Agenda packet — American Canyon City Council, September 6, 2022 (part 1 of 3)

REGULAR CITY COUNCIL MEETING AGENDA
City Hall - Council Chambers
4381 Broadway St., Suite 201, American Canyon
September 6, 2022
6:30 PM

AMENDED AGENDA
This agenda has been amended to add Attachment 2 - Exhibit A to Item 14.

Consistent with Government Code Secon 54953 and the American Canyon City Council Resoluon Declaring the Existence of a Local Emergency due to the COVID-19 Pandemic, City Council and other public meengs will be conducted both in person at City Hall, 4381 Broadway, Suite 201, and also via Zoom Teleconferencing to promote local, state, and federal guidelines and social distancing recommendaons for the containment of the coronavirus. City officials and members of the public are invited to a5end the meeng either in person or via teleconference. This meeting will be broadcast live to residents on Napa Valley TV, on our website here and on YouTube here.

PUBLIC PARTICIPATION
Oral comments, during the mee*ng: Oral comments can be made in person during the mee$ng. A Zoom Webinar has been established for public comments made via zoom. To give your public comment via zoom, use the Register to Speak feature of eComments, connect via the below Zoom link and use the “raise your hand” tool, or call into the zoom mee$ng at 408-638-0968 and press *9 to “raise your hand” when the item is called.

To avoid confusion, all hands raised outside of Public Comment periods will be lowered.

Written comments, via eComments: Please submit wri3en comments through the eComments link, located on the Meetings & Agendas page of our website here. Comments will be available to council members in real $me. eComments will remain open throughout the mee$ng. All comments received will be posted online and become part of the meeting record.

Zoom Meeting Link: Click here
Webinar ID: 841 4701 1779 Passcode: 060300
The above-iden$fied measures exceed all legal requirements for par$cipa$on in public comment, including those imposed by the Ralph M. Brown Act. For more informa$on, please call the Office of the City Clerk at (707) 647-4369 or email [email protected].

AGENDA MATERIALS: City Council agenda materials are published 72 hours prior to the mee$ng and are available to the public via the City’s website at www.cityofamericancanyon.org.

AMERICANS WITH DISABILITIES ACT: The City Council will provide materials in appropriate alterna$ve formats to comply with the Americans with Disabili$es Act. Please send a wri3en request to City Clerk at 4381 Broadway, Suite 201, American Canyon, CA 94503 or by email to [email protected]. Include your name, address, phone number and brief descrip$on of the requested materials, as well as your preferred alternative format or auxiliary aid, at least three calendar days before the meeting.

Mayor: Leon Garcia
Vice Mayor: Mariam Aboudamous
Councilmembers: Mark Joseph, David Oro, Pierre Washington CITY COUNCIL MEETING AGENDA SEPTEMBER 6, 2022
1 PUBLIC ADDRESS – CLOSED SESSION 5:30 P.M.

The Mayor will call the meeng to order and conduct role call. Council will immediately convene into Closed Session a9er hearing any public comment on Closed Session items. At 6:30 p.m. the Council will reconvene into Open Session and then resume Closed Session at the end of the meeting to address outstanding items, if necessary. 5:30 P.M. CLOSED SESSION

1. Conference with Legal Counsel - Exis*ng Li*ga*on (3 ma;ers). Authorized pursuant to Government Code Section 54956.9(d)(1):
a. City of American Canyon v. City of Vallejo, et al. (Napa Superior Court Case No. 22CV000772).
b. Russell Charpener and William Baker v. City of Vallejo, et. al (Solano Superior Court Case No. not yet available).
c. In the Ma!er of Inspecon and Order to Abate at 106 Wilson Way (APN: 058-370- 002) (Napa Superior Court Case No. 22CV000850)

2. Conference with Legal Counsel – Anticipated Litigation Pursuant to Government Code Section 54956.9 (d)(2).

One Matter.
6:30 P.M. OPEN SESSION - REGULAR MEETING

CALL TO ORDER

PLEDGE OF ALLEGIANCE

ROLL CALL

REPORT ON CLOSED SESSION/CONFIRMATION OF REPORTABLE ACTION

PROCLAMATIONS AND PRESENTATIONS

3. Proclamation recognizing September 15 through October 15 as Latino Heritage Month

4. Fire District Board Proclamation - National CERT Week

PUBLIC COMMENTS - ITEMS NOT ON THE AGENDA
This me is reserved for members of the public to address the City Council on items of interest that are not on the Agenda and are within the subject ma5er jurisdicon of the City Council. Comments are limited to 3 minutes.

Comments for items on the Agenda will be taken when the item is called. The City Council is prohibited by law from taking any acon on ma5ers discussed that are not on the Agenda, and no adverse conclusions should be drawn if the City Council does not respond to public comment at this me. Speakers are asked to please speak clearly, and provide their name. Any handouts for distribuon to the City Council must be emailed by 3:00 p.m. on meeng day. To comment via zoom during the meeng: click the “raise your hand” bu5on if joining by computer, or press *9 if joining by phone, when the item is called. To avoid confusion, hands raised outside of Public Comment periods will be lowered.

AGENDA CHANGES
CITY COUNCIL MEETING AGENDA SEPTEMBER 6, 2022
2 The Mayor and Council may change the order of the Agenda or request discussion of a Consent Item. A member of the Public may request discussion of a Consent Item by making that request during Public Comment.

CONSENT CALENDAR

5. Minutes of August 16, 2022
Recommendation: Approve the minutes of the City Council meeting of August 16, 2022.

6. Report Upon Return from Closed Session for the meeting of August 16, 2022 Recommendation: Approve the Report Upon Return from Closed Session for the mee$ng of August 16, 2022.

7. Sanitary Sewer Management Plan (SSMP) Adoption
Recommendation: Adopt a Resolu$on of the City Council of the City of American Canyon adopting the Sanitary Sewer Management Plan (SSMP)

8. 4th Quarter Investment Report for the City and Fire District Recommendation: Receive and file the City and Fire District’s Treasurer’s Report for the month ended June 30, 2022.

9. Property Exchange with Napa Valley Unified School District Recommendation: Adopt a Resolu$on approving a Property Exchange and Acquisi$on Agreement to transfer approximately 5.6 acres of land where the community center/gymnasium is located to the Napa Valley Unified School District in exchange for receiving the 6.57-acre property where the former Napa Junc$on Elementary School is located (on Napa Junction Rd.) from the Napa Valley Unified School District.

10. 2021 Annual Napa Airport Corporate Center Development Agreement Review Recommendation: Adopt a Resolu$on finding that, during calendar year 2021, Napa Airport Corporate Center l, LLC (“Owner”) has provided “Good Faith Efforts” to comply with its obliga$ons in conjunc$on with the Napa Airport Corporate Center ("NACC") Development Agreement.

11. GHD Staff Augmentation - Encroachment
Recommendation: Adopt a Resolu$on authorizing the City Manager to execute Amendment #1 to Task Order #11 (2022-66) with GHD, Inc. for Encroachment Permit Processing and Construction Observation Services in an amount not to exceed $75,000.

PUBLIC HEARINGS

12. Amendment of 2015 Urban Water Management Plan (UWMP) and Adop*on of 2020 Urban Water Management Plan (UWMP)
Recommendation: Conduct a Public Hearing and take the following actions:

1. Adopt a Resolu$on of the City Council of the City of American Canyon adop$ng the City's amendment to the 2015 Urban Water Management Plan - Appendix G Demonstration of Reduced Delta Reliance

2. Adopt a Resolu$on of the City Council of the City of American Canyon adop$ng the City's 2020 Urban Water Management Plan
CITY COUNCIL MEETING AGENDA SEPTEMBER 6, 2022
3 BUSINESS

13. Ad-Hoc Climate Action Committee Interim Report
Recommendation: Receive and file Ad-Hoc Climate Action Committee Interim Report

14. Skatepark Relocation
Recommendation: Adopt a Resolution of the City Council of the City of American Canyon:

1. Amending the FY 2022/23 Capital Improvement Program to include the Skatepark Relocation Project (PR22-0100) and authorizing a project budget of $380,000;

2. Authorizing a budget transfer from the Park Impact Fee Fund (310-85-450-48310) to the Capital Project Fund (350-85-450-46110) in the amount of $380,000;

3. Selecting an existing park location for the Skatepark Relocation Project (PR22-0100);

4. Authorizing the City Manager to award a construc$on contract to the lowest responsible and responsive bidder in an amount not to exceed the project budget; and

5. Authorizing the Public Works Director to approve and execute contract change orders in an aggregate amount not to exceed the Project Budget in conjunc$on with the relocation of the Skatepark Relocation Project (PR22-0100).

