.

7.1 Rainfall-Dependent Inflow and Infiltration
The RDII is by far the most significant contributor to PWWF, comprising nearly 85% of PWWF for the current system during the 10-year storm. Addressing some of the RDII issues will significantly reduce the probability of sewer overflows. RDII in the monitored catchments was calculated to range from 1.0% for Site 3 to 9.6% for Site 4. Sites 6 and 7, South of the Deep-Water Channel, also had significant rates of RDII at 4.4%. The northwest portion of the City was calculated the have RDII 2.3%. Much of the northeast corner of the City and the southwest corner had lower rates ranging from 1.5% to 1.8%. The catchment of Site 8 (also known as the State streets area) had undergone rehabilitation in 2022 and the RDII reduction was validated by the flow monitoring, with an RDII calculated to be 1.8%. Based on a comparison between the 2017 Master Plan, prior to the State Streets rehabilitation project, the RDII in the State Street area reduced by approximately 30% as a result of the rehabilitation project. RDII rates of the monitoring sites are extrapolated to other areas that were not monitored. Figure 7-1 shows the calibrated rates of RDII throughout the City, and Table 7-1 shows the RDII for each flow monitoring site.

7.2 Gravity Main Hydraulic Evaluation
In the existing system, PWWF exceeds the performance criteria of gravity mains in four locations, typically due to being undersized or insufficient slope. The gravity mains that fail to meet performance criteria are displayed on Figure . These gravity main deficiencies are summarized below.

7.2.1 Stillwater Road
Stillwater Road runs parallel to the west of Interstate 80 in the northwest corner of the City. Found in the Riverside/California Highway Patrol (CHP) Neighborhood, Stillwater Road stretches from Reed Avenue in the north to Riverside Parkway in the south. North of Reed Avenue along the same alignment as Stillwater Road, a public gravity main follows an easement through the CHP Academy which discharges into the gravity main at Reed Avenue and Stillwater Road. The main CHP Academy campus is found to the west of the easement, and the City’s George Kristoff Water Treatment Plant is to the east. 238
Figure 7-1
Modeled Rainfall Dependent
Inflow and Infiltration
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
!H !H
!H
!H
!H
!H
!H
!H
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDENRD

JEFFERSON BLVD
HARBOR
BLV
D
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
STONE

GATE DR
SOUTH

RIVER RD

ENTERPRISE BLVD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

MARSHALL RD

SOUTHPORTPKWY
I ST
American River
Ship Turning Basin
Sacramento River
Deep Water Channel
5 5
80 80
80 50
Bridgeway
Island PS
Bryte PS
Industrial PS
Jefferson PS
Largo PS
Northport PS
Site 1
Site 2
Site 3 Site 4
Site 5
Site 6 Site 7
Site 8 South PS
Southport PS
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-1 RDII Monitoring.mxd February 05, 2024 ¯ 0 1,200 2,400
Feet
1 inch = 2,278 feet
City of West Sacramento
County Boundary
Modeled Force Main
Modeled Gravity Main (Existing)
Lower Northwest Interceptor
XSL Modeled Lift Station
XSP Modeled Pump Station
Gravity Main Not Modeled (Existing)
!H Monitoring Site
RDII Percent by Model Hydrograph
(Labeled with Hydrograph ID)

1.0 1.5 - 1.8

2.3 4.4

9.6 239
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Existing System Evaluation 7-3
Table 7-1 Calibrated RDII by Flow Monitoring Site
Flow Monitoring Site RDII %
Site 1 2.3%
Site 2 1.6%
Site 3 1.0%
Site 4 9.6%
Site 5 1.5%
Site 6 4.4%
Site 7 4.4%
Site 8 1.8%
The gravity main along the easement is 10-inch diameter. When the gravity main reaches Reed Avenue, It becomes an 8-inch gravity main and runs west 175 feet before turning south along Stillwater Road. From this location to it runs 805 feet further south along Stillwater Road where it flows under a 15-inch gravity main flowing from the Riverpoint Neighborhood, and loops around to the east before flowing into the 15- inch line. After flowing 3,711 feet it converts to an 18-inch diameter gravity main for 1,705 feet before it reaches the Northport Pump Station. Portions of the 8-inch, 10-inch, 15-inch, and 18-inch gravity mains are undersized to carry the PWWF. The model has significant RDII contribution projected in this gravity main because of the large area of the CHP campus. The capacity deficiencies have not been confirmed by direct flow monitoring. It is recommended that the City monitor flows along this line to confirm the need for a CIP project to increase capacity.

The map of the capacity deficiency can be seen in Figure 7-2 and the hydraulic profile in Figure 7-3. As modeled, surcharging in the 8-inch gravity main leads to overflows at Reed Avenue under existing PWWF conditions. The hydraulic model indicates the following upgrades should be made:
 986 feet of 8-inch gravity main to 15-inch gravity main  1,523 feet of 10-inch gravity main to 15-inch gravity main  10 feet of 8-inch gravity main to 18-inch gravity main  3,711 feet of 15-inch gravity main to 18-inch gravity main  1,705 feet of 18-inch gravity main to 24-inch gravity main  The 8-inch gravity main from Stillwater should tie directly into the 15-inch line instead of turning to the east
The project to complete this capacity increase is included in the CIP recommendations in Chapter 10. 240
Figure 7-2
Capacity Deficiencies
Modeled Flow
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
Last Saved: 7/3/2024 6:26:46 PM C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-2 Capacity Deficiencies Existing.mxd : Zig110671 !2!
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XSP
XSL
XSL
XSP
XSL
XSL
XSP
XSP
XSP
XSP
XSP
XSL
XSP
XSP
XSP
XSP
XSP
XSP
Linden Road
18-in
12-in
18-in
12-in
12-in
15-in
15-in
18-in 27-in
Stone and Park Blvd
12-in
12-in
21-in
Bryte Pumpstation
Tributary Area
Stillwater Road
15-in
8-in
10-in
Bryte PS
Bridge
District LS
Iron Work LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

GREGORY AVE
SOUTH
RIVER
RD
American River
Ship
Turning Basin
Sacramento River
Deep Water Channel
5 5
80 80
80 50
City of
Sacramento
Yolo Bypass
Wildlife Area Yolo County
Sacramento County
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-2 Capacity Deficiencies Existing.mxd July 03, 2024 ¯ 0 1,400 2,800Feet
1 inch = 2,800 feet
City of West Sacramento
County Boundary
Force Main
Capacity Deficiency
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station with Sufficient Capacity
Capacity Deficiencies
All Other Pipes
XSP Pump Station with Capacity Deficiency
Backwater/Downstream Capacity Deficiency
Conduits
2!! Within 3' of Rim
2!! > 3' from Rim
2!! NA: Force Main
2!! Overflow
Nodes
241
Figure 7-3
Stillwater Road
Capacity Deficiency
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
Last Saved: 7/4/2024 4:35:17 PM C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-3 Capacity Deficiencies Existing Stillwater.mxd : Zig110671 !2!!
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10-in
10-in
10-in
8-in
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8-in
6-in
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8-in
6-in
6-in
6-in
10-in
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6-in
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6-in
10-in
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12-in
8-in
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8-in
10-in
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8-in
8-in
6-in
10-in
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8-in
8-in
8-in
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12-in
8-in
12-in
15-in
12-in
8-in
8-in
8-in
6-in
8-in
15-in
18-in
12-in
8-in
15-in
8-in 8-in
8-in
8-in
8-in
8-in
8-in
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8-in
8-in
12-in
8-in
8-in
8-in
10-in
8-in
6-in
8-in
8-in
12-in
10-in
10-in
6-in
10-in
10-in
8-in
8-in
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12-in
6-in
8-in
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8-in
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12-in
12-in
8-in
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8-in
8-in
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8-in
12-in
8-in
12-in
8-in
8-in
6-in
8-in
8-in
8-in
12-in
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8-in
10-in
8-in
12-in
12-in
12-in
8-in
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12-in
10-in
8-in
12-in
8-in
12-in
6-in
8-in
6-in
8-in
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8-in
8-in
12-in
8-in 15-in
8-in
8-in
8-in
15-in
10-in
15-in
12-in
6-in
10-in
8-in
10-in
10-in
10-in
10-in
8-in
12-in
12-in
15-in
8-in
15-in
8-in
8-in
8-in
12-in
10-in
8-in
15-in
15-in
12-in
6-in
15-in
18-in
10-in
12-in
10-in
15-in
12-in
15-in
12-in
15-in
10-in
15-in
18-in
8-in
18-in
8-in
6-in
8-in
12-in
8-in
8-in
10-in

PINE ST

REED AVE

PALOMAR AVE

DULUTH ST

WEST CAPITOL AVE GARNET ST

HOUSTON ST

STILLWATER RD

CANAL ST

FIRST ST

COMMERCE DR

MIDDLE ST

RIVERSIDE PKWY

SUTTER ST
I 80 EB
N
O

RTHPORTDR

GALVESTON ST
EM
I 80 WB

BARCADERO DR
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-3 Capacity Deficiencies Existing Stillwater.mxd July 04, 2024 City of West Sacramento
County Boundary
Force Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station with Sufficient Capacity
XSP Pump Station with Capacity Deficiency
996 feet 8-inch
Gravity Main
3,711 feet 15-inch
Gravity Main
1,705 feet 18-inch
Gravity Main
Northport PS
¯ 0 280 560Feet
1 inch = 533 feet
Capacity Deficiency
Capacity Deficiencies
All Other Pipes
Backwater/Downstream Capacity Deficiency
Conduits
2!! Within 3' of Rim
2!! > 3' from Rim
2!! NA: Force Main
2!! Overflow
Nodes
! Not Modelled 2!
1,523 feet 10-inch
Gravity Main
242
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Existing System Evaluation 7-6
Figure 7-4 Stillwater Road Hydraulic Profile

7.2.2 Bryte Pump Station Tributary
The Bryte Pump Station is at the eastern end of Citrus Street, just north of the Union Pacific railroad. The gravity main flowing east along Michigan Avenue from Pecan Street to the Sycamore Train is undersized, with the model indicating that 1,055 feet of 12-inch and 340 feet of 15-inch gravity main should be upsized to 30-inch. From Michigan Avenue, an 18-inch gravity main runs north along the Sycamore Trail 2,220 feet before reaching Bryte Pump Station. The gravity main runs parallel in the ROW to the 18-inch force main that carries wastewater south from Bryte Pump Station to the force main junction. Also in the same ROW is the LNWI, which at this location is two 60-inch force mains bringing wastewater from north of the City before connecting the City’s system at the LNWI Transition Structure where it converts to a gravity main.

The 18-inch gravity main flowing north has a capacity deficiency, as can be seen in Figure 7-5 and the hydraulic profile of the gravity main between Michigan Boulevard and Bryte Pump Station is in Figure . As indicated in on the map, Bryte Pump Station itself also has a capacity issue during PWWF conditions.

There is significant RDII contribution projected in this gravity main because of the high percentage of older infrastructure in the area. The capacity deficiency has been confirmed by direct flow monitoring at Site 3 of the flow monitoring study. The hydraulic model projects sanitary sewer overflows under during PWWF conditions.

The hydraulic model calculates that the City should upsize all 3,616 feet along Michigan Avenue and the Sycamore Trail all the way to Bryte Pump Station to 30-inch gravity main This project will include a section of gravity main that runs underneath the railroad ROW just south of the Bryte Pump Station. The project to complete this capacity increase is included in the CIP recommendations in Chapter 10. 243
Figure 7-5
Bryte Pumpstation
Tributary Area
Capacity Deficiency
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
Last Saved: 7/3/2024 7:26:10 PM C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-5 Capacity Deficiencies Existing Bryte PS.mxd : Zig110671 !2!
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WATER ST

SYCAMORE AVE

WEST CAPITOL AVE

SOLANO ST

MANZANITA WAY

PECAN ST

PORTSMOUTH AVE

MERKLEY AVE

BRYTE AVE

CASTLE CT

YOLO ST
TO
DHU
NTE
R
AVE

SACRAMENTO AVE

HOLLY ST

WESTACRE
RD

MCKINLEY WAY

MICHIGAN BLVD

POPLAR AVE

OXFORD ST

WALNUT AVE

MADRONE AVE

ROCKROSE RD

LAUREL LN

HOBSON AVE

DOBROS DR

RICE AVE

WASHINGTON AVE

CEDAR ST

TRIANGLE CT

MIKON ST

CHAPARRAL WAY

CITRUS ST

WALNUT ST

MAPLE ST

LILAC LN

SOMERSET DR
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-5 Capacity Deficiencies Existing Bryte PS.mxd July 03, 2024 City of West Sacramento
County Boundary
Force Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station with Sufficient Capacity
XSP Pump Station with Capacity Deficiency
2,220 feet 18-inch
Gravity Main
340 feet 15-inch
Gravity Main
1,055 feet 12-inch
Gravity Main
Bryte PS
¯ 0 180 360Feet
1 inch = 350 feet
Capacity Deficiency
Capacity Deficiencies
All Other Pipes
Backwater/Downstream Capacity Deficiency
Conduits
2!! Within 3' of Rim
2!! > 3' from Rim
2!! NA: Force Main
2!! Overflow
Nodes
! Not Modelled 2!
244
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Existing System Evaluation 7-8
Figure 7-6 Bryte Pump Station Tributary Hydraulic Profile

7.2.3 Stone Boulevard and Park Boulevard
Stone Boulevard runs perpendicular to the west of Jefferson Boulevard just north of the Deep-Water Channel. The existing gravity main along Stone Boulevard is 12-inch diameter. When the gravity main reaches Park Boulevard it turns north briefly, then west crossing the LNWI and connecting with a 21-inch gravity main flowing from the west and both flow to a 24-inch gravity main before entering South Pump Station. There was a significant effort to install CIPP throughout the State Streets area in 2022, contributing to lowered RDII as measured during this project’s flow monitoring compared to flow monitoring conducted for the previous sewer master plan. However, even with the recent project, the existing 12-inch gravity main is still under sized in the model and the capacity should be increased. The 12-inch gravity main along Park Boulevard is also undersized in the model. This gravity main has also benefited from the recent CIPP project and will benefit further with the Westmore Oaks sewer rehab project, but is still expected to be undersized in the model. The upsizing of the project has been confirmed by direct flow monitoring at Site 8. Additional monitoring should be conducted following the Westmore Oaks sewer rehab project and the upsizing of South Pump Station to verify that these two lines are under capacity.

The detailed project area can be seen on Figure 7-7 and the hydraulic profile of this section of gravity main can be seen on Figure . For Stone Boulevard the hydraulic model indicates that the City should upsize 1,990 feet of 12-inch gravity main to 18-inch gravity main. Along Park Boulevard, 2,655 of 12-inch gravity main should be upgraded to 15-inch gravity main. Once the two lines come together, 165 feet of 12-inch gravity main should be upsized to 24-inch, and 4 feet of 15-gravity main upsized to 24-inch. One thing to note is that the GIS data in this area is not as accurate as most areas of the City, and all locations and lengths should be confirmed in the field. The recommended CIP project is included in the CIP recommendations in Chapter 10.
245
Figure 7-7
Stone and Park Blvd
Capacity Deficiency
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
Last Saved: 7/3/2024 7:44:51 PM C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-7 Capacity Deficiencies Existing Stone Blvd.mxd : Zig110671 !2!
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8-in8-in8-in

ASTER AVE

STONE BLVD

ALAMEDA BLVD
11TH ST

SOUTH RIVER RD

JEFFERSON
BLVD

PARK BLVD

INDUSTRIAL BLV
D

ALABAMA AVE
15TH ST
19TH ST

CARRIGAN CT

VIRGINIA AVE

COIT PL

BONITA CT

PARK CIR

STONE CT

ROSE CT
LAKE

WASHINGTON
BLVD

DELAWARE AVE

VERMONT AVE

RANDOLPH RD

PORT ST

LAKEWOOD DR

MANCHESTER ST

GRANDE VISTA AVE LONGCROFT ST

KINSINGTON ST
16TH ST

MEADOW RD

GEARY ST

DEERWOOD ST

FALLBROOK ST

GARDENIA AVE

REGENT ST

EUCLID ST
18TH ST

FERNWOOD ST

MARYLAND AVE

FATHOM PL

WINDWARD CIR

CENTER RD
PENNSYLVANIA AVE 17TH
ST

ACORN CT

CLARENDON ST
13TH ST

SONORA AVE

BOATMAN AVE

WESTACRE RD

ARLINGTON RD

DEL MONTE ST

TERMINAL ST

CAROLINA AVE

FRONT ST

NORFOLK AVE

BIRMINGHAM AVE

HAVERHILL ST

RIVER RD

CEBRIAN ST
Deep Water Channel
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-7 Capacity Deficiencies Existing Stone Blvd.mxd July 03, 2024 City of West Sacramento
County Boundary
Force Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station with Sufficient Capacity
XSP Pump Station with Capacity Deficiency
1,990 feet 12-inch
Gravity Main
South PS
165 feet 12-inch
Gravity Main
¯ 0 240 480Feet
1 inch = 450 feet
Capacity Deficiency
Capacity Deficiencies
All Other Pipes
Backwater/Downstream Capacity Deficiency
Conduits
2!! Within 3' of Rim
2!! > 3' from Rim
2!! NA: Force Main
2!! Overflow
Nodes
! Not Modelled 2!
2,655 feet 12-inch
Gravity Main
246
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Existing System Evaluation 7-10
Figure 7-8 Hydraulic Profile Stone Blvd/Park Blvd

7.2.4 Linden Road and Jefferson Boulevard
Linden Road runs perpendicular to the west of Jefferson Boulevard, approximately a mile south of the Deep-Water Channel. This area drains a primary residential neighborhood before flowing northeast along Jefferson Boulevard to Southport Pump Station, which pumps sewer to the LNWI.

The existing gravity main along much of Linden Road is 15-inch before becoming 18-inch diameter. When the gravity main reaches Jefferson Boulevard, it combines with other lines from the south and east and drains to a 27-inch gravity main before entering Southport PS. The 15-inch line along Linden Road also receives flow from Allan Lift Station from the south, contributing the capacity issues. In the Future, Allan LS may be routed away from Linden Road, decreasing the capacity deficiency. The gravity mains along Linden Road and Jefferson Boulevard are currently undersized to carry the PWWF. There is significant RDII contribution projected in the model due to the large size of the subcatchment. The high flows were confirmed with monitoring in the 27-inch gravity main along Jefferson Boulevard but were not confirmed along Linden Road itself where the model is predicting the largest capacity deficiency.

The detailed project area can be seen on Figure . The hydraulic profile of this section of gravity main can be seen on Figure . The hydraulic model indicates that the City should upsize 930 feet of 15-inch gravity main to 18-inch gravity main, 3,070 feet 18-inch gravity main to 24-inch gravity main and 1,025 feet 27- inch gravity main to 36-inch gravity main. This potential CIP project is included in the CIP recommendations in Chapter 10.
247
Figure 7-9
Linden Road Trunk Sewer
Capacity Deficiency
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
Last Saved: 7/4/2024 7:09:49 PM C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-9 Capacity Deficiencies Existing Linden.mxd : Zig110671 !2!
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LINDEN RD

WIGEON ST

COLUSA RD

ALLAN AVE

BENTON ST

APACHE ST

GARY CT

PEKINS CT

STONEGATE
DR

LILY PL
LASSIK
ST

LAGOON LN

PINTAIL CT

ROVEN CT

HIGGINS RD

CROWN AVE
PHEA

SANT HOLLOW DR
CANVA
SBA
C
K
W
AY
TEAL
DR

V IOLET DR
LA
KE WAS
H
INGTON
BLVD

COSTA CT

DENISE CT

BROCK CT

RENEE CT

OLIVE CT

MARECA WAY

ANGEL CT

SUMMERF EI LD
D
R

BUTLER CT
BE
TTY
W
AY

CLAUDIA CT

CLICKER CT

TERESA LN

MERGANSE RS CT

MANCHESTER ST

STARLING LN

SUSAN CT
PA
RA
DISE W
AY

INDEPENDENCE AVE

JEFFERSON BLVD

DUET DR

ASTER AVE

JANET DR

PITZER CIR

SANDPIPER LN

DIABLO ST

ARLINGTON RD
MEA
D
O
WLA
R
K
C
RI

BLACKER RD

PERKINS RD

INDUSTRIAL BLV
D
KATHY
CIR

RIVER RD

HART AVE

SOUTHPORT PKWY

THORP RD
Deep Water Channel
Legend
C:\Users\Zig110671\Black & Veatch\413-644 West Sac WWCS MP - General\03 - GIS\mxd\SSMP\Ch 7\Fig7-9 Capacity Deficiencies Existing Linden.mxd July 04, 2024 City of West Sacramento
County Boundary
Force Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station with Sufficient Capacity
XSP Pump Station with Capacity Deficiency
1,025 feet 27-inch
Gravity Main
3,070 feet 18-inch
Gravity Main
Southport PS
930 feet 15-inch
Gravity Main
¯ 0 320 640Feet
1 inch = 600 feet
Capacity Deficiency
Capacity Deficiencies
All Other Pipes
Backwater/Downstream Capacity Deficiency
Conduits
2!! Within 3' of Rim
2!! > 3' from Rim
2!! NA: Force Main
2!! Overflow
Nodes
! Not Modelled 2!
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City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Existing System Evaluation 7-12
Figure 7-10 Hydraulic Profile Linden Drive and Jefferson Blvd

7.3 Pump/Lift Station Hydraulic Evaluation
As described in Chapter 3, the City’s performance standards require that all collection system lift stations/pump stations have sufficient capacity to convey design flows with the largest pump out of service, defined as the “firm capacity” of the Pump/Lift Station. Each existing Pump/Lift Station’s firm capacity was compared to the existing PWWF design flow conveyed to that station. If the PWWF flow was greater than the Pump/Lift Station’s firm capacity, then the station was considered to have insufficient capacity. The “firm capacity” is the performance criteria used to evaluate and design pump station. The majority of the collection system lift stations/pump stations currently have sufficient firm capacity to convey existing design flows; however, the hydraulic model indicates that there are four pump stations that lack this capacity under existing conditions and two pump stations are negligibly under capacity. The pump stations that have insufficient firm capacity to convey existing PWWF flows are in Table 7-2 and also in Figure . Capacity improvements for these pump stations are proposed in Chapter 10. 249
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Existing System Evaluation 7-13
Table 7-2 Existing System Pump/Lift Station Deficiencies Pump Station
Station
Firm
Capacity
(MGD)
ADWF
(MGD)
Existing PWWF Components
Total
PWWF
(MGD)
WW Peaking
Factor
(PWWF/ADWF)
Remaining
Hydraulic
Capacity
(MGD)
Total
Dynamic
Head(ft)
BSF
(MGD)
GWI
(MGD)
RDII
(MGD)
Southport Pump Station 9.30 2.59 1.80 0.80 10.31 12.60 4.9 -3.30 18 Largo Pump Station 0.65 0.38 0.22 0.16 0.67 1.02 2.7 -0.37 30 Bryte Pump Station 4.90 1.67 1.08 0.59 14.89 16.41 9.8 -11.51 123 South Pump Station 1.10 0.30 0.30 0 3.63 3.91 12.9 -2.81 21 Bridge District Lift Station 1.75 0.08 0.08 0 0.65 0.73 8.9 1.02 37 Allan Lift Station 0.43 0.06 0.04 0.03 0.41 0.47 7.3 -0.04 23 Iron Works Lift Station 0.73 0.03 0.03 0.001 0.052 0.083 2.5 0.65 39 Parlin Ranch Pump Station 0.82 0.06 0.03 0.02 0.36 0.42 7.2 0.40 35 Bridgeway Island Pump Station 4.68 1.41 0.93 0.48 3.10 4.36 3.1 0.32 99 Northport Pump Station 5.76 1.34 0.82 0.52 4.64 5.84 4.3 -0.08 80 Jefferson Pump Station 5.62 0.56 0.40 0.16 1.94 2.47 4.4 3.15 50 Industrial Pump Station 2.20 1.12 0.81 0.31 0.04 1.15 1.0 1.05 68

7.4 Force Main Hydraulic Evaluation As described in Chapter 3, force main design criteria state that force mains must convey design PWWF at less than 8 fps. There are no force mains that fail to meet the City’s performance criteria under existing conditions. 250
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Future System Evaluation 8-1

8.0 Future System Evaluation
Chapter 8 presents the results of the hydraulic evaluation of the City’s wastewater collection system considering future development by 2035 and buildout conditions.

8.1 Future PWWF Scenarios
As summarized in Chapter 4 and using the land use projections presented in Section 2.2.2, two future flow scenarios were developed for evaluation of the collection system: 1) 2035 PWWF, and 2) buildout PWWF. In addition to the growth projected by 2035 and service area buildout (buildout) described in Section 2.2.2, this evaluation also assumes that all properties currently using Onsite Wastewater Treatment Systems (OWTS or septic systems) will convert to sanitary sewer by buildout.

This evaluation assumes that RDII rates are consistent into the future, without any I/I reduction or rehab and replacement projects (such as the recent State Streets CIPP Sewer Rehab project, which successfully lowered I/I rates in that area). Any rehab and replacement that reduces RDII likely also reduces the buildout capacity requirements and therefore, the severity of capacity deficiencies identified in this Master Plan.

8.2 Existing System Hydraulic Evaluation Under Future Flows Using the criteria described in Chapter 3, the existing collection system’s capacity is evaluated during the two future flow scenarios: 1) 2035 PWWF, and 2) buildout PWWF. The infrastructure requirements needed to extend the collection system to serve new areas are described in Section 8.3, but this section presents a hydraulic evaluation of the existing infrastructure’s ability to serve future flows once the system is extended to serve new areas.

The results of the hydraulic capacity evaluation of the existing collection system’s ability to serve existing, 2035, and buildout PWWFs are shown graphically in Figure . In addition to pipeline and pump/lift station hydraulic capacity deficiencies triggered during existing, 2035, and buildout PWWFs, Figure 8-1 also shows areas of backwater surcharging and potential overflow locations in the system under buildout flows. Details of gravity sewer, force main, and pump/lift station capacity restrictions are provided in the subsequent sections.

In order to meet the design criteria in Chapter 3 under the projected buildout PWWFs, the capacity improvements shown in Figure 8-2 will be required.

8.2.1 Gravity Sewer Hydraulic Evaluation
As described in Chapter 7 and shown in Figure , there are four gravity sewers areas that are currently experiencing capacity constraints under existing PWWFs: Stillwater Road, Bryte Pump Station Tributary Area, Linden Road, and Stone and Park Boulevard. In the buildout model, no additional gravity sewers beyond these four are expected to have capacity constraints, but the severity of capacity deficiencies increase under 2035 and buildout PWWFs:
251
Figure 8-1
Capacity Deficiencies
Existing System
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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XSL
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XSL
18-in
12-in
18-in
12-in
27-in
Stone and Park Blvd
12-in
12-in
21-in
Bryte Pumpstation
Tributary Area
Stillwater Road
Linden Road
Bryte PS
Bridge
District LS
Iron Works LS
Jefferson PS
Triangle LS
Coke LS
Northport PS
Industrial PS
Largo PS
Southport PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS
South PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

LINDEN RD

JEFFERSON BLVD

HARBOR BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE
D
R

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

However, wet weather flows should be monitored to confirm this deficiency and gather a better understanding about where the public sewer receives flow from the CHP facility. The gravity main is modeled to continue to surcharge all the way to Northport Pump Station, but is not modelled to be within three feet of the ground surface. However, due to this consistent under capacity, upsizing this entire gravity main is recommended and included in the CIP.  Bryte Pump Station Tributary Area. The gravity sewer capacity deficiencies in the 12-inch Michigan Boulevard trunk sewer and 18-inch trunk sewer that discharges to the Bryte Pump Station are driven predominately by the high RDII rates in the area measured by Monitoring Site 4. The area of high RDII rates is generally bounded by West Capitol Avenue, Harbor Boulevard, the Union Pacific Railroad, and the Sycamore Trail. This area is contains a large number of paved parking lots for warehouses, light industrial shops, and mobile home parks. Previous experience locating I/I defects through smoke testing in light industrial areas like this tends to find private area drain connections to the sanitary sewer system. SSOs are modeled to occur both along Linden Road and the 18-inch gravity main flowing along Sycamore Trail.
 Linden Road. High RDII rates drive the capacity deficiencies in the gravity main along Linden Road, which was measured by Monitoring Site 6. The gravity main along Linden Road does not meet minimum slopes for the pipe diameter, contributing to the capacity deficiency. An SSO is modeled to occur along Linden Road during PWWF.
 Stone and Park Boulevard. Significant development is expected along South River Road, adding an expected 9,770 dwelling units by buildout that compound existing capacity deficiencies for the gravity main along Stone Boulevard. The area along South River Road is an industrial area south of the Bridge District Special Plan, and the timing of the eventual redevelopment is unknown but would likely occur mostly after the Bridge District redevelopment. Upsizing the gravity main along Stone Blvd could potentially be delayed until additional development plans are in place but are grouped with Park Boulevard in this Master Plan to prepare for future development. SSOs are modeled to occur during PWWF in existing conditions along Park Boulevard and will occur along Stone Boulevard during future conditions.
 Other than in these four areas, planned new and redevelopment can occur without the need for the City to develop additional capacity in existing gravity mains.

8.2.2 Force Main Hydraulic Evaluation
As described in Chapter 3, force main design criteria state that force mains must convey design PWWF at less than 8 fps. Under buildout PWWF with all pumps are running, there are no force mains that fail to meet the City’s performance criteria under projected future conditions.

8.2.3 Pump/Lift Station Hydraulic Evaluation
As described in Chapter 3, the City’s performance standards require that all collection system pump/lift stations have sufficient capacity to convey design flows with the largest pump out of service (i.e., firm capacity). Each existing pump/lift station’s firm capacity was compared to the buildout model’s flow conveyed to that station during PWWF. If the modeled flow was greater than the pump/lift station’s firm capacity, then the station was considered to have insufficient capacity. As shown in Table 8-1, there are currently four pump stations with insufficient firm capacity to convey existing flows: Southport, Largo, Bryte, and South. Four additional pump/lift stations may have insufficient capacity under buildout PWWFs: Bridge District, Allan, Parlin, and Northport and therefore cannot support buildout conditions without improvements.
254
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Future System Evaluation 8-5
Table 8-1 Future System Pump/Lift Station Deficiencies Under Buildout PWWF Station
Name
Station
Firm
Capacity
(MGD)
Meets
Existing
PWWF
(Yes/No)
Meets
2035
PWWF
(Yes/No)
Buildout PWWF
Components Total Buildout
PWWF
Requirements
(MGD)
Buildout
Remaining
Hydraulic
Capacity
(MGD)
Buildout
Total
Dynamic
Head(ft)
BSF
(MGD)
GWI
(MGD)
RDII
(MGD)
Southport
PS

9.3 No No 2.47 1.01 14.85 17.94 -8.64 19
Largo PS 0.65 No No 0.54 0.33 2.35 3.13 -2.48 N/A
Bryte PS 4.9 No No 1.14 0.59 15.13 16.70 -11.80 124
South PS 1.1 No No 2.20 0.01 4.47 6.50 -5.40 18
Bridge
District LS

1.75 Yes Yes 0.81 0.002 1.15 1.90 -0.15 81
Allan LS1 0.43 Yes Yes 0.04 0.03 0.40 0.46 -0.03 22
Iron Works
LS

0.73 Yes Yes 0.05 0.00 0.22 0.27 0.46 72
Parlin
Ranch PS

0.82 Yes No 0.22 0.07 2.08 2.34 -1.52 35
Bridgeway
Island PS

4.68 Yes Yes 0.96 0.49 4.02 5.32 -0.64 118
Northport
PS

5.76 Yes No 1.44 0.52 5.01 6.72 -0.96 89
Jefferson
PS

5.62 Yes Yes 0.79 0.22 3.86 4.81 0.81 94
Industrial
PS

2.2 Yes Yes 0.81 0.31 0.04 1.15 1.05 77
1 It was verified under this assessment that the Allan Lift Station is indeed necessary to lift flows. It is not possible to fully reroute flows in the area tributary to the Allan Lift Station to flow by gravity and remove the Allan Lift Station.