MANAGEMENT AND STAFF ORAL REPORTS

15. City Manager Holley, Mayor Garcia and Vice-Mayor Aboudamous will a;end the CalCi*es Annual Conference in Long Beach, CA from 9/7 to 9/9.

The city is now taking applications for Fall 2022 Citizen's Academy.

MAYOR/COUNCIL COMMENTS, COMMITTEE REPORTS, AND FUTURE AGENDA ITEMS The Mayor and Council may comment on ma5ers of public concern and announce ma5ers of public interest; no collective council action will be taken.

16. Anticipated Future Agenda Items of Note:

September 20, 2022
October 4, 2022 on
ZOOM
October 4, 2022 Joint

CC/OSAC ZOOM
October 18, 2022
Joint CC/PC
Presentations - 4H and
Chamber of Commerce
Impact Fee Annual
Report
Work Order
Management System
Filipino Heritage
Month
Fire Prevention
Month
Code Enforcement
Appreciation
Domestic Violence
Awareness
OSAC FY 2022/23
Annual Work Plan
Housing Element
Workshop

ADJOURNMENT

CERTIFICATION
CITY COUNCIL MEETING AGENDA SEPTEMBER 6, 2022
4 I, Taresa Geilfuss, CMC, City Clerk for the City of American Canyon, do hereby declare that the foregoing agenda of the City Council was posted in compliance with the Brown Act prior to the meeting date. ______________________________________
Taresa Geilfuss, CMC, City Clerk
CITY COUNCIL MEETING AGENDA SEPTEMBER 6, 2022
5 CITY OF AMERICAN CANYON

PROCLAMATION
Latino Heritage Month
September 15-October 15, 2022
WHEREAS, in 1968 President Lyndon B. Johnson first recognized Hispanic Heritage week, which later expanded under President Reagan to one month, and each successive United States President has continued this tradition, including, President Barack Obama who declared September 15 through October 15 to be National Hispanic Heritage Month; and
WHEREAS, each year, the United States observes National Hispanic Heritage Month by celebrating the culture, heritage, and countless contributions of those whose ancestors were indigenous to North America as well as those who came from Spain, Mexico, the Caribbean, Central America, and South America; and
WHEREAS, the City of American Canyon has a long history of welcoming immigrants and is home to a growing multi-ethnic and multicultural Latino population. Per the US Census Bureau, in 2021 29.4% of the American Canyon population was Latino or Hispanic; and
WHEREAS, our diverse Latino population continues to make significant economic contributions and have other profound positive influences on our community through their strong commitment to family, faith, education, hard work, culture, and service; and
WHEREAS, the City of American Canyon thrives on the diversity and ingenuity of all our people within our community. We continue to be enriched by the transcultural contributions of our Latino friends and neighbors.

NOW, THEREFORE, BE IT RESOLVED that I, Mayor Leon Garcia, on behalf of the American Canyon City Council, do hereby proclaim September 15 – October 15, 2022, as Latino Heritage Month in the City of American Canyon.

Date: September 6, 2022 ____________________________
Leon Garcia, Mayor
6 AMERICAN CANYON

FIRE PROTECTION DISTRICT BOARD

PROCLAMATION
Community Emergency
Response Team (Cert) Week
September 19 – 23, 2022
WHEREAS, the members of American Canyon CERT Program are educated about disaster preparedness for hazards that may impact their area and are trained in basic response stills; and WHEREAS, the American Canyon CERT volunteers are trained to educate members of the American Canyon community through public outreach to promote the CERT program; and WHEREAS, American Canyon CERT volunteers are trained to assist others in their community following a disaster when professional responders are not immediately available to help; and WHEREAS, the American Canyon CERT volunteers assisted with support for wildfire response, animal rescue, search and rescue operations, traffic control and community outreach while concurrently providing volunteers to COVID-19 testing, vaccination and food assistance centers; and
NOW, THEREFORE, BE IT PROCLAIMED that I, Leon Garcia, Chair of the American Canyon Fire Protection District Board, do hereby proclaim the week of September 19th – 23th, 2022 as “Community Emergency Response Week” and ask the community to join us in honoring the men and women whose dedication to American Canyon help support citizens of this community.

Dated: September 6, 2022
Leon Garcia, Chair
7 CITY OF AMERICAN CANYON

REGULAR CITY COUNCIL MEETING

ACTION MINUTES
August 16, 2022
PUBLIC ADDRESS – CLOSED SESSION 4:30 P.M.
4:30 P.M. CLOSED SESSION

1. Conference with Legal Counsel – Anticipated Litigation Pursuant to Government Code Section 54956.9 (d)(2). Three Matters.

2. Conference with Legal Counsel - Existing Litigation (4 matters). Authorized pursuant to Government Code Section 54956.9(d)(1):

City of American Canyon v. City of Vallejo, et al. (Napa Superior Court Case No. 22CV000772).

Napa County Flood Control and Water Conservation District, Solano County Water Agency, and City of Yuba City v. California Department of Water Resources (Sacramento County Superior Court Case No. 34-2022-0032338).

Russell Charpentier and William Baker v. City of Vallejo, et. al (Solano Superior Court Case No. not yet available).

In the Matter of Inspection and Order to Abate at 106 Wilson Way (APN: 058-370-002) (Napa Superior Court Case No. 22CV000850)

3. Conference with Labor Negotiators: Authorized Pursuant to Government Code Section 54957.6Agency Designated Representatives: City Manager Jason Holley and Labor Counsel Sloan, Sekai, Yeung & Wong Employee Organization: Teamsters

4. Conference with Real Property Negotiator: Authorized pursuant to Government Code section 54956.8. Property: APN 058-320-015 (Right of Way at Napa Junction Road) Agency Negotiator: Jason Holley, City Manager Negotiating Parties: City of American Canyon and Napa Valley Unified School District Under Negotiation: Terms of Acquisition of Property 6:30 P.M. OPEN SESSION - REGULAR MEETING

CALL TO ORDER
The meeting was called to order at 6:34 p.m.

PLEDGE OF ALLEGIANCE
The Pledge of Allegiance was recited.
8 ROLL CALL

Present: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington

Absent: None
Excused: None

REPORT ON CLOSED SESSION/CONFIRMATION OF REPORTABLE ACTION City Attorney William Ross provided an oral report upon return from closed session. Closed session commenced at 4:35 p.m. Closed session adjourned at 6:12 p.m. A written report will be provided.

PROCLAMATIONS AND PRESENTATIONS

5. Presentation - Eagle Scouts Troop 7062 Wetlands Edge Project Council received a presentation from Parks & Recreation Director Alexandra Ikeda honoring Zachary Bernard for his Eagle Scout Troop 7062 project. Zachary was available to answer any questions.

PUBLIC COMMENTS - ITEMS NOT ON THE AGENDA
Mayor Garcia called for public comments. Written comments: none. Oral comments: William Baker was called to speak; James Cisney was called to speak; Margaret Sharkey was called to speak; Homar Crespo was called to speak; Patricia Krueger was called to speak; Hugh Marquez was called to speak; Justin Hamilton Hole was called to speak; Bridjet Toles was called to speak. The public comments period was closed.

AGENDA CHANGES
There were no agenda changes.

CONSENT CALENDAR
Action: Motion to adopt the Consent Calendar made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
9 6. Minutes of August 2, 2022
Action: Approved the minutes of the City Council meeting of August 2, 2022.

7. AB361 In Person and Remote Teleconferenced Meetings - August 16, 2022 - September 15, 2022
Action: Adopted Resolution 2202-68 reaffirming that, due to the continuing COVID-19 Pandemic, a local emergency exists, re-ratifying the Proclamation of a State of Emergency by Governor Newsom on March 4, 2020, and authorizing in-person and remote teleconferenced meetings of legislative and advisory bodies of the City of American Canyon for the period of August 16, 2022 - September 15, 2022 pursuant to the Ralph M. Brown Act.

8. City Conflict of Interest Code
Action: Adopted Resolution 2022-69 taking the following actions in conjunction with the City's Conflict of Interest Code: approving the 2022 Conflict of Interest Code; authorizing future updates by Resolution; authorizing the City Clerk to complete and file the 2022 Local Biennial Notice.

9. Coastland Development Engineering Services
Action: Adopted Resolution 2022-70 authorizing the City Manager to execute Agreement 2022- A117 with Coastland Civil Engineering, Inc. for Development engineering Services in an amount not to exceed $330,000.