As shown in Table 8-1, under buildout conditions, the modeled flows exceed firm capacity, but do not necessarily exceed the total capacity. The total capacity considers the capacity of the pump station if all pumps are running simultaneously. Operating the pump stations without redundancy is not a recommended practice, as there is a risk of pump failure which could interrupt system operations.

However, it was useful to understand the modeled flows compared to the total capacity, because it aligns with City experience that during storm events, it is often necessary for all pumps at the pump station to be turned on to convey wet weather flows. Allan Lift Station, Bridge District Lift Station, and Northport Pump Station all are capacity deficient when compared to firm capacity but have enough total capacity during PWWF.

Bryte Pump Station. Bryte was modeled to have the largest capacity shortage during PWWF with a shortage of 11.8 MGD under current PWWFs. As described above in Section 8.2.1, a portion of the Bryte tributary area was found to have very high RDII.

Southport Pump Station. Southport shows a capacity deficiency of 8.6 MGD under buildout PWWFs and a deficiency of 3.3 MGD under Existing PWWFs. This increase of 5.2 MGD is due to the new development expected to occur near Southport Pump Station along with some septic conversions. 255
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Future System Evaluation 8-6
Largo Pump Station. The capacity shortage at Largo is modelled to increase from 0.4 MGD to 2.5 MGD due to the future Yarbrough development. Pump station data indicate there are high levels of GWI and RDII in this area.

South Pump Station. The capacity shortage of South Pump Station is 5.4 MGD under buildout PWWFs, an increase from 2.8 MGD from existing PWWFs.

Allan Lift Station. The Allan LS tributary area is very small and is expecting only five new dwelling units by buildout, which puts the PWWF 7% over firm capacity but well-within total capacity. Allan Lift Station should be able to support this additional expected growth. Pump draw-down testing should be conducted to confirm this lift stations firm capacity.

Bridge District Lift Station. The Bridge District LS is not expected to be firm capacity deficient until 87% of the future projected development in the catchment is developed, or approximately 3,700 of the projected 4,200 dwelling units and other land uses are developed. Full buildout of the Bridge District Lift Station may be possible if there is rehab or replacement of the existing lines. Additional monitoring and modelling should be conducted as development progresses.

Parlin Ranch Pump Station. Parlin Ranch PS is currently almost at firm capacity. Of the approximately 1,000 dwelling units projected to be built within the catchment as part of the Liberty Development, the pump station will accommodate the construction of 200 additional units before firm capacity is reached.

These calculations assumed that RDII rates for the newly developments are the same as the portions of the development previously developed, which may not be the case. Also, monitoring has not been conducted in upstream of Parlin Ranch PS so flow and monitoring should be conducted before any pump station upgrades are made or development triggers are established.

8.2.3.1 Iron Works Lift Station
In the 2017 Master Plan, Iron Works Lift Station was identified as having a capacity deficiency because the West Gateway Place Phase I development along Delta Lane had connected to the 8-inch private gravity main serving the Iron Works development. The flow to Iron Works Lift Station will be increased if the other two developments currently approved along Delta Lane (Grand Street Apartments and West Gateway Place Phase II) also connect to Iron Works Lift Station, although it is unknown where the sewer is planned to be routed. However, the GIS data shows an 8-inch gravity main along Delta Lane flowing north across Tower Bridge Gateway and to Jefferson Pump Station. It should be verified if the 2017 Master Plan is correct, and where the two new developments will be connected to. According to the current hydraulic model, if all of the developments along Delta Lane are connected to Iron Works Lift Station, then the 8-inch line will have enough capacity during PWWF. If these developments flow to Iron Works Lift Station, it is recommended that monitoring occur during PWWF to ensure capacity.

The 2017 Master Plan also discussed that the Iron Works Lift Station and the gravity mains that are tributary to it were designed to be privately owned, serving only the Iron Works development. The connection of the West Gateway Place development to the Iron Works tributary collection system has several implications for the City’s collection system. The first is that with the addition of these flows, the gravity main in Chromium Lane and the Iron Works Lift Station itself are no longer private infrastructure.

The City will need to look in to obtaining ownership of these assets and into obtaining easement rights for maintenance access if flows from Delta Lane continue to flow into the Iron Works tributary collection system.
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It is recommended that the City ensure that the West Gateway Place developments connect their sewer to the 8-inch gravity main that flows to the Jefferson Pump Station across Tower Bridge Gateway. These gravity mains and the Jefferson Pump Station to which they are tributary have sufficient capacity to handle these flows. Alternatively, they could connect to the gravity main along 5th Street that flows to the Bridge District Lift Station, although this lift station will be capacity deficient by buildout.

8.3 Future System Configuration
To develop the hydraulic model of the future system, the existing system model network was expanded into the areas of new development and septic system areas that may convert to sanitary sewer. New sewer system components were designed to meet the requirements of buildout conditions. The hydraulic models for 2035 and buildout utilized identical subcatchments, nodes, and conduits, with the primary difference being the expanded areas of development. Based on the development described in Chapter 2, proposed and planned gravity mains were categorized as either supporting new development or supporting the potential conversion from septic to sewer as shown in Figure 8-3.

Three developments have sewer infrastructure that is expected to be constructed in the next several years including River Park, Liberty, and River Oaks. This does not include the many other developments that are installing sewer infrastructure to connect to the City’s gravity mains.

The development timeline for master-planned communities like Yarbrough, River Park, and Liberty is dependent on future residential demand, which remains unpredictable. By 2035, these areas are anticipated to undergo partial development, necessitating some sewer infrastructure installation between now and then.

8.3.1 Septic to Sewer Conversions
As noted, the future system capacity evaluation accounts for septic conversions. There are currently an estimated 488 residential properties with septic systems, all south of the Deep-Water Channel. If all of these parcels convert to sewer, it would contribute an additional 0.067 MGD of BWF (1.6% of current City total), along with the associated GWI, and RDII during wet weather. Since most of the septic conversions would flow to new infrastructure, they would not add flow to the existing infrastructure already capacity deficient. However, around 140, or a third of the septic systems would flow to Southport Pump Station if converted to sewer, which is included in the model. Another 38 flow to Parlin Ranch Pump Station, which will be capacity deficient soon since it is undergoing active development. For these 38 properties to connect to sewer, a connection at Redwood Avenue would have to be made to a gravity main in the Liberty development.
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Figure 8-3
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Septic systems that serve parcels isolated from sanitary wastewater collection systems are an ongoing concern in Yolo County as the impact of these systems on water quality comes under increasing scrutiny.

The Yolo County Onsite Wastewater Treatment System Ordinance (Ordinance) and accompanying Manual, both implemented in July 2016, updated technical and permit requirements for installation and operation of septic systems. However, neither document has significantly altered when or where septic systems will be permitted within the City. Furthermore, the City does not mandate nor plans to require the transition from septic to sewer system service. The City currently permits the construction of new or replacement septic systems based on land use and access to the public sewer. Therefore, it is expected that shift from septic to sewer will occur gradually, with some septic systems persisting beyond the buildout timeline.

This analysis identifies potential routes for sewer infrastructure to serve properties currently utilizing septic systems. Infill development over time will bring sewer to some of these neighborhoods, while in other areas of the City, developers are not expected to develop new sewer infrastructure, and the City would be required to construct the sewer network to facilitate conversion. This differentiation is examined further in the discussion of the Capital Improvement Program in Chapter 10.

8.3.2 Davis Pump Station and Force Main
In order to serve both new development and septic conversions, a new 760 gpm pump station was required on Davis Road, one block east of Jefferson Boulevard. This modification from the 2003 Southport Sewer Master Plan was made because the previously planned 18-in gravity main along Jefferson Boulevard flowing to Largo Pump Station would not have enough flow to support self-cleaning at the low slope (0.0012 ft/ft) required to build the gravity main and reach every neighborhood that it was intentioned to reach. Since there would only be around 300 dwelling units at buildout in the catchment flowing to a potential gravity main along Jefferson Boulevard, the gravity main would need to have an 8-in or 10-in diameter, requiring steeper slopes and leaving much of the rural core out of reach of the sewer system. The alternative proposed in this Master Plan is to construct a pump station along Davis Road at French Avenue (or alternatively at Gregory Avenue) to support future development in this area and septic conversion of the rural core area. Constructing the pump station on Jefferson Boulevard itself is not recommended since the road is owned by Caltrans and construction may be more challenging. This new pump station would then flow to the LNWI Connection #1 east along Davis Road via a 6-in force main.

Since this connection is within the Liberty Development, an easement would need to be obtained.

The new Davis Pump Station and nearby gravity mains, and the associated force main are categorized as supporting new development because of the commercial developments expected along Jefferson Boulevard near Davis Road. There are also new residential developments expected in the area which would then be able to connect to the sewer.

8.3.3 Largo Pump Station
The buildout sewer system projection is illustrated in Figure 8-3, showing the Largo Pump Station's direct routing to the LNWI in its final arrangement. This will be required for Phase 1 of the Yarbrough plan which constitutes the northeast quadrant, an area that does not drain to Largo Pump Station. The Zanjero land use projections memorandum indicated that areas of Phase 4 (the southwest quadrant) of the Yarbrough Plan may start to develop by 2035, requiring the construction of the Yarbrough Lift Station. However, the lift station is not necessary for Phases 1-3, and if the phases are followed in sequential order, the lift station would likely not be constructed until after 2035. 259
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8.3.4 Parlin Ranch Pump Station
Projected to begin after 2035, Phase 2 of the Liberty Plan would necessitate rerouting the Parlin Ranch Pump Station south to a more direct connection to the LNWI. However, if the Liberty development progresses faster than in the Zanjero land use projection memorandum, this rerouting may be required before 2035.

8.3.5 Southport Drainage Areas and System Configuration The existing sewer infrastructure north of the Deep-Water Channel is not anticipated to undergo significant modification. However, significant new development is expected south of the Deep-Water Channel, particularly in the master planned communities, requiring a significant expansion of the sewer network. Most of this sewer infrastructure will be constructed by developers of these communities.

Additional expansion of the existing sewer network will be required for septic conversion, which will mostly be constructed by the City. The current interim configuration of Largo Pump Station and Parlin Ranch Pump Station will be transitioned to a planned final configuration as those master planned communities enter phases of construction that require those final configurations.

To evaluate future sewer configurations, the area south of the Deep-Water Channel was divided into 21 areas. These areas are similar to the 12 areas identified in the 2003 Southport Sanitary Sewer Master Plan and the 17 areas of the 2017 Master Plan, but have been adjusted or split where necessary because of subsequent development. The 21 areas south of the Deep-Water Channel can be seen on Figure 8-4 through Figure 8-7. The future and potential future collection system configurations are described below by area.

8.3.5.1 Area 1: Burrows Avenue LNWI Connection Basin
Area 1 from the 2017 Master Plan (and originally from 2003 Southport Master Plan) has been divided and updated to reflect current development plans in the Yarbrough Master Plan Area. Area 1 is found in the southwest portion of the City. The topography is generally low and flat, which necessitated the construction of the Largo Pump Station. The Largo Pump Station currently pumps north all the way to Southport Pump Station before being pumped to the common manifold near. This interim configuration is to be replaced by a more direct connection to the LNWI at Burrows Avenue. A force main from Largo Pump Station will be constructed that heads southeast along Southport Parkway for 2,610 feet. After crossing the main drain, an additional 5,140 feet of 24” gravity main will route wastewater south to Burrows Avenue and then east to LNWI Connection #3 at Burrows Avenue. This future configuration is shown on Figure 8-4.

8.3.5.2 Area 1a: Bridgeway Lakes
The Bridgeway Lakes area is largely built out, with a small amount of rural residential infill expected and a single-family development expected in the southeast corner along Bevan Road. A gravity main could be built along Otis Avenue to support additional development and conversion from septic to sewer.

8.3.5.3 Area 1b: Yarbrough Largo Pump Station Basin
The Yarbrough area that drains to Largo Pump Stations will be the first area as part of the Yarbrough development to be constructed. The remainder of the Yarbrough area will not be able to develop until the 24” sewer line is constructed to route Largo Pump Station directly to the LNWI. Projections are for some mixed-use development to occur along Southport Parkway in the next few years, with most of the remaining area being developed by 2035.
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The buildout sewer system projection is illustrated in Figure 8-4, showing the Largo Pump Station's direct routing to the LNWI in its final arrangement. This will be required for Phase 1 of the Yarbrough plan which constitutes the northeast quadrant, an area that does not drain to Largo Pump Station. The Zanjero land use projections memorandum indicated that areas of Phase 4 (the southwest quadrant) of the Yarbrough Plan may start to develop by 2035, requiring the construction of the Yarbrough Lift Station. However, the lift station is not necessary for Phases 1-3, and if the phases are followed in sequential order, the lift station would likely not be constructed until after 2035.

Future gravity and force mains show in Figure 8-4 have been digitized from the Yarbrough Sewer Master Plan, dated April 4, 2022, although the “last leg" segments from the master plan have not been digitized.

Pipes that were below the City’s minimum slope requirements were modified to the minimum slope to ensure all pipes flow at a minimum of 2 fps when 50% full. These gravity mains are not included in the City’s CIP because they are assumed to be the responsibility of the Yarbrough Development. However, the trunk lines were modeled, and for buildout the future gravity main as shown in the Yarbrough Sewer Master Plan is under capacity before reaching Southport Parkway. This gravity main should be upsized to a 10-in line for the final 520 feet from the point where the other future line comes in from the east.

8.3.5.4 Area 1c: Yarbrough Lift Station Basin
Area 1c is found in the far southwestern corner of the City. This area is composed of the southwest portion of the Yarbrough Development that is not tributary to the Largo Pump Station, as well as the existing residential area along Fisher Avenue. This portion of the Yarbrough development will be served by a new lift station constructed just north of Fisher Avenue and 800 feet east of Armfield Avenue. This area may start developing by 2035, but is mostly expected to develop after 2035 and first requires the construction of the lift station and sewer line connection to the LNWI. Area 1c will be served entirely by 8” gravity mains. Gravity mains within the Yarbrough development are not included in the City’s CIP and would be the responsibility of the developer. Gravity mains constructed along Fisher Avenue would need to be routed to the lift station and would be the City’s responsibility. The Yarbrough Sewer Master Plan has a gravity main on the western half of Fisher Avenue, but the City would need to construct a sewer main to serve the remaining six properties on the east half of the street. See also Section 8.3.6 for alternative alignments that involve this area.

8.3.5.5 Area 1d: Yarbrough East
Area 1d is the portion of the Yarbrough development that will be served entirely by gravity mains that flow to the LNWI. This area is downstream of Largo Pump Station and the future Yarbrough Lift Station. This area may develop entirely after 2035 and will be composed of low and medium density residential along with significant park area.

As previously mentioned, gravity mains from the Yarbrough Sewer Master Plan were analyzed and increased to minimum slope if the gravity mains were below minimum slope. For the analysis, the slope in the 24” gravity main that connects to the LNWI was increased from 0.0007 to 0.0008 ft/ft. Eight-inch gravity mains were adjusted to have a minimum slope of 0.0035 ft/ft, and all 12-inch gravity mains already met the minimum slope of 0.0020 ft/ft. This adjustment resulted in three areas of concern where tops of gravity mains may not meet the minimum of four feet below ground surface elevations at the beginning of the line. The first is the planned residential area to the west of Goodell Avenue. This area can also potentially be routed south to the lift station or west across Jefferson Boulevard to a gravity main that connects to the lift station. The second area is in the northerly portion of area 1d north of the future 24” gravity main and just east of the main drain. These gravity mains can potentially be routed more directly to the 24” gravity main to resolve this issue. The third area of concern is the future development parallel to Fisher Avenue on the far south side of the Yarbrough development. For each of these areas of 262
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concern an alternative would be to raise the street surface until the 4’ of clearance is met. Area 1d is not included in the City’s CIP and is entirely the responsibility of the Yarbrough developer. See Section 8.3.6 for an alternatives analysis.