10. Napa Countywide Road Maintenance Act (Measure T) - 2022 Master Funding Agreement Action: Adopted Resolution 2022-71 authorizing the City Manager to execute the 2022 Master Funding Agreement 2022-A118 with Napa Valley Transportation Authority-Tax Agency relating to Measure T.

11. Napa Logistics Park Phase 2 Public Improvements
Action: Adopted Resolution 20225-72 of the City Council of the City of American Canyon accepting the public streets and appurtenant utilities improvements associated with the Napa Logistics Park Phase 2 Project.

PUBLIC HEARINGS

12. Proposed Residential Solid Waste Rate Increase for Enhanced Services (SB 1383) Council received a staff report from Public Works Director Erica Ahman Smithies with Derek Nelson of Recology available for questions. Mayor Garcia opened the public hearing and called for public comments. Larry Toles was called to speak; Patricia Krueger was called to speak; Justin Hamilton Hole was called to speak; Karen Fritz was called to speak; Marion Sullivan was called to speak; Larry Toles was called to speak. Public comments and the public hearing were closed.

Action: Motion to adopt Resolution 2022-74 approving a residential solid waste rate increase made by Councilmember Mark Joseph, seconded by Councilmember David Oro, and CARRIED by roll call vote.
10 Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None

BUSINESS

13. City of American Canyon Local Roadway Safety Plan
Council received a staff report from Public Works Director Erica Ahman Smithies with Kathryn Kleinschmidt of GHD. Mayor Garcia called for public comments. Written comments: none. Oral comments: Hugh Marquez was called to speak. The public comments period was closed.

Action: Motion to adopt Resolution 2022-75 approving the City of American Canyon Local Roadway Safety Plan made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None

14. Adoption of Labor Agreements, Salary Schedules and related documents.

Council received a staff report from Assistant City Manager Maria Ojeda. Mayor Garcia called for public comments. Written comments: none. Oral comments: None. The public comments period was closed.

Action: Motion to adopt Resolution 2022-75 of the City Council of the City of American Canyon approving the Memorandums of Understanding with the Teamsters Local 315 General and Mid-Management Units made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
Action: Motion to adopt Resolution 2022-76 of the City Council of the City of American Canyon revising the Unrepresented Compensation Program for at will managers, 11 confidential and part time/seasonal employees made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
Action: Motion to adopt Resolution 2022-77 of the City Council of the City of American Canyon approving the Fiscal Year 2022/2023 Salary Schedules made by Vice Mayor Mariam Aboudamous, seconded by Councilmember Mark Joseph, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
Action: Motion to adopt Resolution 2022-78 of the City Council of the City of American Canyon revising the Recruitment and Retention Strategic Plan and the Performance Management Guidelines, Policies and Procedures for At Will Managers made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
Action: Motion to adopt Resolution 2022-79 of the City Council of the City of American Canyon modifying the City of American Canyon’s FY 2022-23 Classification Plan made by Vice Mayor Mariam Aboudamous, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None
12 Absent: None
Excused: None

MANAGEMENT AND STAFF ORAL REPORTS
There were no management and staff oral reports.

MAYOR/COUNCIL COMMENTS, COMMITTEE REPORTS, AND FUTURE AGENDA ITEMS
The mayor and council members announced items of community interest.

15. Council Committee Report - Councilmember Mark Joseph

16. Anticipated Future Agenda Items of Note:

Council reviewed anticipated future agenda items.

ADJOURNMENT
The meeting was adjourned at 8:21 p.m.

CERTIFICATION
Respectfully Submitted,
_____________________________________
Taresa Geilfuss, CMC, City Clerk
13 CITY OF AMERICAN CANYON

REGULAR CITY COUNCIL MEETING

ACTION MINUTES
August 16, 2022
PUBLIC ADDRESS – CLOSED SESSION 4:30 P.M.
4:30 P.M. CLOSED SESSION

1. Conference with Legal Counsel – Anticipated Litigation Pursuant to Government Code Section 54956.9 (d)(2). Three Matters.

2. Conference with Legal Counsel - Existing Litigation (4 matters). Authorized pursuant to Government Code Section 54956.9(d)(1):

City of American Canyon v. City of Vallejo, et al. (Napa Superior Court Case No. 22CV000772).

Russell Charpentier and William Baker v. City of Vallejo, et. al (Solano Superior Court Case No. not yet available).

In the Matter of Inspection and Order to Abate at 106 Wilson Way (APN: 058-370-002) (Napa Superior Court Case No. 22CV000850)

CALL TO ORDER
The meeting was called to order at 6:34 p.m.

PLEDGE OF ALLEGIANCE
The Pledge of Allegiance was recited.
14 ROLL CALL

Present: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington

Absent: None
Excused: None

PROCLAMATIONS AND PRESENTATIONS

AGENDA CHANGES
There were no agenda changes.

CONSENT CALENDAR
Action: Motion to adopt the Consent Calendar made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
15 6. Minutes of August 2, 2022
Action: Approved the minutes of the City Council meeting of August 2, 2022.

PUBLIC HEARINGS

Action: Motion to adopt Resolution 2022-74 approving a residential solid waste rate increase made by Councilmember Mark Joseph, seconded by Councilmember David Oro, and CARRIED by roll call vote.
16 Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None

BUSINESS

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None

14. Adoption of Labor Agreements, Salary Schedules and related documents.

Council received a staff report from Assistant City Manager Maria Ojeda. Mayor Garcia called for public comments. Written comments: none. Oral comments: None. The public comments period was closed.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Absent: None
Excused: None
Action: Motion to adopt Resolution 2022-76 of the City Council of the City of American Canyon revising the Unrepresented Compensation Program for at will managers, 17 confidential and part time/seasonal employees made by Councilmember David Oro, seconded by Councilmember Pierre Washington, and CARRIED by roll call vote.

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None

Ayes: Mayor Leon Garcia, Vice Mayor Mariam Aboudamous, Councilmember Mark Joseph, Councilmember David Oro, Councilmember Pierre Washington Nays: None
Abstain: None
18 Absent: None
Excused: None

MANAGEMENT AND STAFF ORAL REPORTS
There were no management and staff oral reports.

MAYOR/COUNCIL COMMENTS, COMMITTEE REPORTS, AND FUTURE AGENDA ITEMS
The mayor and council members announced items of community interest.

15. Council Committee Report - Councilmember Mark Joseph

16. Anticipated Future Agenda Items of Note:

Council reviewed anticipated future agenda items.

ADJOURNMENT
The meeting was adjourned at 8:21 p.m.

CERTIFICATION
Respectfully Submitted,
_____________________________________
Taresa Geilfuss, CMC, City Clerk
19 William D. Ross
David Schwarz
Kypros G. Hostetter
Law Offices of
William D. Ross
400 Lambert Avenue
Palo Alto, California 94306
Telephone: (650) 843-8080
Facsimile: (650) 843-8093
Los Angeles Office:
11420 Santa Monica Blvd
#25532
Los Angeles, CA 90025
File No: 199/6
August 17, 2022

VIA E-MAIL
The Honorable Leon Garcia, Mayor
and Members of the City Council
City of American Canyon
4381 Broadway, Suite 201
American Canyon, CA 94503
Re: Report Upon Return from Closed Session; Virtual Regular Meeting of the American Canyon City Council; August 16, 2022
Dear Mayor Garcia and Members of the City Council:

This communication sets forth reportable action, if any, of the City Council (“Council”) of the City of American Canyon (“City”), consistent with provisions of the Ralph M. Brown Opening Meeting Act (Government Code Section 54950, et seq.) resulting from the Closed Session of the Virtual Regular Council Meeting of August 16, 2022, consistent with Government Code Section 54957.1.

After convening in Open Session at 4:35 p.m. and ascertaining that there were no public comments on the agendized Closed Session matters, your Council adjourned to Closed Session at 4:35 p.m.

There were four matters agendized for City Closed Session consideration.

1. Conference with Legal Counsel – Anticipated Litigation Pursuant to Government Code Section 54956.9(d)(2)
Three Matters

2. Conference with Legal Counsel – Existing Litigation (4 Matters) Authorized Pursuant to Government Code Section 54956.9(d)(1):
a. City of American Canyon v. City of Vallejo, et al. (Napa County Superior Court Case No. 22CV000772)
b. Napa County Flood Control and Water Conservation District, Solano County Water Agency, and City of Yuba City v.
20 The Honorable Leon Garcia, Mayor
and Members of the City Council
August 17, 2022

Page 2 ends

California Department of Water Resources (Sacramento
County Superior Court Case No. 34-2022-0032338).
c. Russell Charpentier and William Baker v. City of Vallejo, et. al (Solano Superior Court Case No. not yet available).
d. In the Matter of Inspection and Order to Abate at 106 Wilson Way (APN: 058-370-002) (Napa Superior Court Case No.
22CV000850)

3. Conference with Labor Negotiators: Authorized Pursuant to Government Code Section 54957.6
Agency Designated Representatives: City Manager Jason Holley and Labor Counsel Sloan, Sakai, Yeung & Wong
Employee Organization: Teamsters

4. Conference with Real Property Negotiator: Authorized pursuant to Government Code Section 54956.8.

Property: APNs 058-320-015 (Right of Way at Napa Junction Road) Agency Negotiator: Jason Holley, City Manager
Negotiating Parties: City of American Canyon and Napa Valley Unified School District
Under Negotiation: Terms of Acquisition of Property
With respect to two of the matters considered under City Closed Session Agenda Item No.

1., there was no reportable action under the common law attorney-client privilege and that provided by Government Code Section 54956.9(d)(2).

With respect to the third matter considered under City Closed Session Agenda Item No. 1., there was reportable action in the form of direction to the City Clerk to ensure compliance with the Election Code Notice Provisions for Measure J and to confirm filing of those dates with the Napa County Election Official. Except as indicated, there was no other reportable action under the common law attorney-client privilege and that provided by Government Code Section 54956.9(d)(2)
With respect to City Closed Session Agenda Item No. 2.a., there was no reportable action under the common law attorney-client privilege and that provided by Government Code Section 54956.9(d)(1).

With respect to City Closed Session Agenda Item No. 2.b., there was reportable action in the form of the filing of a Complaint by the Napa County Flood Control and Conservation District (local agency in which the City is a contracted participant) on the Area of Origin issue with the 21 The Honorable Leon Garcia, Mayor
and Members of the City Council
August 17, 2022

Page 3 ends

State Department of Water Resources. Except as indicated there was no other reportable action under the common law attorney-client privilege and that provided by Government Code Section 54956.9(d)(1).

With respect to City Closed Session Agenda Item No. 2.c., this item was information only concerning the pleadings filed in the matter as of August 16, 2022.

With respect to City Closed Session Agenda Item No. 2.d., there was reportable action in the form of a Court ordered the extension of the involved Inspection Warrant from the effective date of August 22, 2022. Except as indicated, there was no other reportable action under the common law attorney-client privilege and that provided by Government Code Section 54956.9(d)(1).

With respect to City Closed Session Agenda Item No. 3., there was no reportable action under the provisions of Government Code Section 54957.6, with the exception of the indication that the matter was an Open Session Item under Open Session Business Item No. 14 – adoption of labor agreements, salary schedules and related documents.

With respect to City Closed Session Agenda Item No. 4., there was no reportable action with the exception of indicating that a revised Exchange Agreement has been prepared and exchanged between the City and the Napa Valley Unified School District (“NVUSD”) with prospective hearing dates for consideration by the NVUSD Board of August 25, 2022 and September 8, 2022.

Additionally, information was discussed concerning the Applicant filed Application with the NVUSD for the Oat Hill Development Project, confirming the amount of payment of school fees as $1,262.030.00. Except as indicated, there was no other reportable action under the common law attorney-client privilege and that provided by Government Code Section 54956.8.

The Closed Session concluded at 6:12 p.m., where it was indicated that a written report upon return consistent with Government Code Section 54957.1, would be prepared.

This communication should be reviewed under the Consent portion of the Agenda of your next Regular or Special City Council Meeting.

Should you have questions concerning this Report, it may be taken off the Consent calendar when agendized in the future, or our office may be contacted in the interim.

Very truly yours,
William D. Ross
City Attorney
22 The Honorable Leon Garcia, Mayor
and Members of the City Council
August 17, 2022

Page 4 ends

WDR:jf
cc: Jason B. Holley, City Manager
Maria Ojeda, Assistant City Manager
Taresa Geilfuss, City Clerk
23 CITY COUNCIL AGENDA
SEPTEMBER 6, 2022

STAFF REPORT

CONSENT
ITEM NUMBER: 7.

TITLE
Sanitary Sewer Management Plan (SSMP) Adoption

RECOMMENDATION
Adopt a Resolu*on of the City Council of the City of American Canyon adop*ng the Sanitary Sewer Management Plan (SSMP)

CONTACT
Felix Hernandez, III, Maintenance and Utilities Director Jay Atkinson, Operations Manager

BACKGROUND & ANALYSIS
On May 2, 2006, the California State Water Resource Control Board (SWRCB) adopted Statewide General Waste Discharge Requirements (WDR) Order No. 2006-003, for wastewater collec*ons systems. The Waste Discharge Requirement (WDR) requires all enrollees to develop a Sanitary Sewer Management Plan (SSMP)and make it available to the public, SWRCB, and the Regional Water Quality Control Board (RWQCB). The SSMP must be audited at least every two years and updated every five years from the original adop*on date by the enrollee's governing board. The original SSMP must have been approved by the governing board of the enrollee at a public mee*ng and adopted. All federal and state agencies, municipali*es, coun*es, districts, and other public en**es that own or operate sanitary sewer systems with piping greater than one mile in length are required to comply with the WDRs.

On October 25, 2006, the City filed a No*ce of Intent to comply with the terms of the order and originally cer*fied the SSMP on July 20, 2009. The order included eleven mandatory elements that must be addressed in the SSMP.

The SSMP elements describe the ac*vi*es the City will employ to manage, operate, and maintain the wastewater collec*on system effec*vely. Staff revised the plan in 2021 to meet compliance regulations and is recommending that City Council adopt the revised SSMP.

COUNCIL PRIORITY PROGRAMS AND PROJECTS
Infrastructure: "Develop and maintain infrastructure resources to support sustainable growth." 24 FISCAL IMPACT
No fiscal impact.

ENVIRONMENTAL REVIEW
15378(b) - The ac*on is not a "Project" subject to the California Environmental Quality Act ("CEQA") because it does not qualify as a "Project" under Public Resources Code Sec*ons 21065 and 21080 and in Section 15378(b) of Title 14 of the California Code of Regulations.

ATTACHMENTS:

1. Resolution - SSMP

2. Exhibit A - Sanitary Sewer Management Plan
25 RESOLUTION NO. 2022-

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF AMERICAN CANYON

ADOPTING THE SANTITARY SEWER MANAGEMENT PLAN (SSMP)
WHEREAS, On May 2, 2006, the California State Water Resource Control Board (SWRCB) adopted Statewide General Waste Discharge Requirements (WDR) Order No. 2006-003, for wastewater collections systems; and
WHEREAS, the Waste Discharge Requirement (WDR) requires all enrollees to develop a SSMP and make it available to the public, SWRCB, and the Regional Water Quality Control Board (RWQCB); and WHEREAS, the SSMP must be audited at least every two years and updated every five years from the original adoption date by the enrollee's governing board; and WHEREAS, on October 25, 2006, the City filed a Notice of Intent to comply with the terms of the order and originally certified the SSMP on July 20, 2009; and WHEREAS, the SSMP elements describe the activities the City will employ to manage, operate, and maintain the wastewater collection system effectively; and WHEREAS, on 2021 the Maintenance and Utilities Department staff revised the SSMP to meet compliance regulations.

NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of American Canyon hereby adopts the Sanitary Sewer Management Plan (SSMP).

PASSED, APPROVED and ADOPTED at a regularly scheduled meeting of the City Council of the City of American Canyon held on the 6th day of September, 2022 by the following vote:

AYES:

NOES:

ABSTAIN:

ABSENT:
____________________________
Leon Garcia, Mayor
ATTEST: APPROVE AS TO FORM:
____________________________ _____________________________ Taresa Geilfuss, CMC, City Clerk William D. Ross, City Attorney 26 SANITARY
SEWER

MANAGEMENT
PLAN
City of
American Canyon
Maintenance and
Utilities Department
2021 Version 2.0
27 Sanitary Sewer Management Plan City of American Canyon Page │ ii
28 Sanitary Sewer Management Plan City of American Canyon Page │ iii

TABLE OF CONTENTS
LIST OF FIGURES.......................................................................................................................................... vi LIST OF TABLES ........................................................................................................................................... vi LIST OF ACRONYMS..................................................................................................................................... vi LIST OF TERMS......................................................................................................................................... viii INTRODUCTION ........................................................................................................................................ xiii SYSTEM OVERVIEW .................................................................................................................................. xv

1. SSMP ELEMENT 1: GOALS ...................................................................................................................1