8.3.5.6 Area 1e: Southeast City
Area 1e is found in the far southeastern corner of the City. There is no future expected development in this area. There are currently an estimated ten properties on septic systems, with three along Burrows Road west of the LNWI and adjacent to the future 24” gravity main from the Yarbrough development. To convert the remaining seven septic systems to sewer would require the City to construct a gravity main from along South River Road to Burrows Road and to then to the LNWI Connection #3.

8.3.5.7 Area 2a: River Park
Area 2a is composed mostly of the River Park Master Plan area in the southeastern corner of the City, east of where Bevan Road intersects the LNWI. The River Park Development preliminary utility plan indicates that the development will be served by gravity mains that will convey flow to the existing LNWI Connection #2 at Village Parkway. The River Park Master Plan area is expected to contain 2,700 dwelling units, neighborhood commercial, and park areas. The current projection is for about one third of the dwelling units to be built by 2035 with the remaining constructed by buildout. The layout of gravity mains is not available for this area, but Figure 8-5 shows a potential layout. These gravity mains are not included in the City’s CIP because they are assumed to be the responsibility of the developer.

8.3.5.8 Area 2b: Southeast Village
Area 2b is a rural area to the west of the LNWI and Antioch Avenue that currently contains an estimated 42 properties on septic systems. There is no expected development in this area such that the developers would build a sewer connection. If the City were to provide sewer service to these properties, the best route would be to connect to the LNWI Connection #2 at Village Parkway. Sewer service could be provided to the properties along Gregory Avenue, Antioch Avenue, Bevan Road, and Partridge Avenue. The layout of these potential gravity mains is shown on Figure 8-5 and included in the City’s CIP as a lower priority.

8.3.5.9 Area 3: Allan Lift Station Basin of Northwest Village The southeast corner of the Northwest Village Neighborhood is hydraulically isolated and served by the Allan Lift Station, which pumps flow to the northeast along Allan Avenue to a gravity main in Linden Road.

The 2003 Southport Sanitary Sewer Master Plan recommended that the Allan Lift Station be removed from service, and flow from this area be conveyed by gravity to the planned gravity main recommended in Jefferson Boulevard. As already discussed, a future 18” gravity main along Jefferson Boulevard is not recommended because it would not be self-cleaning. Although the Marshall Road gravity main can be rerouted to a future gravity main at Jefferson Boulevard, the residential area along Allan Avenue is very low elevation with manholes rim elevations in the 5-8’ range, and will continue to need to be served by the Allan Lift Station. There does not appear to be any way to reroute Allan Avenue to avoid the use of a lift station. While there are a small number of parcels that remain undeveloped in this area, the collection system infrastructure is adequately sized for future flows in this area. 263
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The current Marshall Road gravity main is an 8” diameter gravity main that is plugged at the intersection of Jefferson Boulevard with Marshall Road, and has an invert elevation of -6.99’. A future gravity main in Jefferson Boulevard could potentially connect to Marshall Road, but would require the gravity main arriving at the proposed Davis Pump Station to have an invert elevation of around -14-ft, whereas the other connections to this lift station require an invert elevation of around -12-ft. If Marshall Road is to be connected, the pump station must be built at this lower elevation. Another consideration is that Linden Road is over capacity during PWWF, and so Allan Lift Station could be diverted to flow west to Rivermont Street and then to the new pump station at Davis Road. This would allow the City to eliminate the force main from Allan Lift Station, since the new configuration could flow by gravity all the way to the new pump station. This configuration is recommended, although not modeled for this master plan. The layout of this area is provided in Figure .

8.3.5.10 Area 4a: Parlin Ranch Pump Station Basin
Area 4 as identified by the 2003 Southport Sanitary Sewer Master Plan has had boundaries adjusted and has been split into three areas based upon the development plan that has been established for the Liberty Development, and the addition of the new Davis Pump Station that will also flow to the LNWI Connection #1. Area 4a is the northern portion of the Liberty Development that can be made tributary to the Parlin Ranch Pump Station, as well as the current Parlin Ranch development that is already tributary to the Parlin Ranch Pump Station. Phase 1 of the Liberty development is entirely within Area 4a, whereas Phases 2 and 3 are in Area 4b.

Parlin Ranch Pump Station is currently operating in an interim condition, with its force main going north and discharging to a gravity main in Linden Road before going to Southport Pump Station. The lift station is serving the western portion of Area 4a under the current interim condition. Also, as an interim facility the Parlin Ranch Pump Station is currently configured with two pumps. In the recommended final configuration, the Parlin Ranch Pump Station will serve all of Area 4a using the gravity main alignments identified in the Liberty Development preliminary utility study. The existing force main will be abandoned, and a new force main will be routed south through the Liberty Development to a gravity main in the southern portion of the Liberty Development (Area 4b). Flow will be conveyed from here to LNWI Connection #1 that is within the Liberty Development 700 feet north of Davis Road. Rerouting Parlin Ranch Pump Station is required for Phase 2 and 3 of the development (see Figure 8-7).

Area 4a has also been expanded to include a connection to Redwood Avenue and Tamarack Road that are currently on septic systems. There are 38 properties on septic systems that could be routed to the Parlin Ranch Pump Station. This layout can be seen on Figure 8-3.

In addition to the force main reconfiguration, the Parlin Ranch Pump Station should be updated to a permanent condition with three pumps to provide operational redundancy and reliability. The gravity mains in the Liberty Development, as well as the Parlin Ranch Pump Station reconfiguration, are assumed to be the responsibility of the developer and are not included in the City’s CIP. The 2,000 feet of gravity main to provide sewer to the 38 properties on Redwood Avenue and Tamarack Road are included in the City’s CIP.
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City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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LINDEN RD

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STONEGATE DR

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City of West Sacramento
County Boundary
Force Main
Lower Northwest Interceptor
XSP Pump/Lift Station with Sufficient Capacity
Sewer Extensions
Gravity Main
New Development Land Use
Industrial
Mixed-Use
Commercial
Residential
Public/Quasi-Public
Recreation and Parks
Rural Residential
Liberty Specific Plan Liberty Specific Plan
Abandon Force Main
LNWI
Connection
#1
12-in FM
Seaway
6-in FM
Force Main to Support New Development
XSP Pump/Lift Station Upsize
Gravity Main to Support Septic Conversion
Gravity Main to Support New Development
XSP New Pump/Lift Station
Note: All sewer extensions are 8-inches in
diameter unless otherwise labeled.
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8.3.5.11 Area 4b: Southern Liberty and Southeast Village Area 4b is south of Area 4a and includes Phase 2 and 3 of the Liberty Development along with surrounding properties currently on septic systems. The area receives flow from the Parlin Ranch Pump Station via a 6” force main. The force main flows into a 15” gravity main, which then becomes 18” and 24” before discharging into LNWI Connection #1. This master plan extends area 4b to include the 24 residential properties along Davis Road that currently utilize septic systems. There are two projected new dwelling units in this area outside the Liberty development that will be built by buildout. The gravity mains that serve the Liberty Development are assumed to be the responsibility of the developer are not included in the City’s CIP. If the City eventually provides sewer service to Davis Road this gravity main can flow north into the Liberty development before discharging into LNWI Connection #1. The planned and potential gravity mains in Area 4b are shown on Figure 8-7.

8.3.5.12 Area 4c: Rural Core
The Rural Core Neighborhood is predicted to have relatively low growth when compared to the rest of the City. Some residential infill is expected to occur by 2035 and buildout, with 91 residential dwelling units expected by buildout and 14 acres of commercial development. The commercial development is expected to occur only along Jefferson Boulevard and necessitate the construction of a sewer main and new pump station at Davis Road. This area contains an estimated 204 properties utilizing septic systems.

Once the pump station is constructed, the City may construct additional sewer lines throughout this catchment to allow these properties currently on septic systems to convert to sewer. Until these lines are built, all existing properties, and the 91 expected new residential properties will use septic systems. The potential gravity mains that would be required to serve the Rural Core area are shown on Figure 8-5.

8.3.5.13 Area 5: Central Core
Area 5 is located along Jefferson Boulevard and encompasses a portion of the Northeast Village, a portion of the Northwest Village, and a portion of the Rural Core neighborhoods. River City High School is within Area 5 The portion of the Northeast Village included in Area 5 encompasses the River City High School along with an estimated 70 properties utilizing septic systems, mostly along Allan Avenue and Hart Avenue. Around 20 additional single-family residences are expected to be built in this area, likely within the next several years and concentrated along Myers Ranch Lane and Parella Court. The new development along Parella Court will likely connect to sewer but the gravity mains are not available in the GIS data, although likely will flow along Perkins Road to the gravity main at Jefferson Boulevard.

The existing gravity main in Jefferson Boulevard has sufficient capacity to serve the area. If the City eventually provides sewer service to the parcels on septic systems, it is assumed that it will provide service to all proximate parcels. The gravity mains that would be required to serve these parcels can be on Figure 8-6.

8.3.5.14 Area 6: East Linden Road
Area 6 can be found along Linden Road north of the Liberty Development and Parlin Ranch and south of Lake Washington Boulevard. There is no additional development projected for this area between existing conditions and buildout, and the existing collection system infrastructure is sufficient for future flows. In the southeastern section of Area 6, south of Linden Road, there an existing neighborhood along Redwood Avenue, Alder Way, and Bastone Court that does not have sewer service, and the City may eventually provide sewer service to these parcels. In such a case, the neighborhood generally flows toward Linden Road. As shown Figure 8-7, the gravity main in Linden Road can be extended to the east to accommodate these parcels. The parcels along Tamarack Road are best served by flowing to the Parlin Ranch Pump Station. The undeveloped areas adjacent to the intersection of Linden Road and Village Parkway could 268
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also be served by a future gravity main along Linden Avenue, although Figure 8-6 currently shows them currently served by future lines flowing north toward Lake Washington Boulevard.

8.3.5.15 Area 7: Southport Business Park and Bridgeway Island Area 7 can be found in the northwest corner of the Southport along the Deep-Water Channel. This area contains all of the Southport Business Park and Bridgeway Island neighborhood. The Business Park is composed of mostly light industrial land uses, primarily warehousing, with only a few properties remaining to be developed. The area drains entirely to Bridgeway Island Pump Station, which is then pumped via a pair of force mains to the common forcemain manifold. The pump station has sufficient capacity for all future flows. The northern portion of Ramco Road used to drain east to Linden Road, but has been recently redirected to flow to Bridgeway Island Pump Station. It is recommended to perform additional wet weather monitoring in this area since Monitoring Site 5 saw significant surcharging. The surcharging along with pump station influence did not allow for a proper calibration of wet weather flows.

8.3.5.16 Area 8: Linden Road in Northwest Village
Area 8 can be found along Linden Road west of Jefferson Boulevard in the north central portion of the Southport area. The area is nearly fully developed as mostly residential land uses, with an additional 17 dwelling units expected to be built by buildout. The gravity main along Linden Road is currently under capacity during PWWF. The area receives flow from a force main coming from Allan Lift Station. It is recommended to route flow from Allan Lift Station to Area 4c if a new pump station is built. See Chapter 10 for a description of the CIP project for Linden Road.

8.3.5.17 Area 9: Western Seaway
Area 9 is found directly south of the Deep-Water Channel and encompasses the Seaway International Trade Center west of Lake Washington. The Seaway area is zoned industrial north of Southport Parkway and business park south of Southport Parkway. There is currently no existing development or sewer infrastructure in Area 9, but the area is expected to fully develop by 2035. An 18-inch gravity main is currently planned to be built along Southport Parkway from Lake Washington Road that will serve the east half of the Seaway area. This master plan extends that gravity main with a potential 15-inch gravity main area that can serve all of Area 9 and be deep enough to likely not require a lift station. The proposed gravity mains are shown on Figure 8-6. They are not included in the City’s CIP because they would be the responsibility of the developer.

8.3.5.18 Area 10: Eastern Seaway
Area 10 is found directly south of the Deep-Water Channel and includes the eastern portion of the Seaway International Trade Center. The four parcels north of Southport Parkway are expected to develop soon, and utilities are currently being planned. The entire area is expected to develop by 2035 into industrial and business park land uses. Most of the area has elevations ranging from 10-12 feet, and the gravity main currently being planned is of a low enough elevation to serve the area without the need for a lift station.

The planned and proposed gravity mains are shown on Figure 8-6. They are not included in the City’s CIP because these gravity mains would be the responsibility of a developer.

8.3.5.19 Area 11a: Stone Lock Neighborhood
Area 11 from the 2003 Southport Sanitary Sewer Master Plan has been broken up to account for development that has taken place since that time. Area 11a encompasses the Stone Lock neighborhood, which is projected to see substantial mixed-use development by 2035, including potential development by the Port of West Sacramento. By 2035 there is a project 1,000 dwelling units that will be constructed, with 269
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another 1,000 by buildout. The required gravity mains for this development in Village Parkway and Stonegate Drive are shown on Figure 8-7.

8.3.5.20 Area 11b: Newport Estates
Area 11b encompasses the area north of Lake Washington Boulevard and along Village Parkway. With the recent development on the east side of Village Parkway, this area is now fully built out. The area is served by an 18-inch gravity main that flows to Southport Pump Station. The current infrastructure provides sufficient capacity.

8.3.5.21 Area 11c: Remaining Newport Estates
Area 11c includes the mostly undeveloped aera south of Lake Washington Boulevard and along the east end of Linden Road. The River Oaks subdivision is currently planned along Lake Washington Boulevard that will build 115 single family houses in the near term. Another 74 single family houses are projected in the area by 2035, although 28 of these dwelling units are currently projected to be on parcels that currently contain single family houses, so there is a lower likelihood these parcels will redevelop. The area currently contains an estimated 12 septic systems that serve houses along Linden Road and Asante Lane. The City could elect to extend the sewer south along Village Parkway, or east from Linden Road to allow these properties to convert to sewer. The gravity mains that serve the new developments would be the responsibility of the developer.

For the River Oaks subdivision, there is currently a Preliminary Sewer and Water Exhibit, dated November 2018. The City must ensure that these plans allow for future development and septic conversion goals.

There are currently some discrepancies between the sewer exhibit and the City’s GIS data. For the manhole at Linden Road and Village Parkway, the City’s GIS data has an invert elevation of -4.56, and the record drawing has an invert elevation of -3.91. The rim elevation is 15.17 in the GIS data, and 13.6 in the record drawing, so the gravity main is relatively deep in this area, with plenty of depth to extend the sewer south along Village Parkway and along Linden Road. However, the River Oaks sewer exhibit shows the construction of a 10-inch gravity main along Village Parkway that does not maintain this depth and would not be deep enough to support development and potential septic conversions further south. The City should ensure that Seecon Homes Inc (the River Oaks developer) maintain a sewer depth to accomplish these goals. The proposed gravity mains in this area can be seen in Figure 8-7.

8.3.5.22 Area 12: Northern Jefferson Boulevard
Area 12 is along Jefferson Boulevard just south of the Deep-Water Channel. There are currently 322 dwelling units being constructed along Jefferson Boulevard, along with another planned development likely to add 178 units as part of an assisted care facility. The remaining three undeveloped parcels are zoned Neighborhood Mixed Use and are expected to add a further 910 dwelling units by 2035. The northerly parcel that is along the Deep-Water Channel would require the sewer to be extended to the north along Jefferson Boulevard. There is currently a 12-inch gravity main that serves Area 12 and goes to Southport Pump Station. The existing gravity mains have enough capacity to contain the increased sewer flows from the new developments without the need for upsizing. See Figure 8-7 for the proposed gravity main along Jefferson Boulevard.

8.3.6 Yarbrough Alternatives Analysis
As described in Section 8.1.5, there are three locations where gravity mains are within four feet of the surface if the gravity mains are adjusted to the minimum slope. The criteria used for this analysis is the elevation at the top of the gravity main, and not the invert elevation. Only some of the rim elevations are provided in the Yarbrough Sewer Master Plan, so most planned rim elevations were estimated based on 270
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existing surface elevations and nearby rim elevations that were provided. Figure 8-8 shows these three areas and alternative alignments, shown offset from the planned alignment so both can be viewed simultaneously. Rim elevations in the upper map were set to 8, adjacent to Goodell Avenue were set to 6, and adjacent to Fisher Avenue were set to 7.