2. SSMP ELEMENT 2: ORGANIZATION.....................................................................................................3 Legally Responsible Official (LRO) ......................................................................................................3 MUD Director...................................................................................................................................3 Organization Chart.............................................................................................................................3 Maintenance and Utilities Department..............................................................................................3 Public Works / Engineering Department............................................................................................4 Maintenance and Utilities Position Descriptions and SSMP Responsibilities.......................................6 Chain of Communication for Reporting SSOs.....................................................................................7

3. SSMP ELEMENT 3: LEGAL AUTHORITY.................................................................................................9

4. SSMP ELEMENT 4: OPERATIONS AND MAINTENANCE...................................................................21 Collection System Mapping .............................................................................................................21 Preventive Operations and Maintenance Programs.................................................................23 Enhanced Cleaning Program ............................................................................................................25 Additional Equipment:.....................................................................................................................27 Lift Station Maintenance..................................................................................................................28 Rehabilitation and Replacement (R&R)Program...........................................................................31 CCTV Inspection Program ................................................................................................................32 Condition Assessment Methodology................................................................................................33 Rehabilitation and Replacement (R&R) Prioritization.......................................................................34 Short-Term Actions..........................................................................................................................37 Capital Improvement Program Development...................................................................................37 29 Sanitary Sewer Management Plan City of American Canyon Page │ iv
Capital Improvement Budgeting ......................................................................................................39 Training...........................................................................................................................................39 Equipment and Replacement Part Inventories..........................................................................41

5. SSMP ELEMENT 5: DESIGN AND PERFORMANCE PROVISIONS......................................................43 Standards for Installation, Rehabilitation andRepair................................................................43 Standards for Inspection and Testing of New and Rehabilitated Sewer.................................43

6. SSMP ELEMENT 6: OVERFLOW EMERGENCY RESPONSE PLAN ..........................................................45

7. SSMP ELEMENT 7: FOG CONTROL PROGRAM ...................................................................................47 Public Education ..............................................................................................................................47 FOG Disposal ...................................................................................................................................47 Legal Authority ................................................................................................................................47 GRD Installation and Maintenance Requirements............................................................................48 GRD Installation and Design Requirements......................................................................................48 GRD Maintenance Requirements.....................................................................................................48 FSE Record Retention Requirements................................................................................................49 FSE Inspections................................................................................................................................49 Enhanced Collection System Maintenance for FOG..........................................................................50 Source Control Measures.................................................................................................................50 Fog Hot Spots ..................................................................................................................................50

8. SSMP ELEMENT 8: SYSTEM EVALUATION AND CAPACITY ASSURANCE PLAN .........................53 Hydraulic Capacity Evaluation Process..........................................................................................53 Hydraulic Model Flow Distribution .............................................................................................54 Model Inputs.................................................................................................................................54 Flow Meter Data..............................................................................................................................55 Existing Conditions Hydraulic Model Scenario..................................................................................55 Future Conditions Hydraulic Model Scenario ...................................................................................56 Hydraulic Capacity Design Criteria ...................................................................................................57 Capacity Enhancement Measures.................................................................................................58 Infiltration and Inflow Reduction .....................................................................................................58 Schedule .........................................................................................................................................59 30 Sanitary Sewer Management Plan City of American Canyon Page │ v

9. SSMP ELEMENT 9: MONITORING, MEASUREMENT, AND PROGRAM MODIFICATIONS......................61 Maintain Relevant Information...................................................................................................61 Measure SSMP Element Effectiveness ..........................................................................................62 PM Program Assessment...............................................................................................................63 Update SSMP Program Elements ................................................................................................63 SSO Analysis....................................................................................................................................64

10. SSMP Element 10: PROGRAM AUDITS.........................................................................................65

11. SSMP Element 11: COMMUNICATION PROGRAM.............................................................................67 Communication with the Public..................................................................................................67 Communication with Tributary Systems ....................................................................................67 Appendix 2.0 – SSMP Contributing Authors and Positions............................................................................1 Appendix 4.0 – Pump Station Detail.............................................................................................................5 Appendix 4.1 – Sewer System Map ..............................................................................................................9 Appendix 4.2 – Sewer System Trunk Line Map...........................................................................................13 Appendix 4.3 – Sewer System Force Main and Pump Station Map .............................................................17 Appendix 4.4 – Sewer System Map by Pipe Type .......................................................................................21 Appendix 4.5 – Sewer System Condition Map ............................................................................................25 Appendix 4.6 – Sewer Cleaning Form.........................................................................................................29 Appendix 4.7 – Pump Station Wet Well Inspection Form ...........................................................................33 Appendix 4.8 – Sewer Lateral Inspection Form ..........................................................................................37 Appendix 4.9 – Sewer Hot Spot Form.........................................................................................................41 Appendix 5.0 – Sewer System Engineering Standards and Specifications...................................................45 Appendix 6.0 – Sanitary Sewer Overflow Emergency Response Plan (OERP) ..............................................61 Appendix 7.0 – Industrial Waste Permits..................................................................................................133 Appendix 7.1 – Industrial Waste Inspection Schedule ..............................................................................139 Appendix 7.2 – FOG Inspection Report.....................................................................................................143 Appendix 7.3 – Public Awareness Materials.............................................................................................147 Appendix 8.0 – Sewer System Master Plan...............................................................................................155 Appendix 9.0 – Key Performance Indicators (KPI).....................................................................................245 31 Sanitary Sewer Management Plan City of American Canyon Page │ vi

LIST OF FIGURES
Figure 1 - Organization Chart - Maintenance and Utilities 2021 ...................................................................5 Figure 2 - Organizational Chart - Public Works 2021.....................................................................................6

LIST OF TABLES
Table 1 - SSS WDR D.13 Required Elements xiii
Table 2 - Collection System Gravity Main Size Distribution xv Table 3 - Collection System Lift Stations xvi
Table 4 - Municipal Code Chapter 14.16 Sewer System Ordinance Codes 9 Table 5 - The Sewer System GIS Map Information 22
Table 6 - Typical Sewer Lift Station Pump Inspection/ Maintenance Activities 30 Table 7 - Capacity Ratings 35
Table 8 - CIP Prioritization Guidance for Severity 4 Defects 36 Table 9 - City of American Canyon Training Topics 40

LIST OF ACRONYMS
APWA American Maintenance and Utilities Association
ASCE American Society of Civil Engineers
BMP Best Management Practice
CASA California Association of Sanitation Agencies
CCTV Closed-Circuit Television
CIP Capital Improvement Program
CIPP Cured in place pipe (slip lining)
CIWQS California Integrated Water Quality System
CMMS Computerized Maintenance Management System
CMOM Capacity, Management, Operations, and Maintenance
CPC California Plumbing Code
32 Sanitary Sewer Management Plan City of American Canyon Page │ vii
CWEA California Water Environment Association
FOG Fats, Oils, and Grease
FSE Food Service Establishments
GIS Geographic Information System
GRD Grease Removal Device
I &I Infiltration and Inflow
KPI Key Performance Indicator
LRO Legally Responsible Official
MGD Million Gallons per Day
MOP Manual of Practice
MS4 Municipal Separate Storm Sewer System
NACWA National Association of Clean Water Agencies
NASSCO National Association of Sewer Service Companies
NGO Non-Government Organization
NOI Notice of Intent
NOV Notice of Violation
O&M Operations & Maintenance
OERP Overflow Emergency Response Plan
OES Office of Emergency Services, State of California
PACP Pipeline Assessment & Certification Program
PLSD Private lateral Sewer Discharge
PM Preventive Maintenance
POTW Publicly Owned Treatment Works
QA/QC Quality Assurance/Quality Control
R&R Rehabilitation or Repair/Replacement
33 Sanitary Sewer Management Plan City of American Canyon Page │ viii
RWQCB Regional Water Quality Control Board
SECAP System Evaluation and Capacity Assurance Plan
SOP Standard Operating Procedures
SSMP Sanitary Sewer Management Plan
SSO Sanitary Sewer Overflow
SSS Sanitary Sewer System
SSSWDR Statewide General WDR for Sanitary Sewer Systems SWRCB State Water Resources Control Board
USEPA United States Environmental Protection Agency
WDR Waste Discharge Requirements
WWC Wastewater Collection
WRF Water Reclamation Facility

LIST OF TERMS
Collection System- Generic termfor any systemof pipes orsewerlines used to convey wastewater to a treatment facility.

Enrollee - A public entity that owns or operates a sanitary sewer system and has submitted a complete and approved application for coverage under the SSS WDR.

Lateral(alsocalledService Lateral) - A segment of pipe that connects a homeor buildingto a sewer main, which may be located beneath a street or easement. The responsibility for maintaining a lateral can be solely that of the Enrollee or the private property owner; or it can be shared between the two parties. Local communities dictate lateral responsibility and the basis for a shared arrangement, if it applies. See Lower Lateral and Upper Lateral definitions.