It would ultimately be the responsibility of the Yarbrough developer to select the final solutions to these gravity mains that are too shallow, but the City must ensure that minimum slopes and elevation depths are met. The alternatives shown in Figure 8-8 are potential alignments to maintain the four foot depth requirement, but other alternatives exist. Note that both alternatives on the lower map route the new gravity mains to the future Yarbrough Lift Station. However, the gravity mains serve properties in Phase 3 of the development, whereas the lift station is only expected to serve Phase 4 properties, so these alternatives would require the construction of the lift station for Phase 3 or the boundaries of each phase would need to be adjusted. For the properties near Fisher Avenue, another alternative would be to construct the gravity main in Fisher Avenue, which would allow the properties along the east half of Fisher Avenue to be able to convert from septic to sewer.
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Figure 8-8
Yarbrough Gravity
Main Alternatives
City of West Sacramento
2023 Sanitary Sewer Master Plan Update
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JEFFERSON BLVD

BURROWS AVE

FISHER AVE

ARMFIELD AVE

GOODELL AVE
8-in 8-in
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1 inch = 400 feet
City of West Sacramento
County Boundary
Force Main
Gravity Main
Lower Northwest Interceptor
XSL Lift Station
XSP Pump Station
XSL
Future Gravity Mains
Yarbrough Master Plan Area
Future
Yarbrough
Lift Station
Yarbrough Alternative Alignment (Drawn offset)
Planned Yarbrough Gravity Main < 4' From Surface
Planned Yarbrough Gravity Main > 4' From Surface
Potential City Constructed Gravity Main
FM to GM
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LIVERPOOL ST

DOVER ST

TURLOCK ST

GREGORY AVE

SOUTHAMPTON ST

PROSSER ST

PLYMOUTH RD

JEFFERSON BLVD

SOUTHPORT PKWY

BEVAN RD
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BLACK & VEATCH | Asset Management Plan 9-1

9.0 Asset Management Plan
Previous chapters in the Master Plan have focused on the hydraulic capacity of the collection system, and the ability of the collection system to convey design flows under existing and projected future conditions.

Chapter 9 describes recommendations for managing and improving the condition of the collection system over time, with a goal of implementing proactive risk management to minimize the potential for sudden structural failures or SSOs.

The following meetings, workshops, and primary data sources were considered when developing this asset management plan:
• Data Sources
• CCTV data provided by the City in October 2022 and in May 2024 • ESRI geodatabase for all City-owned and maintained sewer system assets • Hydraulic model outputs
• Photocopies of hand-marked cleaning and inspection work progress maps • Meetings and Workshops
• December 8, 2022 GIS Data Discussion, with City of West Sacramento and Websoft staff • Operations and Maintenance (O&M) staff feedback gathered at a Flow Monitoring, Design Criteria, Interim Facilities, and Data Review workshop on December 20, 2022 • O&M staff feedback about wastewater lift and pump stations gathered at a progress update workshop on March 10, 2023
• O&M staff feedback about wastewater lift and pump stations gathered at a Planning Scenarios workshop on April 13, 2023
• Gravity sewer maintenance and hot spots discussion on December 11, 2023 • O&M and Engineering staff feedback about gravity system rehabilitation and replacement priorities gathered at a System Evaluation workshop on April 13, 2023 • Operator input during lift/pump station condition assessment site visits in March 2024 • O&M and Engineering staff feedback about maintenance and rehabilitation priorities gathered at the Asset Management workshop on May 17, 2024

9.1 Introduction to Risk Management
Proactive risk management uses information about an asset’s likelihood of failure (LOF) and consequence of failure (COF) to inform a maintenance or replacement approach. The likelihood of failure (LOF) assesses the probability that a failure will occur. The consequence of failure (COF) considers the impact a failure may have on system functionality, public health, the environment, and the community. A risk assessment model combines the likelihood of failure ratings with the consequence of failure ratings to develop a comprehensive risk rating for each asset. Figure 9-1 shows recommended strategies which apply to assets within various risk quadrants. When an asset has both a high COF and LOF, it should be prioritized for capital improvement. An asset with a low COF and low LOF can be approached more reactively, with repairs or replacement efforts completed only as needed. System monitoring, through either field inspections for pumping facilities and manholes, or CCTV inspections for gravity mains, can help the City to better evaluate an asset’s LOF, and therefore apply the appropriate management strategy to that asset.
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Figure 9-1 Proactive Risk Management

9.2 Condition Assessment
This section discuses condition assessment strategies and techniques used by the City.

9.2.1 Lift/Pump Stations
This section describes the scope, methodology, and findings of select condition assessments performed.

9.2.1.1 Scope
To support the City in developing a current understanding of the condition of its wastewater pump station facilities, Black & Veatch conducted a condition assessment of the six wastewater pumping facilities listed in Table 9-1. Pump stations were prioritized for inspection based on feedback from O&M staff.

Asset information and record drawings for each facility were collected, compiled, and reviewed ahead of the inspections. Largo Pump Station was the only pump station that was identified as an operational priority that was not inspected because the City had already conducted a more detailed hydraulic evaluation (including drawdown testing) within the last 5 years.

Table 9-1 Pumping Facilities Assessed in March 2024
Pumping
Facilities
Year
Constructed No. of Pumps
Existing
Capacity Generator Onsite Assets
Allan Lift Station 1990, remodeled
2008
2 (15 HP) 600 gpm Portable hookup -
Bryte Pump
Station
1984, remodeled
2008
3 (200 HP) 5,100 gpm Onsite Bypass piping
Industrial Pump
Station
1974, remodeled
2008
3 (50 HP) 2,289 gpm Portable hookup Surge tank
Odor Scrubber
Jefferson Pump
Station
1988, remodeled
2008
3 (100 HP) 5,850 gpm Onsite Surge tank
Odor Scrubber
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Pumping
Facilities
Year
Constructed No. of Pumps
Existing
Capacity Generator Onsite Assets
South Pump
Station
1948, remodeled
2008
3 (15 HP) 1,146 gpm Portable hookup -
Southport Pump
Station
1972, remodeled
2008
4 (50 HP) 9,689 gpm Onsite Surge tank
Organic Odor
Control

9.2.1.2 Assessment Methodology
Field work was conducted by Black & Veatch condition assessment professionals March 26-27, 2024.

Field data was collected using ESRI® Survey123, a custom cloud-based electronic field form. Each asset was scored using a 1 to 5 scale based on its visual, physical condition. Additionally, the field team assessed the performance of each asset by interviewing City staff during the site visit regarding asset reliability, operability, and obsolescence. Following field work, Black & Veatch subject matter experts correlated desktop and field data to assign final physical condition and performance scores for each asset. Full details and results are provided in Appendix C: Pump Station Condition Assessment Technical Memorandum.

For consistency with the previous Master Plan effort, similar condition assessment protocols were used for the March 2024 inspection effort. Condition scores of 1 to 5 were assigned for each assessed facility based on the degree of maintenance, summarized in a scoring matrix in Table 9-2. The matrix incorporates asset disciplines (architectural, structural, building mechanical, process mechanical, electrical, I&C), condition categories (physical, performance) and provides additional details to aid in scoring asset condition.

Table 9-2 Summarized Condition Score Matrix
Observed
Condition
Score Description
Useful Life
Consumed
Level of Maintenance Currently
Required
Improvements
Implementation
Timeframe
1 Like New Condition < 5% Normal Preventative /
Predictive Maintenance 20-30 years
2 Minor Defects Only
(some wear) 5% - 20%
Normal Preventative /
Predictive Maintenance / Minor
Corrective Maintenance
15-20 years
3 Moderate
Deterioration 21% - 50%
Normal Preventative /
Predictive Maintenance / Major
Corrective Maintenance
10-15 years
4 Significant
Deterioration 50% - 75% Rehabilitate, if Possible 5-10 years 5 Virtually
Unserviceable/Failure
Concern
> 75% Consider Replacement 0-5 years
The likelihood of failure (LOF) score was assigned based on the maximum condition score (physical, performance) for each asset to ensure LOF scores reflect the worst-case condition. Using the maximum 275
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score decouples the two ratings to prevent underperforming or physically failed assets from being overlooked.

9.2.1.3 Findings
Condition assessment results are detailed in the Pump Station Condition Assessment Technical Memorandum located in Appendix C. General findings for all of the pumping facilities are:
 Stations are generally good condition, and issues identified are for less critical components  Perimeter fencing inadequate to keep public out
 Gas monitors are inoperable
 Bypass piping preferred (currently at Bryte & Southport)  Surge tanks & odor control inoperable
 All sites could use exterior lighting upgrades
 The findings for each facility are listed below.

Allan Lift Station. Figure 9-2 provides photos for the condition assessment of Allan Street Lift Station.

Additional observations are:
 Site/Civil
o Emergency generator hookup
onsite
 I&C
o Bubbler replaced with ultrasonic
level transducer
 Mechanical
● Signs of corrosion on discharge
piping
 Structural
● Lining failure observed in wet wall
● Minor cracking and spalling on
asphalt
Figure 9-2 Allan Lift Station Condition Photos
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Bryte Pump Station. Figure 9-3 provides photos for the condition assessment of Bryte Pump Station.

Additional observations are:
 Site/Civil
● Corrosion observed on generator
exhaust stack
 I&C
● Bubbler compressor replaced in 2018
● Inoperable flow meter
 Electrical
● Separation at electrical conduit
junction box
 Mechanical
● Dry well elevator was inoperable day
of assessment; have not performed
visual of assets in wet well
 Structural
● Damage to interior roof and signs of
leakage in electrical building
● Reinforcement visible on bypass vault
Industrial Pump Station. Figure 9-4 provides photos for the condition assessment of Industrial Pump Station. Additional observations are:
 Site/Civil
● Emergency generator hookup onsite
● Inoperable surge tank and odor
scrubber system
● Overhead gantry crane is onsite
adjacent to the electrical room
● Signs of recent public entry through
chain-link fencing
 I&C
● Bubbler compressor replaced in 2020
 Electrical
● Power monitor inoperable
 Mechanical/Structural
● Mechanical assets appeared to be in
good condition
● Wet well and dry well appeared to be in good condition Figure 9-3 Bryte Pump Station Condition Photos
Figure 9-4 Industrial Pump Station Condition Photos
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Jefferson Pump Station. Figure 9-5 provides photos for the condition assessment of Jefferson Pump Station. Additional observations are:
 Site/Civil
● Emergency generator onsite
● Inoperable surge tank and odor
scrubber system
● Overhead gantry crane is onsite
adjacent to the electrical room
 Mechanical
● Mechanical assets appeared in good
condition with minor signs of leakage
● Wet well influent gate appeared to
have substantial clog
 Structural
● Wet well coating appeared to be in
good condition
South Pump Station. Figure 9-6 provides photos for the condition assessment of South Pump Station.

Additional observations are:
 Site/Civil
● Emergency generator hook up onsite
● Station very small
 Mechanical
● Mechanical assets appeared in good
condition with minor signs of paint
failure
● D/S plug valve on pump #2 inoperable
 Structural
● Wet well appeared to be in good
condition
● CCTV performed 60’ upstream of wet
well
Figure 9-5 Jefferson Pump Station Condition Photos
Figure 9-6 South Pump Station Condition Photos
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Southport Pump Station. Figure 9-7 provides photos for the condition assessment of Southport Pump Station. Additional observations are:
 Site/Civil
● Generator onsite is very loud and
produces black smoke
● Inoperable surge tank
● Organic odor control system
 I&C
● Inoperable flow meter
 Electrical
● Generator load bay performance
inconsistent
 Mechanical
● Signs of leakage from suction piping
at wall penetrations
 Structural
● Wet well appeared to be in good
condition; T-lock lining observed

9.2.2 Manholes & Vaults
Manholes can also be subject to maintenance-related failures caused by problems such as root intrusion, corroded frames and covers, and misaligned or loose frames and covers. Sanitary sewer manholes are primarily subject to corrosion-related failures. The structural concrete and concrete mortar in manhole risers, cones, barrels, and bases are subject to hydrogen sulfide-related corrosion. Corrosion is often more severe at manholes associated with inverted siphons and force main discharges.

Manhole inspections were not performed as part of the scope of this Master Plan. Manholes to be prioritized for inspection and repairs should include those manholes with either recurring maintenance issues, or manholes located adjacent to pipelines planned for rehabilitation and replacement efforts.

Manholes should be inspected using the NASSCO MACP condition assessment protocol. Level 1 inspection protocols do not require confined space entry. Level 1 inspections involve gathering basic condition assessment information from the top of the manhole to evaluate general condition.

9.2.3 Gravity Sewers
The 2017 Master Plan included physical inspection of gravity mains and manholes. Since that time, the City has undertaken efforts to perform additional closed-circuit television (CCTV) inspections in other areas of the City. The City now uses the National Association of Sewer Service Companies (NASSCO) Pipeline Assessment Certification Program (PACP) and Manhole Assessment Certification Program (MACP) for all condition assessment. CCTV data collected since the 2017 Master Plan and scored by City Staff using the NASSCO PACP condition assessment process is shown in Figure 9-8. Note that some sewer lines are broken in GIS between each sewer lateral, so linked CCTV inspections (which are recorded manhole-to manhole) look deceptively short in Figure 9-8 because they are linked to a shorter segment (lateral to lateral) in GIS.

Figure 9-7 Southport Pump Station Condition
Photos
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Figure 9-1
CCTV Results
Likelihood of Failure
City of West Sacramento
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XSL
XSL
XSP
XSL
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South PS
Bridge
District LS
Iron Works LS
Jefferson PS
Triangle LS
Bryte PS
Northport PS
Industrial PS
Coke LS
Southport PS
Largo PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE
D
R

ENTERPR SI E BLV
D

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

9.3 Risk Assessment
This section describes the risk assessment methodology and results for each wastewater asset class.

9.3.1 Lift Stations/Pump Stations
The 2017 Master Plan established a robust methodology for evaluating the risk at pumping facilities.

Black & Veatch updated the risk assessment using the results of the condition assessment activities performed in March 2024 and the updated hydraulic capacity results. The resulting risk levels for each station are shown in Table 9-3, and are on the following 1 to 5 scale:

1. Low Risk

2. Medium-Low Risk

3. Medium Risk

4. Medium-High Risk

5. High Risk
Table 9-3 Lift/Pump Station Risk Scores
Pump Station
Facility Risk
Levels
Consequence of Failure
1 2 3 4 5
Likelihood of Failure
1 Triangle LS
Coke LS
2 Parlin Ranch LS Jefferson PS Bridgeway Is. PS
Industrial PS
3 Allan LS Northport PS Bridge District LS
4 Bryte PS Southport PS
5 Priorities for the City are to improve high risk pump stations first – in this case Southport Pump Station is the highest priority.

9.3.2 Gravity Mains and Manholes
The 2017 Master Plan established a robust methodology for evaluating the risk of gravity mains and manholes. In general, the risk assessment considers both the likelihood and consequence of failure to develop a comprehensive risk rating for each gravity main segment in the City’s wastewater collection system. Sewer failure, for the purposes of the risk assessment, is defined as a failure that could result in a sanitary sewer overflow (SSO). SSOs are violations of state and federal laws and can adversely impact the environment, business activity, and public health. SSOs also cause the City to perform costly emergency repairs, which are disruptive to the community. The risk levels for gravity mains and manholes were not updated as a part of this Master Plan, so remain as presented in the 2017 Master Plan and shown in Figure 9-9.

9.4 Asset Management Plan
This Asset Management Plan (AMP) uses a risk-based system for prioritizing the most urgent lifecycle activities.
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Figure 9-9 Risk Levels for Gravity Mains and Manholes
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9.4.1 Collection System Levels of Service
The City’s levels of service were established in the 2017 Master Plan, and defined as:
 Maximized Efficiency and Useful Life
● Continue to proactively maintain the gravity mains and pump stations ● Proactively replace infrastructure
 Regulatory Compliance
● Eliminate SSOs caused by collection system failures
These levels of service allow the City to focus its efforts and resources, communicate service expectations and choices, and evaluate risk levels.