Lower Lateral - That portion of a lateral from the property line or easement line to the sewer main. The lower lateral is owned and maintained by the City of American Canyon, if there is a cleanout installed on the lateral.

Miles of Gravity Sewer - Length of gravity sewer lines/pipes in an Enrollee's sanitary sewer system, expressed in miles.
34 Sanitary Sewer Management Plan City of American Canyon Page │ ix
MilesofPublicly OwnedLaterals- Lengthof lateralsinanEnrollee'ssanitary sewersystemthatthe Enrollee is responsible for maintaining, expressed inmiles.

Miles of Pressure Sewer (Miles of Force Main) - Length of pressurized sewer lines/pipes in an Enrollee's sanitary sewer system, expressed in miles or portions thereof.

MilesofPrivate Laterals- Length of private lateralstributary to an Enrollee'ssanitary sewersystem that private property owners are responsible for maintaining, expressed in miles or portionsthereof.

Percent Reaching Surface Water- Volume of sewage discharged from a sanitary sewer system or private lateral or collection system estimated to have reached surface water divided by the total volume of sewage discharged.

Percent Recovered - Volume of sewage discharged that was captured and disposed of properly, divided by the total volume of sewage discharged.

Private Lateral - Privately owned sewer service lateral. The City of American Canyon is not responsible for this portion of the lateral.

Private Lateral Sewage Discharge (PLSD) - Sewage discharges caused by blockages or other problems within privately owned laterals, collection systems or other private sewer assets that are tributary to the reporting Enrollee's sanitary sewer system. Reports of these events may be submitted by Enrollees on a voluntary basis, but are not the Enrollee's responsibility unless caused by issues in the main line or because of other Enrollee activity.

Sanitary SewerOverflow (SSO)- Any overflow,spill,release, discharge or diversion of untreated or partially treated wastewater from a sanitary sewer system. SSOs include:

I. Overflows orreleases of untreated or partially treated wastewater that reach waters of the United States;
II. Overflows or releases of untreated or partially treated wastewater that donot reach waters of the United States; and
III. Wastewater backupsintobuildings andon private property caused byblockages orflow conditions within the publicly ownedportion of a sanitary sewersystem.

Sanitary Sewer System - Any system of pipes, pump stations, sewer lines, or other conveyances, upstream of a WWTP head works and which is comprised of more than one mile of pipes and sewer lines, used to collect and convey wastewater to a publicly owned treatment facility. 35 Sanitary Sewer Management Plan City of American Canyon Page │ x
SSO Category 1- All discharges of sewage resulting from a failure in an Enrollee's sanitary sewer system that results in a discharge to a drainage channel and/or surface water.

SSOCategory 2-AII discharges of sewage resulting from a failure in an Enrollee's sanitary sewer system of a volume equal to or greater than 1,000 gallons that did notreach surface water.

SSOCategory 3- All discharges of sewage resulting from a failure in anEnrollee'ssanitary sewersystem of a volume less than 1,000 gallons that did not reach surface water.

SSODatabase - Online reporting system developed, hosted, andmaintained by the SWRCB for compliance with the Monitoring and ReportingProgram contained in SSS WDR.

Storm Drain - For the purposes of complying with the SSS WDR, any pipe that is part of a Municipal Separate Storm Sewer System (MS4) used for collecting or conveying storm water.

Total# of SSOs per 100 miles of Sewer per Year- Broad metric used to compare the relative performance of Enrollees and their sanitary sewer systems. This metric expresses the number of SSOs for which the reporting Enrollee is responsible, for every 100 miles of pipe or sewer lines in an Enrollee's sanitary sewer system. Due to the large variation in facility specific characteristics, this metric should only be viewed as a rough comparison of the operation and maintenance performance of Enrollees and their sanitary sewer systems. This metric is calculated as described below:

Total# of SSOs per year / 100 miles of pipe= (Total # of SSOs x 100) (Miles of Pressure Sewer+ Miles of Gravity Sewer)
TotalVolumeofSSOsReachingSurfaceWaterper100milesofSewer-Broadmetricusedtocompare the relative performance of Enrollees and their sanitary sewer systems. This metric expresses the volume of SSOs,for which the reportingEnrollee isresponsible,that reached surface waterfor every 100milesofpipe orsewerlinesin anEnrollee'ssanitary sewersystem.Because sewagedischargesthat reach surface water pose a greater threat to public health and the environment, this metric reflects some accounting of the threat posed by SSOs. Due to the large variation in facility specific characteristics, this metric should only be viewed as a rough comparison of the operation and maintenance performance of Enrollees andtheir sanitary sewersystems. Thismetric is calculated as described below:

Total Annual Volume of SSOs Reaching Surface Waters/ 100 miles of pipe= (Total volume of SSOs reaching Surface Waters x 100)
36 Sanitary Sewer Management Plan City of American Canyon Page │ xi
(Miles of Pressure Sewer + Miles of Gravity Sewer)
TotalVolumeReachingSurfaceWater-Amount ofsewagedischargedfromasanitarysewersystem, private lateral, or collection system estimated to have reached surface water.

Total Volume Recovered -Amount of sewage discharged that was captured and disposed of properly.

Upper Lateral - Portion of a lateral usually from the building foundation to the property line or easement line where it connectsto the Lower Lateral. TheCity does not own andmaintain thisportion of lateral since responsibility lies with the owner of the property that the lateralserves.

WDID - Waste Discharge Identification Number assigned as a unique identifier by the SWRCB to each Enrollee for regulatory recordkeeping and data management purposes. 37 Sanitary Sewer Management Plan City of American Canyon Page │ xii
38 Sanitary Sewer Management Plan City of American Canyon Page │ xiii

INTRODUCTION
On May 2, 2006, the California SWRCB adopted Statewide General Waste Discharge Requirements (WDR) Order No. 2006-003, for wastewater collection systems. The WDR requires all enrollees to develop a Sanitary Sewer Management Plan (SSMP) and make it available to the public, to the SWRCB, and the RWQCB. The SSMP must be audited at least every two (2) years and updated every five (5) years from the original adoption date by the Enrollee's governing board. The original SSMP must have been approved by the governing board of the enrollee at a public meeting and adopted. All federal and state agencies, municipalities, counties, districts, and other public entities that own or operate sanitary sewer systems with piping greater than one mile in length are required to comply with the WDRs. The City filed a NOI to comply with the terms of the Order on October 25, 2006 and originally certified the SSMP on July 20, 2009.

The Order includes eleven (11) mandatory elements that must be addressed in the SSMP. The SSMP elements describe the activities the City will employ to manage, operate, and maintain the wastewater collection system effectively.

Table 1 briefly summarizes the WDR elements. Appendix 1 shows the exact text of each WDR element requirements.

TABLE 1 - SSS WDR D.13 REQUIRED ELEMENTS
SSMP Element Requirements

1. Goals a) Develop goals for operation and maintenance of SSS

2. Organization a) Identify the Legally Responsible Official (LRO) b) SSMP responsibility and staff organization chart
c) Chain of communication for reporting SSOs

3. Legal Authority a) Prevent illicit discharges intoSSS b) Require proper design and construction of SSS components c) Ensure accessto laterals owned/maintained by City
d) Limit the discharge of FOG or other debris that may cause blockages e) Enforce violations of sewer ordinance

4. Operations and
Maintenance
Program
a) Maintain up-to-date collection system maps
b) Schedule, conduct, and document preventive O&M activities c) Condition assessment, rehabilitation and replacement (R&R) plan d) Training for SSS O&M staff
e) Maintain adequate equipment and critical replacement partinventory 39 Sanitary Sewer Management Plan City of American Canyon Page │ xiv

5. Design and
Performance
Provisions
a) Maintain SSS design and construction specifications
b) Procedures andstandardsfor inspecting andtestingnewconstruction and R&R projects

6. Overflow
Emergency
Response Plan
(OERP)
a) Proper notification procedures for SSOs
b) Program for appropriate SSO response
c) Procedure for prompt notification to regulatory agencies d) Appropriate staff and contractor training for OERP execution e) Procedures to address emergency operations during SSOs f) Proceduresto ensurecontainmentofSSOsto preventdischargeto surface watersincluding water quality monitoring when required

7. Fats, Oils, and
Grease (FOG)
Control Program
a) Public education planto promote proper disposal of FOG b) FOG disposal plan
c) Legal authority to prohibit discharge of FOG
d) Requirements to install and maintain grease removal devices e) Authority to inspect and enforce FOG ordinance
f) FOG characterization assessment and hot spot cleaning schedule g) FOG source control program measures