The City wishes to minimize unscheduled repairs. Mechanical maintenance activities are currently scheduled by City staff, and unscheduled mechanical repairs are infrequent. Instrumentation and control maintenance activities are typically unscheduled emergency repairs.

9.4.2 Collection System Asset Inventory
Pump station asset information and work order history is currently managed by the City using a Computerized Maintenance Management System (CMMS). The City provided a list of the IDs of assets currently included in CMMS. Black & Veatch added assets identified during site visits; this inventory is included in Appendix C and is provided to the City electronically for import into the CMMS system.

The City is in the process of improving its inventory of the collection system linear assets and maintenance holes. Its GIS-based registry includes asset information such as material, diameter, length, installation date, and a unique numerical identifier. In recent years, assets in the northern portion of the City have been surveyed and added to the registry.

9.5 Preventative Maintenance Program
This section describes the City’s existing pump station preventative maintenance program, and presents an optimized program based on the risk levels above.

9.5.1 Preventative Maintenance Program
Gravity Mains. It is highly recommended that the City continues with its program to complete the comprehensive cleaning and CCTV inspection of the entire collection system within the next five years.

As of December 2023, the City has cleaned 75.7 miles, or 46.6%, of the gravity mains since the 2017 Master Plan, including most of the gravity mains identified as Priority 1 or 2. During the cleaning process, City staff identified approximately 3,200 feet as blocked, 2,100 feet as damaged, and 25,900 feet as having grease accumulation.

Figure 9-10 shows a cleaning plan that is prioritized to clean the areas of the system with the highest risk of SSO first, including City-identified maintenance hot-spots requiring higher frequency cleaning schedules. These hot spots are identified in Figure 9-10 and should be part of the routine maintenance program requiring O&M frequencies appropriate for each specific hot spot, and/or as specified in the City’s Sewer System Management Plan.
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Figure 10-1
Cleaning Plan
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XSP
XSL
XSL
XSP
XSP
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South PS
Bridge
District LS
Iron Works LS
Jefferson PS
Triangle LS
Bryte PS
Northport PS
Industrial PS
Coke LS
Southport PS
Largo PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE
D
R

ENTERPR SI E BLV
D

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

Force Mains. Force mains are currently maintained as problems are identified. Force mains were not inspected as part of this master plan and have not been inspected by the City. A prioritized and focused force main inspection program and preventative maintenance program should be developed in the next five years. City staff has indicated that the preventative maintenance program should initially focus on identification of and regular maintenance for the air relief valves and blow off valves along the force main alignment.

9.5.2 Rehabilitation/Replacement Program
Gravity Sewer. The City is currently rehabilitating or replacing gravity sewer infrastructure to correct a backlog of condition defects, and/or as a part of other regional improvements. Now that the City has collected CCTV data for a portion of its system, it is time to assess that data for rehab/replacement needs in the coming year.

After CCTV inspection has been completed, rehab/replacement projects can be scoped, and sewers can be assigned a cleaning and inspection frequency appropriate for the maintenance and structural defects observed. In the past, City staffing and equipment resources have been too constrained to both systematically clean and inspect the system, so contractor support is needed.

Pump Stations. The City has begun expanding its pump station capacity by starting with the South Pump Station Capacity Improvement Project, which also includes converting the wet pit/dry pit station to a submersible station. Condition upgrades have been recommended in the Condition Assessment TM (in Appendix C) and are summarized in Table 9-4.
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Table 9-4 Lift/Pump Station Rehab/Replacement Recommendations Facility Asset Name
No. of
Assets
High-Level
Recommendations
Opinion of
Probable
Construction
Cost
Implementation
Timing per City
Staff
City
Comments/Notes
Allan Lift
Station
Emergency
Generator &
Automatic
Transfer
Switch
2 $45,000 0-2 years City intends to install
small site generator.

Wet Well 1 Repair Lining
Within 0-5 years $92,000 2-5 years
Fencing 1 Replace Within 5-
10 years $18,000 2 years
Discharge
Piping -1 1 Replace Within 5-10 years $24,000 Inspect after 5 years Discharge
Piping -2 1 Replace Within 5-10 years $24,000 Inspect after 5 years Exterior
Security
Lighting
1 Replace Within 5-
10 years $18,000 2 years
Subtotal $221,000
Bryte
Pump
Station
Exterior
Security
Lighting
1 Replace Within 0-5
years
$18,000 0-1 year
Station receives
trespassers 3 to 4
times a month.

Fencing 1 Replace Within 5-
10 years $49,000 0-1 years
Station receives
trespassers 3 to 4
times a month.

Subtotal $67,000
Industrial
Pump
Station
Motor
Control
Center
1 Replace Within 0-5
years
$261,000 0-3 years
Fencing 1 Replace Within 5-
10 years $33,000 0-1 years
Station receives
trespassers 2 times a
month.

Exterior
Security
Lighting
1 Replace Within 5-
10 years $18,000 0-1 years
Station receives
trespassers 2 times a
month.

Subtotal $312,000
Jefferson
Pump
Station
Fencing 1 Replace Within 5-
10 years $49,000 0-1 years
Station experiences
significant amount of
intrusion alarms and
requires constant
O&M attention to
reset.
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Facility Asset Name
No. of
Assets
High-Level
Recommendations
Opinion of
Probable
Construction
Cost
Implementation
Timing per City
Staff
City
Comments/Notes
Exterior
Security
Lighting
1 Replace Within 5-
10 years $18,000 0-1 years
Station receives
trespassers 3 to 4
times a month.

Subtotal $67,000
South
Pump
Station
D/S Isolation
Valve -Pump
#2
1 Replace Within 0-5
years
$12,000 0-1 years
Fencing 1 Replace Within 5-
10 years $18,000 In Progress
Exterior
Security
Lighting
1 Replace Within 5-
10 years $18,000 In Progress
Subtotal $48,000
Southport
Pump
Station
Pump 1 -4
Suction
Piping
1 Replace Within 0-5
years
$4,000 0-3 years
D/S Isolation
Valve -4 1 Replace Within 0-5 years
$10,000 0-3 years
Flow Meter 1 Replace Within 0-5
years
$60,000 0-3 years
Fencing 1 Replace Within 5-
10 years $42,000 0-1 years
Has experienced
severe site vandalism
from trespassers.

Exterior
Security
Lighting
1 Replace Within 5-
10 years $18,000 0-1 years
Generator 1 Replace Within 5-
10 years $1,045,000 0-1 years One of City’s oldest active generators.

Subtotal $1,179,000
Total 23 $1,894,000
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Figure 10-2
Inspection Plan
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South PS
Bridge
District LS
Iron Works LS
Jefferson PS
Triangle LS
Bryte PS
Northport PS
Industrial PS
Coke LS
Southport PS
Largo PS
Bridgeway
Island PS
Allan LS
Parlin
Ranch PS

LINDEN RD

JEFFERSON BLVD
HARBOR
BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE
D
R

ENTERPR SI E BLV
D

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

10.0 Capital Improvement Program
This chapter presents the recommended CIP for the City’s wastewater collection system to address Cityfunded improvements from 2025 through 2035. The project recommendations and configurations presented in this chapter were summarized previously in Chapter 8 - Future System Evaluation and Chapter 9 - Asset Management Program. Chapter 8 includes improvements needed to extend the collection system to future developments occurring at buildout. This CIP does not include improvements that may be developer-funded, or improvements expected to occur after 2035. Please refer to Chapter 8 for infrastructure needed to expand the collection system to serve buildout.

The CIP describes a combination of pipeline and pump station improvements to address sanitary sewer overflows (SSOs) that are predicted to result from the design storm event. The proposed CIP presents a solution that appears viable and practical, based on the information that was known as of the date of this Master Plan. Additional information that is gained through preliminary design activities (permitting, easement acquisition, environmental documentation, etc.) and additional evaluation of the capacity of the City’s system is expected to lead to changes in the final project descriptions, costs, and the implementation timeline, and may also result in changes to the types of projects implemented. Also, the City’s concurrent efforts to reduce I&I will result in lower PWWF requirements for some planned capacity improvements. Therefore, the proposed CIP is an evolving planning tool that will be refined throughout the implementation of the CIP.

10.1 Cost Estimating Assumptions
Planning-level construction costs are presented in March 2024 dollars based on bids on other recent sewer replacement projects in Northern California, from standard cost estimating guides, and with consideration of the 2017 Master Plan unit cost data. The Engineering News Report Construction Cost Index (ENRCCI) was used to adjust costs to current dollars, where appropriate. This index is based upon 200 hours of common labor at the 20-city average of common labor rates as well as material pricing considerations.

These costs can be considered consistent with the Association for the Advancement of Cost Engineering (AACE) Class 5 estimate. Typical accuracy ranges for Class 5 AACE are -20% to - 50% on the low side, and +30% to +100% on the high side, depending on the technical complexity of the project, and appropriate contingency determinations. Ranges could exceed those shown in unusual circumstances.

The expected accuracy range for the estimates is based on confidence and assessment of the quality and reliability of information used by the estimator. The range for this project is expected to be -30% to +50% low to high.

The following costs were added to base construction costs to determine the total capital cost of each project:
 Construction Contingency. A construction contingency of 30 percent of the base construction costs is used to develop the construction cost estimate. This can account for additional efforts needed for specific pipeline constructability challenges such as waterway crossings, sheeting and shoring, groundwater dewatering, contaminated soils, installation depth, and supply chain and market variability.
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 Implementation Costs. An implementation cost of 30% of the construction cost estimate is used to account for professional services and administrative activities, including design; construction management and inspection; permitting, regulatory, and CEQA compliance; City administration; public outreach; and legal review.

The construction contingency and implementation costs are compounded, such that the total capital costs include mark-ups equal to 69 percent of the estimated base construction cost ([Base Construction Cost x 1.3 Construction Contingency] x 1.3 Implementation Contingency = 1.69).

For the purposes of estimating, the following assumptions have been made:
 Costs include pipe material, appurtenances, installation materials, labor, excavation, bedding, backfill, and site restoration.
 Sewer mains will be replaced in easements, in public rights-of-way, or on public property; therefore, land acquisition costs have not been included.
 Costs for annual operation and maintenance are not included, unless explicitly stated.  The costs do generally include pavement demolition and replacement (assuming a T-cut pavement replacement section, but not curb-to-curb pavement replacement), sewer lateral reconnection and reinstatements, bypassing sewer flows during construction, and potholing.

10.2 Basis for Capital Improvement Costs
The following sections describe the methods and associated costs evaluated for completing rehabilitation, repair, and replacement projects in the City’s collection system for both capacity enhancement and condition repair.

10.2.1 Pipeline Improvements
This section summarizes pipeline construction method options and unit construction costs used in the development of this CIP.

10.2.1.1 Pipeline Construction Method Options
The following installation, rehabilitation, and replacement methods are potential options for the City’s pipeline projects:
 Cured-in-place pipeliner (CIPP)
 Open cut construction
 Pipe bursting
 Pipe reaming
These construction method options are described in the following sections. The most feasible and costeffective replacement or rehabilitation method will depend upon site-specific considerations, including cover and soil conditions, the location of the pipe (such as in a heavy traffic area), existing pipe material and condition, utility congestion, and how accessible the pipeline is to facilitate construction.

10.2.1.1.1 Cured in Place Pipe (CIPP)
Description: CIPP is a trenchless repair method that installs a resin-saturated felt liner into the host pipe through existing manholes. The liner is made of interwoven polyester and may be fiber-reinforced for additional strength. Commonly manufactured resins include unsaturated polyester, vinyl ester, and epoxy, each having distinct chemical resistance to domestic wastewater. The CIPP liner is installed by inversion 290
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using water or pressurized air; after the liner is in place, the resin-impregnated tube is cured using hot water, steam, or high-intensity ultraviolet (UV) light, creating a seamless pipe that fits tightly against the host pipe wall. Laterals are then connected to the mainline pipe using a remote-controlled cutting device.

In force mains, it is necessary to design CIPP to withstand the operating pressures of the system.

Advantages and Limitations: CIPP is a viable rehabilitation technology in 6-inch or larger gravity sewers where the existing pipe has sufficient capacity. Because laterals are reinstated from inside the lined pipe, little or no trenching is required. Therefore, CIPP may be a preferred alternative in pipelines where trenching would be cost prohibitive. The CIPP method can be used to address structural problems such as cracks and structurally deficient segments, as well as root intrusions because the liner forms itself generally to the shape of the host pipe and can span gaps caused by roots up to one inch in diameter.

Larger gaps and alignment deficiencies such as offset joints and sags would require a point repair prior to lining. CIPP both increases the smoothness of the pipe (which reduces the potential for collection of debris) and creates a watertight seal where the pipe would otherwise begin loosening at the joints over time due to a worsening sag.

The flexibility of the resin tube allows installation through existing bends, further minimizing the need for excavation. The liner is resistant to chemical attack, eliminates groundwater from entering the sewer, and retards further corrosion and erosion of the pipeline. By fully lining the pipe, inflow and infiltration (I&I) issues can be eliminated in the main; though these issues may be still present in the laterals, the addition of top hats can improve the connection and reduce I&I.

The thickness of CIPP liner typically ranges from ½ inch to 1 inch and therefore, the final inside diameter is approximately 1 to 2 inches less than the inside diameter of the existing pipe. The liner typically has less flow friction compared to the host pipe, so the reduction in diameter does not result in a reduction in hydraulic capacity, particularly for pipes above eight inches in diameter.

CIPP installation requires bypass pumping and groundwater dewatering, if in a high groundwater area.

Installation length is generally limited to approximately 800 feet due to curing limitations. Therefore, if manholes are located further apart than 800 feet, intermediate trenched access locations are required.

Another challenge associated with using CIPP is the procurement, treatment, and/or disposal of water used during the curing process; during the curing process of any resin system, volatile organic compounds are released and must be closely monitored. CIPP is not recommended when pipeline slopes or other constraints limit the use of hydroflushing as a cleaning method.

CIPP is a viable alternative to pipeline replacement when pipeline replacement options are costprohibitive, and when existing pipe diameter can be reduced without compromising system performance.

For this Master Plan, it is assumed that 6” diameter sewer mains will be replaced with the City’s standard minimum diameter of 8”. CIPP slightly reduces the pipe diameter, and should not be used where sewer mains require upsizing. Also, service lateral connections are grouted during CIPP, and not repaired or replaced – leaving lateral connections vulnerable to I&I and root intrusion at the end of the short lifespan of the grout (7-10 years).

10.2.1.1.2 Open Cut Construction
Description: Open cut or open trench construction, also known as cut and cover, has historically been the most widely used approach for sewer pipe installation. A trench is excavated that is approximately 18 inches to two feet wider than the replacement pipe, and six to 12 inches deeper than the bottom of pipe.

A new pipe is installed, backfill material placed and compacted, and pavement and surface facilities restored. Often, the new pipe is installed in a different location than the original pipe, and the original pipe 291
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is abandoned in place. In this case, sewer flow continues through the original pipe, and a planned shutdown is scheduled during the “tie-in,” when the new pipe is connected to the existing pipe.

Alternatively, the existing pipe is removed to allow replacement of the new pipe in the same location. The existing flow is bypassed through a temporary pumped system during construction operations.

Advantages and Limitations: Open cut construction is appropriate in most soil conditions and could be beneficial in locations where significant utility crossings are present, depending on the depths of existing utilities. An open trench can be adjusted in the field to avoid existing underground obstructions, or to otherwise relocate the new pipe. This method enables installation of a larger diameter pipeline where capacity issues are present, or improved materials when available or needed.

Although open cut construction is widely used for new pipe installation, it is rarely used these days for pipe replacement. In the highly urbanized areas, to avoid traffic disruptions, trenchless technologies such as CIPP, pipe bursting, and pipe reaming are the preferred methods for pipe rehabilitation and replacement. Other limitations of open cut construction include shoring and dewatering. Shoring of the trench walls is required for personnel safety and an engineered shoring system is required when a trench is greater than five feet in depth, in accordance with California Labor Code Section 6705. Excavation below the groundwater table, or in soils that permit infiltration of groundwater into the open trench necessitate aggressive dewatering methods. The added cost of these requirements can decrease the economic viability of open cut construction in specific situations. For pipeline installations in new alignments, a geotechnical investigation is recommended during the design phase to determine shoring requirements and whether groundwater is anticipated during construction.