8. System Evaluation
and Capacity
Assurance Plan
{"SECAP")
a) Develop SSS hydraulic model and identify capacity
b) deficiencies Establish SSS hydraulic design criteria c) Establish short- and long-term CIP for capacity enhancement measures d) Develop schedule of completion dates for projects

9. Monitoring,
Measurement and
Program
Modifications
a) Maintain records and information for SSMP
b) activities Measure effectiveness of SSMP
c) elements and programs Assess success of the preventative maintenance program
d) Update SSMP program elements based on performance evaluations e) Identify and illustrate SSO trends

10. SSMP Program
Audits
a) Conduct periodic SSMP audits

11. Communications
Program
a) Communicate ona regularbasiswiththe public regarding SSMP development, implementation, andperformance
40 Sanitary Sewer Management Plan City of American Canyon Page │ xv

SYSTEM OVERVIEW
The City of American Canyon (City) Maintenance andUtilityDepartment operateandmaintain a total of 34 miles of collection system gravity main piping,five (5) liftstations, and 4.4miles of force main. The lift stations' capacities range fromunder 200GPM to approximately 6MGD. The table below summarizesthe distribution of gravitymain sizesthroughoutthe collection systemas of 2020.

TABLE 2 - COLLECTION SYSTEM GRAVITY MAIN SIZE DISTRIBUTION Pipe Size
(inch)
Total Length
(LF)
4 278
6 57,323
8 158,359
10 23,646
12 29,862
14 1,103
15 11,316
21 1,078
24 925
(Lineal Feet)
(Miles)
283,891
54 An overview map of the City's Sewer Collection System can be found in Appendix 4.1 An overview of the City’s larger Trunk Line Map is in Appendix 4.2 A Pump Station and Force Main Map is in Appendix 4.3
A map of all underground pipe type detail in Appendix 4.4 2021 underground facilities condition map is in Appendix 4.5 41 Sanitary Sewer Management Plan City of American Canyon Page │ xvi
Our largest pump station is Building E, located at the current Corporation Yard for the City of American Canyon.

Building E serves mainly residential flows from the southern half of the city to South Napa Jct. With a commercial area on Hwy 29 from southern city limit to South Napa Jct. A 15-inch trunk line on West American Canyon road was replaced in 2010, from Hwy 29 to Building E. Kimberly Lift Station is on the south west corner of the city, which serves 118 residents. Built in 2001 as part of a sub-division, this lift station is served by Building E. The force main from Building E to the WRF was replaced on 2006/07. Sunset pump station ties into the same force main. Installed in 2003, this pump station takes care of all the residential flow on the north half of the city as well as a commercial area on Hwy 29 between South Napa Jct. and Paoli Loop.

We have two pump stations that are served by industrial flow only. On the northern half of the city, Green Island pump station is served by the whole Green Island business park and along Hwy 29 north to South Kelly road. This is one of our older facilities and is scheduled to be completely replaced with a new pump station a few hundred feet north of the existing station. The smaller of the two commercial pump stations, Tower Road pump station is served by Tower Road, South Kelly road and Devlin road. This pump station is also scheduled to be replaced as this station is just as old and not needed once development in the area is complete. Flows will go to the new Green Island pump station. The same developer is working on both pump stations with 90% plans complete stage. A section of force main has also been relocated to allow for development in the area. With a plan to replace all old sections of force main that these two pump stations serve.

Table 3 – Collection System Pump Stations
Pump bypass, attached Diesel generator and 6 inch portable pump available.

Industrial:

Lift Station:
2 pumps. New pump station is currently under construction and slated to replace the old Green Island pump station in 2022.

Pump bypass, attached Diesel generator. Portable pump available.

City of American Canyon Pump Station and Lift Station Details Resiliency:

Tower road
Green Island rd.

Sunset
Kimberly
Building E
(corpyard)
Resiliency:

Resiliency:

Resiliency:
2 pumps, constructed in 2001/02, the lift station serves about 200 homes and is gravity fed to Building E pump station.

Pump bypass, attached Diesel generator and 6 inch portable pump available. Has the ability to bypass 80-90% of flows to Building E.

Pump bypass, attached Diesel generator and 6 inch portable pump on site. 3 pumps. The lowest flow of our Pump Stations. Slated to be eliminated in the next few years once a gravity main installed downstream.
2 pumps. Newest pump station constructed in 2003.
4 pumps. The largest of our pump stations, approx. 75% of city's residential flows.

Currently part of a CIP, in conjunction with the Watson Ranch development.

Resiliency: Pump bypass, portable generator and portable pump available.

Residential:
42 Sanitary Sewer Management Plan City of American Canyon Page │ 1

1. SSMP ELEMENT 1: GOALS
The City of American Canyon recognizes that the sewer collection system is a key component of its Maintenance and Utility Division (MUD) and is committed to providing responsible and reliable service to the community through a comprehensive maintenance and operations program. The City has therefore implemented a sewer collection system maintenance program, which is intended to accomplish the following:

The City of American Canyons main goal is to protect public health and the environment. This is done through multiple programs such as cleaning, inspections, repairs, engineering and public outreach. This is done by minimizing sanitary sewer overflows and blockages by maintaining a clean collection system with the use of our VacCon jetter truck. Inspecting the collection system through CCTV and checking manholes and other structures to identify problem areas before they fail. Assuring our collection system meets current and future demand through hydraulic modeling and engineering. Reaching out to the public, in multiple avenues, to educate about our FOG program, wipes and local collection system issues. Through our pre-treatment program that inspects food service, dentistry and other commercial contributors on a scheduled and unscheduled basis, will minimize impacts on the collection system and WRF. Through outreach and pre-treatment inspections we will be minimizing contributing factors that would normally add our collection system issues. 43 Sanitary Sewer Management Plan City of American Canyon Page │ 2
44 Sanitary Sewer Management Plan City of American Canyon Page │ 3

2. SSMP ELEMENT 2: ORGANIZATION

LEGALLY RESPONSIBLE OFFICIAL (LRO)
The City's legally Responsible Officials (LROs) are authorized to electronically sign and certify SSO reports in CIWQS. The City's LROs are:

MUD DIRECTOR
• WRF Operations Manager
In addition to the LRO, the City’s Data Submitters are authorized to input all data and reports that are ready for certification by the LRO. Data Submitters are:
• Sewer Collections Supervisor
• Water Distribution Supervisor

ORGANIZATION CHART
Appendix 2.1 defines the responsible party for each SSMP element, including names and telephone numbers.

MAINTENANCE AND UTILITIES DEPARTMENT
The Maintenance and Utilities Department is responsible for the maintenance of the City's infrastructure and is responsible for safe and reliable delivery of water as well as proper conveyance and treatment of wastewater. Responsibilities include maintenance and operation of the potable water system (including production, treatment, storage and distribution), and operation of the wastewater system (including pumping stations and the City's Wastewater Reclamation Facility). Provides engineering review and inspection of the utility portion of public improvements, for new development projects and for public capital improvement and replacement projects.

The Wastewater Division has primary responsibility for operation and maintenance of the WRF, the Sewer collection system, water quality sampling and analysis, the SCADA communication system and inspection of commercial and industrial dischargers to ensure compliance with the City's sewer ordinances.

The Wastewater Division’s Sewer Department takes primary responsibility for the gravity sewer collection systempiping, as well as responsibilities for operation and maintenance of the City's sewer lift stations 45 Sanitary Sewer Management Plan City of American Canyon Page │ 4
and WRF. The Sewer Department is responsible for planning and execution of the sewer collection system cleaning and CCTV inspection programs and works with engineering in construction projects.

Figure 1 shows the organization chart for the City of American Canyon Maintenance and Utilities Department and Engineering Department.

PUBLIC WORKS / ENGINEERING DEPARTMENT
The Engineering Division consists of engineers, inspectors, environmental specialist, administrative technician as well as Streets and Drainage Supervisor and Maintenance workers. Responsibilities include implementing the City's Capital Improvement Program (CIP) and interacting on behalf of the City with outside agencies and reviewing land development projects. Other responsibilities include maintaining and updating the City's standard plans and specifications; inspections; issuance and administration of permits, licenses and agreements; flood plain administration; traffic engineering; surveying; and customer service related to public utilities, property development and public right-of-way issues.