Open cut construction is also difficult where construction access is limited, or on steep hillsides. Open cut construction also impacts surface features and traffic, may introduce safety concerns in highly used or highly traveled locations, and creates temporary noise and dust impacts.

10.2.1.1.3 Pipe Bursting
Description: Pipe bursting is a trenchless construction method by which existing pipe is replaced with the same size or typically one size larger pipe in the same location. Pipe bursting is most effective in replacing non-metallic pipes that are less than 24-inches in diameter and are at least 4 feet deep. This method is the most cost effective when there are few lateral connections, when the old pipe is structurally deteriorated or is easily fractured (e.g., vitrified clay pipe), and when additional capacity is needed, and trenchless methods are desired or required. Pipe bursting is generally not feasible for sewer lines that contain bends or elbows.

This method involves a conical pipe bursting head is pulled through the existing pipe, typically by using a cable and a winch, exerting outward forces that fracture the existing pipe and displace fragments outward into the soil. The head is driven by pneumatic pressure, hydraulic expansion, or static pull; the head is connected to and pulls in the new pipe. The pipe bursting head is inserted and also retrieved through new access pits that are located at approximately 400-to-500-foot intervals.

The optimal pull length is dependent upon the size of the host pipe, the degree of upsize required, and the type of soil in the surrounding subsurface. Additional pits, typically two feet wide by two feet long, are required at each service lateral connection and at crossing utilities. Pipes suitable for pipe bursting are those made of brittle materials, such as vitrified clay. Special bursting heads with cutting elements are required for more ductile pipe materials such as steel, PVC and ductile iron. Typically, the replacement pipe material will be HDPE or fused PVC. Construction using PVC requires longer pit lengths than with HDPE because PVC requires a longer bending radius.
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Advantages and Limitations: Pipe bursting is quickly gaining popularity as a replacement methodology for small diameter sewers. If HDPE pipe is used, a relatively small pit (as compared to open trench) is required for entry of the pipe bursting head, which can be extracted through an existing manhole. Pipe bursting replaces the existing pipe by up to two increased diameter sizes without significant open trenching, and therefore reduces surface impacts. It is recommended to only use pipe bursting when there is enough cover over the pipe to minimize or eliminate above-ground impacts. The unit cost of pipe bursting is decreasing, and often comparable to open cut methods.

Existing conditions must be considered carefully when specifying pipe bursting. Flowing soils such as sand, highly incompressible soils such as rock, installations below the groundwater table, sensitive utilities located within two to three pipe diameters of the pipe to be burst, historical point repairs that are not conducive to bursting such as steel couplings, or significant sags or pipe collapses will limit the success of pipe bursting operations. Pipe bursting may also create ground vibrations and outward ground displacements adjacent to the pipe alignment; these displacements are exacerbated in shallow installations or when the pipe is significantly upsized. When the existing pipe is shallow, this ground displacement may be controlled by saw cutting pavement over the pipe in advance of the bursting operation. This approach localizes surface heave and provides for more simplified trench patch repair.

Pipe bursting is performed between pits spaced 400-500 feet apart. A manhole can be used in lieu of the receiving pit. During the pipe bursting process, the rehabilitated pipe segment must be taken out of service by rerouting or bypassing sewer flows. Laterals are reconnected through external pits after the pipe bursting activities are completed.

10.2.1.1.4 Pipe Reaming
Description: Pipe reaming is very similar to pipe bursting in that an existing pipe is drilled out and a new pipe of equal or greater diameter inserted in its place. Because pipe reaming does not displace the broken pieces of the old pipe into the soil, this method is better suited to pipe rehabilitation where nearby pipes or utilities might be impacted by the displaced soil.

This method employs a directional drill which pulverizes and grinds up the existing pipe while a new pipe is inserted behind it. The old pipe is accessed by an insertion trench, and the drill head is pulled through the pipe by a drill line which runs from an insertion trench where the pipe is accessed to the next manhole. The broken pipe is carried away through the old pipe by drill fluid and collected at the downstream manhole.

Pipe reaming can be used to remove brittle pipes such as those composed of vitrified clay, PVC, asbestos concrete, or ductile iron. Fused PVC or HDPE are typically used for the replacement pipe. Pipe reaming has been effective at replacing sections of sewer over 1000 feet in length or more with little soil disruption.

It is recommended to only use pipe reaming when there is enough cover over the pipe to minimize or eliminate above-ground impacts. In addition, the pressures from pipe reaming may cause ground movement that could impact nearby or crossing utilities, so utility crossings generally are required to be exposed to relieve pressures and avoid impacts to these utilities.

Advantages and Limitations: Like other trenchless technologies, pipe reaming is advantageous when trying to minimize the impact of construction on traffic and business. When using pipe reaming as a rehabilitation technology, adequate space must be available for the insertion pit and the heavy machinery necessary for directional drilling and handling of the solids generated by the drilling process. Pipe 293
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reaming can become very expensive if there are a large number of laterals that must be reconnected to the replaced pipe.

10.2.1.2 Pipeline Unit Costs
While CIPP (recently used in the State Streets area) can be significantly less expensive, pipe bursting is the preferred method of sewer rehabilitation and replacement since it allows upsizing of pipes and the replacement of existing sewer lateral connections that contribute to I&I and root intrusions. Pipe bursting is the preferred method unless a sewer is upsized more than two standard diameters or site conditions do not allow for pipe bursting (such as shallow installations); in these cases, open cut construction is appropriate.

For costs estimates used in this Master Plan for rehabilitation or new gravity main or force main construction, capital costs assume the high range cost estimate for open cut construction ($38 per inchdiameter/LF) as shown in Table 10-1. The Construction Contingency described in Section 10.1 provides for variability in the actual construction methods selected to meet site specific constraints during preliminary design.

Table 10-1 Pipeline Unit Construction Costs (2024 Dollars) Rehab/
Replacement
Method
Probable Unit
Cost
($ per inchdiameter/LF) Probable Unit Cost Considerations CIPP $10- $25 The cost of CIPP varies significantly depending on site access, pipeline configuration, liner specifications, curing method, ease of disposal of curing water, and bidding climate.

Pipe Bursting $27 - $35 The unit cost of pipe bursting varies depending on site conditions, construction access limitations, soil cohesiveness, groundwater table, presence of utilities, and traffic issues.

Open Cut $28 - $38 The unit cost of open cut construction varies depending on site conditions and construction access limitations. Paved roadways underlain by generally cohesive soils above the groundwater table, and areas without significant utility or traffic issues, are less expensive to install pipelines.

Pipe Reaming $32 - $42 Similar to pipe bursting, the unit cost of pipe reaming varies depending on site conditions, construction access limitations, soil cohesiveness, groundwater table, presence of utilities, and traffic issues.

10.2.2 Pump Station Improvements
Pump station replacement construction cost estimates use cost curves for wastewater pump stations pre-established in the 2017 Master Plan that were adjusted to current year costs (2024). The cost curves are based on an Engineering News Report Construction Cost Index (ENRCCI) for the “20-Cities Average.” This cost is then adjusted to better reflect the current construction costs in the greater Sacramento area.

Cost estimates are based on the pump station’s firm capacity (the capacity of the station with the largest pump in reserve). Finally, a 30 percent construction contingency and a 30 percent implementation contingency (69 percent total) was added to provide planning level cost estimates.

A condition assessment was conducted for seven of the City’s 14 pump stations. The pump station included in the condition assessment have improvements required in addition to the capacity 294
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improvements. Additionally, pump station that have conditions that of structural reliability of worker safety will be replaced.

Pump station capacity and reliability improvements are identified as individual elements of work within the pump station with a cost associated with it. The cost is based on a vendor quote for the equipment and a factor for installation The factor is 167 percent of the vendor quote and is made up of the following elements.
 Labor: 30%
 Overhead and profit: 15%
 Tax: 8.5%
 Shipping: 3%
Pump station replacement construction cost estimates use pre-established West Yost costs curves for wastewater pump stations and compared these cost curves with the costs curves presented in Shank’s “Pumping Station Design.” Although the West Yost curves do not differentiate between wet pit/dry pit and submersible stations, the curves in “Pumping Station Design” provide separate curves for these configurations.

The pump station reliable capacity (the capacity of the station with the largest pump in reserve) is the key value to input to the curves. From the capacity value, a line is drawn to where capacity intersects the cost curve lines. Two lines are provided to reflect difficult construction conditions and comparatively easy construction conditions.

The cost curves return cost values linked to an Engineering News Report Construction Cost Index (ENRCCI) for the “20-Cities Average.” This returned cost is then adjusted to better reflect the current value of money and the construction market in the greater Sacramento area. This adjustment is a ratio of the current ENRCCI to the ENRCCI used for the curve. Finally, a 30 percent contingency was added to define the range of the pump station costs based on this planning level of accuracy.

10.3 Recommended Capital Improvement Program
The CIP was developed from the system hydraulic analysis outlined in Chapters 7 and 8; physical condition, performance, and risk inputs from the asset management review summarized in Chapter 9; and discussions with City staff. The proposed CIP is detailed in the subsections below. Project Sheets for each of the rehabilitation/replacement and capacity projects are located in Appendix D.

10.3.1 Cleaning/Inspection Program
It is highly recommended that the City continues with its program to complete the comprehensive cleaning and CCTV inspection of the entire collection system within the next five years. As of December 2023, the City has cleaned 75.7 miles, or 46.6%, of the gravity mains since the 2017 Master Plan, including most of the gravity mains identified as Priority 1 or 2. During the cleaning process, City staff identified approximately 3,200 feet as blocked, 2,100 feet as damaged, and 25,900 feet as having grease accumulation. Figure 10-1 shows a cleaning plan that is prioritized to clean the areas of the system with the highest risk of SSO first, including City-identified maintenance hot-spots requiring higher frequency cleaning schedules. These hot spots are identified in Figure 10-1 and should be part of the routine maintenance program requiring O&M frequencies appropriate for each specific hot spot, and/or as specified in the City’s Sewer System Management Plan.
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The City has inspected via CCTV an estimated 14 miles of gravity mains, or 8% of the system. Figure 9-11 shows an inspection plan that is prioritized to inspect the areas of the system with the highest risk of SSO first. However, it is often necessary to clean before inspections are performed, so gravity mains may need to be re-cleaned before inspection, even if they have been identified in Figure 9-10 as having been cleaned. In the past, City staffing and equipment resources have been too constrained to both systematically clean and inspect the system, so the CIP includes costs for contractor support.

10.3.2 Rehabilitation/Replacement Projects
Near-term rehab/replacement projects planned for the 10-year CIP are shown in Figure 10-1 and include pump/lift station equipment repairs/replacements and gravity sewer rehab/replacements needed to correct condition or performance issues and/or defects identified in Chapter 9. Project details are described in the subsections below.

10.3.2.1 Gravity Sewer Rehab/Replacement Projects
A set of gravity sewer rehab/replacement projects have been identified to address structural and maintenance defects, some of which will be refined as additional CCTV inspections are completed. As shown in Figure 10-1, recommended gravity sewer rehab/replacement projects are:
 CIP: Rehab_1 – Washington District Underground Utility Infrastructure Infill and Upgrade Project. A portion of this rehabilitation project was identified in the 2017 Master Plan and is currently under design. The project includes over 2,000 LF of sanitary sewer replacement to support higher density development growth in this transit-oriented, mixed-use environment. The City received a Green Means Go grant for the construction, which is expected in 2025.  CIP: Rehab_2 – Largo Pump Station Tributary Area I&I Reduction. From SCADA data analyzed at Largo Pump Station, the catchment has very high levels of I&I. This is despite the sewer system having a relatively newer construction year of 2003-2005 and the gravity mains all being constructed of PVC.

The sewer system is at a very low elevation and likely below groundwater levels. The high I&I causes future PWWF projections to exceed the pump station capacity, since the Yarbrough Development is expected to contribute additional flows to the pump station soon. In addition to the CCTV inspection and smoke testing I&I investigations shown in Figure 9-11 (which identify sources of I&I and inform the optimal I&I removal methods, inflow source disconnection, point repairs, system-wide rehabilitation, etc.) basin-wide chemical grouting is recommended. Pressure chemical grouting is proven to be a costeffective method for reducing I&I and is recommended as a stopgap before resorting to more permanent (and expensive) basin-wide rehab/replacement. Chemical grout will need to be applied on a 6-8 year cycle to remain effective at sealing the collection system against I&I.  CIP: Rehab_3 – Bryte Pump Station Tributary Area I&I Reduction. Flow monitoring conducted for this Master Plan indicated that the Monitoring Site 4 sewer subcatchment that drains to Bryte Pump Station has very high levels of I&I, contributing to significant capacity deficiencies in the gravity main along Michigan Boulevard, the 18-inch gravity main flowing to Bryte Pump Station, and Bryte Pump Station itself. In addition to the smoke testing investigations shown in Figure 9-11 to identify illegal connections that are inflow sources, a combination of basin-wide rehab/replacement and chemical grouting is recommended. A cursory review of the structural condition of the sewers in this area indicate that the subbasin is in poor condition in need of rehabilitation for structural reasons. If during preliminary design spot repairs are scoped rather than basin-wide rehabilitation of the sewer mains, then basin-wide chemical grouting should also be applied on a 6-8 year cycle to seal the system against I&I. It is estimated that a 30% - 70% reduction in I&I may be achieved in Site 4. Without I&I reduction, Bryte Pump Station would require significant upsizing to accommodate the PWWF. Even with I&I reduction, Bryte Pump Station will still require moderate capacity increases, largely from relatively high I&I levels throughout the tributary area. Capacity increases at Bryte Pump Station should consider the potential I&I reduction upstream.
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South PS (PS_R5)
Bridge
District LS
Iron Works LS
Jefferson PS (PS_R3)
Triangle LS
Bryte PS (PS_R4)
Northport PS
Industrial PS (PS_R1)
Coke LS
Southport PS (PS_R2)
Rehab_2: Largo PS
Tributary Area
Rehab_5: Westmore Oaks
Rehab_3: Bryte PS
Tributary Area
Rehab_4: Hobson St
Rehab_1:

Washington District
Largo PS
Bridgeway
Island PS
Allan LS (PS_R6)
Parlin
Ranch PS

LINDEN RD

JEFFERSON BLVD

HARBOR BLVD

FIFTH ST
C ST

DAVIS RD

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE DR

ENTERPRISE BLVD

MARSHALL RD

INDUSTRIAL BLVD

WEST CAPITOL AVE
5TH ST

TOWERBRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORTPKWY
I ST

GREGORY AVE

ALVIN ST
6TH ST
8TH
ST

ANDREW ST

REUTER DR

CUMMINS WAY

WATERCOLOR LN
A ST

JAMES ST

WELLAND WAY
See Inset Map
0 160 320Feet
Backyard_1: Backyard Main Relocation
Project Rehab_5: Westmore Oaks
Project Rehab_3: Bryte PS Tributary Area
Project Rehab_2: Largo PS Tributary Area
Project Rehab_4: Hobson Ave
Project Rehab_1: Washington District
Project Backyard_1: Backyard Main Relocation
10-1
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 CIP: Rehab 4 – Replacement of 6-inch Gravity Main on Hobson Street. Replace 1,400 feet of 6-inch diameter gravity main with 8-inch diameter gravity main in the vicinity of Hobson Street. CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.
 CIP: Rehab 5 – Westmore Oaks Sewer Rehabilitation. Finish inspecting and rehabilitate 27,000 feet of gravity mains in the Westmore Oaks neighborhood, adjacent to the State Street neighborhood. The 1950’s sewer system is contributing high I&I to the South Pump Station. Monitoring data and CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.
 CIP: Backyard_1 – Backyard Main Relocation Project. The gravity main risk assessment summarized in the 2017 Master Plan indicated that backyard mains running through private property were a particular risk for the City. The backyard main replacement project in the area of Cummins Way between 6th Street and 8th Street (shown in Figure 10-1) was not completed, so this project has been carried forward into the recommended CIP.

10.3.2.2 Pump/Lift Station Equipment Repairs
A condition assessment was conducted in March 2024 for seven of the City’s 14 pump/lift stations.

During the condition assessment inspections, some equipment was in poor condition and/or performance or deemed inoperable and requiring high-priority (CIP years 0-5) repair or replacement. The condition assessments resulted in an estimated total of $2.5 million (capital cost) in repairs required over the next five years. This is in addition to any capacity improvements recommended below in Section

10.3.3. Cost estimates were developed for each repair using Black & Veatch's cost models from recent equipment quotes from similar projects. The 2024 cost estimates for these repairs are included in Table 10-2.

Table 10-2 Recommended Pump/Lift Station Equipment Repairs in 0-5 Years CIP ID Project Name Description
Construction
Cost Capital Cost
PS_R1 Industrial PS
Rehab
Replace motor control center, fencing, and exterior
security lighting.
$312,000 $406,000
PS_R2 Southport PS
Repair
Replace suction piping, isolation valve, flow meter,
fencing, security lighting, and generator.
$1,179,000 $1,533,000
PS_R3 Jefferson PS
Rehab
Replace fencing and exterior security lighting. $67,000 $87,000 PS_R4 Bryte PS
Repair
Replace fencing and exterior security lighting. $67,000 $87,000 PS_R5 South PS
Repair
Replace downstream isolation valve on Pump #2,
fencing, and exterior security lighting.
$48,000 $62,000
PS_R6 Allan LS
Repair
Install new emergency generator and automatic
transfer switch; repair wet well lining; and replace
discharge piping, fencing, and exterior security
lighting.
$221,000 $287,000
Total Pump/Lift Station Repairs Recommended in 0-5 Years $1,894,000 $2,462,000 298
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10.3.3 Capacity Improvement Projects
Capacity improvement projects planned for the 10-year CIP for pump/lift stations were identified through hydraulic modeling, as described in Chapters 7 and 8. Some equipment repairs/replacements may also be required beyond the ones identified in the previous section. Due to unknown benefit of I&I reduction projects, a cost-benefit analysis was not performed. Additional monitoring would have to be performed at the conclusion of these projects to better understand updated capacity requirements to meet the design storm.

10.3.3.1 Pipeline Hydraulic Improvement Projects
Six projects, four for existing conditions and two for ultimate conditions, were identified using the hydraulic model. These projects improve the capacity in existing gravity mains to handle existing flows and flows predicted for General Plan 2035. Although important, these projects are not as urgent as pump station capacity increases, hence the timeframe in the CIP for all gravity main hydraulic increases is 5-10 years. It is best practice to fix the larger and the more downstream capacity constraints first. For West Sacramento, Bryte and South pump stations have the largest capacity constraints, and upsizing gravity mains in those catchments would not reduce the likelihood of SSOs. The projects could also be done in combination. For example, the gravity main upgrades in the Bryte PS catchment could be done concurrently or just after the pump station upgrade. The projects are shown on Figure 10-2, and are described as follows:
 CIP: GM_1 - Stillwater Road and Upstream of Northport PS. To alleviate existing hydraulic capacity constraints and potential wet weather overflows, the City should upsize 2,510 feet of gravity main to 15-inch gravity main, 3,720 ft of to 18-inch, and 1,705 feet to 24-inch. The 8-inch line currently passes over the 15-inch line coming from the east near Extended Stay America, collects more flow from the south, and then flows east before flowing north into the 15-inch line. This project recommends upsizing the 8-inch line to 15-inch, installing a manhole to connect the two directly without the crossing, and upsizing the 15-inch to 18-inch from this point on. This capacity restriction was not able to be validated during flow monitoring, so should be verified by monitoring flows during wet weather to confirm. After flow monitoring, future capacity requirements of Northport Pump Station can also be confirmed.  CIP: GM_2 – Bryte Pump Station Influent Sewer. To alleviate existing hydraulic capacity constraints and potential wet weather overflows, the City should upsize the 3,620 feet of 18-inch gravity main to 30-inch gravity main, including 1,280 along Michigan Boulevard and flowing north along the Sycamore Trail to Bryte Pump Station. Monitoring Sites 3 and 4 confirmed very high levels of I&I in the catchment to the west along Michigan Boulevard, and severe capacity constraints in the 18-inch line along Sycamore trail. The sewer rehabilitation project “Rehab_3 – Bryte PS Tributary Area I&I Reduction” should greatly reduce PWWF upstream of this influent sewer, so the scope of this capacity project should be re-evaluated after Rehab_3 is complete.
 CIP: GM_3 – Stone and Park Boulevards. To alleviate existing hydraulic capacity constraints and potential wet weather overflows, the City should upsize 4,810 feet of gravity mains along these two boulevards, including at their intersection, directly upstream of South Pump Station. The sewer rehabilitation project “Rehab_5 – Westmore Oaks” should reduce PWWF in Park Boulevard, so the scope of this capacity project should be re-evaluated after Rehab_5 is complete. There is significant development expected by Buildout along South River Road, contributing around 9,000 future dwelling units draining to these two lines, primarily along Stone Boulevard. However, much of this development pressure will occur after 2035. The primary bottleneck in the area is the pumping capacity of South Pump Station.
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24-in
12-in FM
12-in to 15-in
12-in to 18-in
12-in to 30-in
18-in to 30-in
15-in to 18-in
18-in to 24-in 27-in to 36-in
12-in to 24-in
15-in to 30-in
8-in to 15-in
10-in to 15-in
15-in to 18-in
18-in to 24-in
GM_1: Stillwater Road
GM_2: Upstream
Bryte PS
GM_3: Stone
and Park Blvd
GM_4: Linden Road
Bryte PS (PS_C2)
3,400 to 7,010 gpm
Bridge District LS
Iron Works LS
Jefferson PS
Triangle LS
Coke LS
Northport PS (PS_C4)
4,000 to 4,690 gpm
Industrial PS
Largo PS (PS_C5)
450 to 2,170 gpm
Southport PS (PS_C3)
6,459 to 12,530 gpm
Bridgeway
Island PS
Allan LS
Parlin Ranch PS
South PS (PS_C1)
764 to 3,550 gpm

LINDEN RD

JEFFERSON BLVD

HARBOR BLVD
FIFTH
ST
C ST

LAKE WASHINGTON BLVD

SACRAMENTO AVE

REED AVE
15TH ST

STONEGATE
D
R

ENTERPRISE
BLVD

MARSHALL RD
6TH S T

INDUSTRIAL BLVD

WEST CAPITOLAVE
5TH ST

TOWER BRIDGE GTWY

VILLAGE
PKWY

WESTACRE RD

SOUTHPORT PKWY
I ST

Flow monitoring at Site 6 measured very high levels of I&I flowing in the existing 27-inch gravity main along Jefferson Boulevard before Southport Pump Station. Although the hydraulic model shows this area as under capacity, the gravity main along Jefferson Boulevard did not surcharge despite the 10- year storm that was monitored on January 14th. This indicates that much of the sewer system in this area and the Southport Pump Station may have enough storage and capacity to handle the 10-year storm, even if there is not enough firm capacity in Southport Pump Station.  CIP: GM_5 – Davis Trunk Sewer. Construct 5,110 feet of gravity main in Rural Core areas to support future development along Jefferson Boulevard and Davis Road. This project facilitates septic to sewer conversion along with residential and commercial development.  CIP: FM_1 – Davis Pump Station Force Main. Construct 3,960 feet of force main along Davis Road from the new Davis Pump Station to the LNWI Connection #1. This project facilitates septic to sewer conversion along with residential and commercial development.

10.3.3.2 Pump Station Capacity Upgrade Projects
CIP projects for the City’s pump stations capacity upgrade are based on future PWWF described in Chapter 8 along with potential CIP projects to reduce I&I as discussed in other CIP projects. The three pump stations with the most severe capacity deficiency (Bryte, South, and Southport), are identified as being upgraded in the 0-5 year timeframe, with Northport, Largo, Parlin Ranch, and the new Davis Pump Station being upgraded and/or constructed in the 5-10 year timeframe. These improvement projects are summarized in Table 10-3. Due to the need to validate I&I reduction efforts upstream of Bryte Pump Station, three alternative capacities are shown. Alternative 2 is used for CIP budget planning purposes.

Table 10-3 Pump/Lift Station Capacity Upgrade Unit Construction Cost (2024 Dollars) Pump/Lift Station Name
Existing Firm
Capacity (gpm)
Recommended
Firm Capacity
(gpm) 2024 Capital Cost
PS_C2: Bryte
Pump
Station
Alternative 1: No I&I Reduction 3,400 11,600 $14,457,000 Alternative 2: Rehab_3 achieves
30% I&I reduction 3,400 9,000 $12,525,000
Alternative 3: Rehab_3 achieves
70% I&I reduction 3,400 7,000 $10,539,000
Largo Pump Station1 450 2,170 $5,033,00
PS_C4: Northport Pump Station 4,000 4,670 $2,609,000
Parlin Ranch Pump Station1 570 1,620 $4,341,000
PS_C1: South Pump Station 764 4,510 $7,826,000
PS_C3: Southport Pump Station 6,459 12,460 $15,551,000
PS_N1: Davis Pump Station (New) - 760 3,597,000
1 Responsibility of Developer
For those pump/lift stations recommended for upgrades, Table 10-4 shows the proportion of the base flows entering the pump/lift stations that is from current versus future development. 301
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Table 10-4 Pump/Lift Station Baseflow from Existing vs New Development at Buildout Pump/Lift Station
Current BSF
New Development Contribution
to Buildout BSF Buildout BSF
MGD % MGD % (MGD)
Bryte PS 1.079 95% 0.059 5% 1.137
Davis Pump Station - - 1.0 90% 1.1
Largo PS 0.223 42% 0.313 58% 0.536
Northport PS 0.825 57% 0.614 43% 1.439
Parlin Ranch LS 0.035 16% 0.184 84% 0.219
South PS 0.303 14% 1.902 86% 2.205
Southport PS 1.834 73% 0.671 27% 2.505

10.3.3.3 Septic to Sewer Conversions
The City is exploring the potential to provide sewer service to parcels in the Southport Area of the City that are currently served by onsite septic systems. The infrastructure required for these septic conversions is discussed in Chapter 8. Due to the uncertainty in timing of these potential septic conversions, it is assumed that smaller potential extensions to the sewer system would occur in the second phase of work (after 2035). Therefore, the 10-year CIP includes the following primary infrastructure needed to facilitate septic conversions and the conveyance of these new wastewater flows to the LNWI:
• CIP: PS_N1 – Davis Pump Station
• CIP: FM_1 – Davis Pump Station Force Main
• CIP: GM_5 – Davis Trunk Sewer
• Future buildout system: Construct an additional 55,680 feet of gravity mains to support septic to sewer conversion by buildout throughout the rural core.

10.3.4 Capacity Improvement Program Summary
Table 10-4 contains the CIP cost summary over the 10-year planning horizon. The average annual cost in 2024 dollars is estimated to be $13.4 million the first five years, and $11.68 million in years 6-10. Table 10-6 compiles all the capital projects described above for the 10-year CIP.

Table 10-5 CIP Cost Summary
Timeframe
Construction Cost Capital Cost
5-year Total Annual Allocation 5-year Total Annual Allocation 0-5 years $41,617,000 $8,324,000 $54,102,000 $10,820,000 5-10 years $43,231,000 $8,646,000 $56,197,000 $11,240,000 Total $84,848,000 $16,970,000 $110,299,000 $22,060,000
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Table10-6 Recommended Wastewater Collection System Capital Improvement Program Improvement
Priority
Improvement
Timeframe CIP ID Project Name Type Reason Description
Construction
Cost
(b) Capital Cost
(c)
Maintenance Program
Cleaning/Inspection Program
1 0-5 years Maint_1 Very High Risk
Cleaning & Inspection
Comprehensive Cleaning
and Inspection
Older area of the City with high I&I and VCP gravity mains, and gravity mains identifed as hot spots by staff.
36 miles of comprehensive cleaning, followed immediately by PACP gravity main inspection.
$904,000 $1,175,000
2 0-5 years Maint_2 High Risk Cleaning &
Inspection
Comprehensive Cleaning
and Inspection
Older area of the City with high I&I and VCP gravity mains, including areas upstream of Bryte and South Pump
Station, as well as the Westmore Oaks neighborhood.
24 miles of comprehensive cleaning, followed immediately by PACP gravity main inspection.
$559,000 $727,000
3 0-5 years Maint_3 Medium-High Risk
Cleaning & Inspection
Comprehensive Cleaning
and Inspection
Mostly the industrial areas of the City, which includes older pipes and VCP, including areas upstream of South Pump
Station, Southport Pump Station, and Northport Pump
Station.
30 miles of comprehensive cleaning, followed immediately by PACP gravity main inspection.
$723,000 $940,000
3 0-5 years Maint_4
Large Diameter High
Risk Cleaning &
Inspection
Comprehensive Cleaning
and Inspection
City-owned equipment cannot clean and inspect large
diameter sewers, so contractor support is needed. This
project groups high-priority pipes larger than 10 inches in diameter.

1.4 miles of high priority cleaning of large diameter sewers, followed immediately by PACP gravity main inspection.
$124,000 $161,000
4 0-5 years Maint_5 Medium Risk Cleaning
& Inspection
Comprehensive Cleaning
and Inspection
Residential southwest portion of City, primarily built from the 1970s to the 2000s. Includes areas with high I&I, such as upstream of Bridgeway Pump Station, Largo Pump
Station, and Southport Pump Station.
39 miles of comprehensive cleaning, followed immediately by PACP gravity main inspection.
$937,000 $1,218,000
5 0-5 years Maint_6 Low Risk Cleaning &
Inspection
Comprehensive Cleaning
and Inspection
The lowest priority inspection area is the residential
neighborhoods in the eastern portion of the Southport
area.

18.2 miles of comprehensive cleaning, followed
immediately by PACP gravity main inspection.
$432,000 $562,000
1 0-5 years Maint_7 Smoke Testing I&I
Investigations
Smoke Testing High I&I
Areas
Conduct smoke testing investigations to identify illegal connections to the sanitary sewer that are contributing to inflow and infiltration.

Smoke test 14.3 miles of sewer tributary to Bryte and
Largo Pump Stations.
$304,000 $395,000
6 5-10 years Maint_8 Force Main Cleaning &
Inspection
Inspection and Condition
Assessment of
Forcemains
Determine inspection protocols and implement inspection of aging force mains. Inspect 5,000 linear feet of force main within the City. $325,000 $423,000 Subtotal Cleaning/Inspection Improvements $4,308,000 $5,601,000 Rehab/Replacement Program
Pipeline Rehab/Replacement Projects
Existing 0-5 years Rehab_1 Washington District Rehab/ replacement of existing gravity mains.

CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Replace 5,000 feet of 8-inch and 12-inch gravity main with 8-inch and 12-inch gravity main in the vicinity of C St. $1,170,000 $1,521,000
Existing 0-5 years Rehab_2
Largo Pump Station
Tributary Area I&I
Reduction
First Application: Basinwide chemical grouting.

Reduce high I&I levels into Largo Pump Station and retain capacity to support future development of Yarbrough
Master Plan area.

First Application: 10.5 miles of basin-wide chemical
grouting (on a 6-8 year schedule) to seal the system aginst I&I.
$1,680,000 $2,184,000
Existing 5-10 years Rehab_2b
Largo Pump Station
Tributary Area I&I
Reduction
Second Application:

Basin-wide chemical
grouting.

Reduce high I&I levels into Largo Pump Station and retain capacity to support future development of Yarbrough
Master Plan area.

Second Application: 10.5 miles of basin-wide chemical
grouting (on a 6-8 year schedule) to seal the system aginst I&I.
$1,680,000 $2,184,000
Existing 0-5 years Rehab_3
Bryte Pump Station
Tributary Area I&I
Reduction
Basin-wide rehab/
replacement of existing
gravity mains.

Reduce very high I&I levels into Bryte Pump Station from Monitoring Area 4.

Rehabilitation and/or repair of 3.8 miles of existing gravity mains and manholes in high I&I area of Bryte Pump Station tributary area along Michigan Boulevard.
$5,273,000 $6,855,000

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West Sacramento City CouncilJanuary 15, 2025

West Sacramento City Council
January 15, 2025