The Engineering Department is responsible for development of the City's infrastructure. Responsibilities include design and construction of public streets (including sidewalks, street and traffic signs, and pavement markings), water system distribution, sewer collection, and storm drain systems. The Department also provides engineering review and inspection of public improvements for new development projects and for public capital improvement and replacement projects.
46 Sanitary Sewer Management Plan City of American Canyon Page │ 5
FIGURE 1 - ORGANIZATION CHART - MAINTENANCE AND UTILITIES 2021 Administrative Technician
Administrative Clerk II
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Supervisor
Parks
Fleet Mechanic
Bldg. Maint. Worker
P.W. Superindendent
Plant Operator I/II/III
Plant Operator I/II/III
Plant Operator I/II/III
Plant Apprentice
Plant Apprentice
Plant Maint. Mechanic I/II
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Supervisor
Water Distribution
Water Systems Manager
Plant Operator I/II/III
Plant Operator I/II/III
Plant Operator I/II/III
Plant Apprentice
Lab Analyst
Env. Specialist I/II/III
Plant Maint. Mechanic I/II
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Supervisor
Sewer Collections
Wastewater Operations Manager
Maintenance and Utilities Director
47 Sanitary Sewer Management Plan City of American Canyon Page │ 6
FIGURE 2 - ORGANIZATIONAL CHART - PUBLIC WORKS 2021
Administratvie Technician Administrative Clerk I (0.5 FTE) Consultants
Engineer III
Engineer II
Engineering Technician II
Sr. Civil Engineer Environmental Specialist
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maintenance Worker I/II/III
Maint. Supv. - Streets/Drainage
Public Works Director /City Engineer
DBE Liaison

MAINTENANCE AND UTILITIES POSITION DESCRIPTIONS AND SSMP RESPONSIBILITIES General descriptions of each position and SSMP-specific responsibilities are listed below:

Maintenance and UtilitiesDirector:Establishespolicies;plansstrategy;approves capitalimprovement projects; authorizes outside contractors to perform services; and serves as the public information officer.

Administrative Clerk: Performs clerical and organizational tasks, assists with FOG control program public outreach.

WRF Operations Manager: Responsibleforplanningandresourceallocationforthe sewer collection system cleaning and CCTV inspection programs. Responsible for overseeing execution of the City's Overflow Emergency Response Plan and conducting the training program for all Foreman and Utility Workers. 48 Sanitary Sewer Management Plan City of American Canyon Page │ 7
Maintenance Supervisor:Executesanddocumentsscheduledpreventativemaintenancetasks.Responds to emergency repairs and SSOs; generates work orders for repairs and other services; maintains data/records; answers service request calls and relays information to the Operations Manager. Performs SSO incident investigation, communications as appropriate; and delivers the completed SSO report to the Water/Wastewater Operations Manager.

Maintenance and Utilities Worker, I/II/III: Executes and documents scheduled preventative maintenance tasks.

Responds to emergency repairs and SSOs. Identifies sewer collection system mapping updates required. Performs collection system maintenance related traffic control, as well as marking out utilities.

WRF Operator I/II/III: Maintains the WRF, keeps it in compliance, efficiently operated and comprehensive records kept.

Plant Mechanic: Performs most repairs at the WRF, pump stations and WTP.

Laboratory Technician: Schedules compliance sampling for regulatory reporting.

OIT: Operator in training. For all utility workers to help out on multiple levels. To assist Wastewater operators with plant operations. To assist collections system crew as needed.

Engineering Director:Supervisesdevelopmentprojectsandsystems;reviewsand approves plans for new construction and ensures adherence to the City's design and construction standards.

SeniorCivilEngineer: Conductsplanreview,responsiblefor keepingtheCity'sdesign and construction standards up to date. Develops and updates the City's overall Capital Improvement Plan, including budgeting and prioritization of projects. Ensures that sewer collection system defects identified through the CCTV inspection program are adequately addressed in the Capital Improvement Plan.

Engineering Technician: Supports work directed by Engineering Director` and Senior Civil Engineer.

Maintenance and UtilitiesInspectors: Conduct review andinspection of newconstruction to ensure compliance with the City's design and construction standards and approved plans

CHAIN OF COMMUNICATION FOR REPORTING SSOS
TheMaintenance and UtilitiesMaintenanceDivisionperformSSO responseanddocumenteachincidentas indicatedintheOERP(Appendix6.1).Uponcompletionofthe chain of custody, the report is delivered to the Water/Wastewater Operations Manager.
49 Sanitary Sewer Management Plan City of American Canyon Page │ 8
The Water/Wastewater Operations Manager or designee reviews the SSO report/checklist, and contacts the Maintenance and Utilities Crew for additional information if necessary. If there is an SSO backup into a home or a business, the documentation is sent to the City Administrative Specialist. The Wastewater Operations Manager completes the Collection System Failure Analysis Form, enters SSO data into CIWQS, and will complete the chain of custody.

Related Appendices
Appendix 2.0 - SSMP Contributing Authors and Positions
Appendix 6.0 - Sanitary Sewer Overflow Emergency Response Plan (OERP) 50 Sanitary Sewer Management Plan City of American Canyon Page │ 9

3. SSMP ELEMENT 3: LEGAL AUTHORITY
Table 4 – Municipal Code Chapter 14.16 Sewer System Ordinance Codes Chapter 14.16 SEWER USE REGULATIONS
Municipal
Code
Ordinance
Number
Section Title Description

14.16.010 (Ord. 98-07 § 2,
1998; Ord. 93-01 §
503.01, 1993)
City may deny
new or increased
contributions of
pollutants.

Authorizes the City to deny or condition new or
increased contributions of pollutants, or changes in the nature of pollutants, to the POTW by industrial users
when contributions do not meet applicable
pretreatment standards and requirements or when
contributions would cause the POTW to violate its
discharge permit.

14.16.020 (Ord. 98-07 § 2,
1998; Ord. 93-01 §
503.02, 1993)
Industrial users—
Must comply
with
pretreatment
standards.

Requires all industrial users be in consistent compliance with applicable pretreatment standards and
requirements.

14.16.030 (Ord. 98-07 § 2,
1998; Ord. 93-01 §
503.03, 1993)
Discharge permit
elements
Requires every significant industrial user and any other industrial user deemed necessary by the City be issued
a permit.

14.16.040 (Ord. 98-07 § 2,
1998; Ord. 93-01 §
503.04, 1993)
Compliance
schedule
May require a compliance schedule from any industrial
user for the installation of technology required to meet applicable pretreatment standards and requirements.

14.16.050 (Ord. 98-07 § 2,
1998; Ord. 93-01 §
503.05, 1993)
Right of entry Permits City representatives to enter all properties served by the city for the purposes of inspection,
surveillance, observance, and monitoring procedures
51 Sanitary Sewer Management Plan City of American Canyon Page │ 10

14.16.060 Ord. 98-07 § 2,
1998; Ord. 93-01 §
503.06, 1993
Remedies for
noncompliance.

The City may obtain remedies for noncompliance by
any industrial user with any pretreatment standard and
requirement.

14.16.070 Ord. 98-07 § 2,
1998; Ord. 93-01 §
504.00, 1993
Discharge
permits
Lists the primary parameters and requirements that
encompass discharge permits.

14.16.080 Ord. 2004-09 § 1,
2004; Ord. 98-07 §
2, 1998; Ord. 93-
01 § 55.01, 1993
Acceptable
wastes—
Domestic and
industrial
sanitary sewage
Requires the physical, chemical and biological
characteristics of domestic sanitary sewage be based
on the daily composite average of the discharge and
conform to the set limits.

14.16.090 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.00, 1993
Prohibited
wastes
Prohibits the discharge of any water or wastewater into public sewers outlined in Sections 706.01 through
706.04.3.

14.16.100 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.01, 1993
Sewer use
prohibitions
Prohibits the discharge of any pollutant(s) that could
cause pass through or interference into the POTW.

14.16.110 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.02, 1993
Application of
most stringent
limitation
Applies the most stringent regulations or standards:
federal, state, regional or local.

14.16.120 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.1, 1993
Specific
prohibitions—
Fire or explosion
hazard
Prohibits pollutants that could create a fire or explosion hazard in the POTW, or pollutants with a closed-cup
flashpoint of less than one hundred forty degrees
Fahrenheit (sixty degrees Celsius).
52 Sanitary Sewer Management Plan City of American Canyon Page │ 11

14.16.130 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.2, 1993
Specific
prohibitions—
Corrosive
materials
Prohibits any waste having a pH lower than 5.0 or
having any other corrosive property capable of causing
damage or hazard to City structures, equipment or
personnel.

14.16.140 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.3, 1993
Specific
prohibitions—
Obstructions
Prohibits solids or viscous substances capable of
causing obstruction to the flow in sewers, which could
interfere with the proper operation of the sewer
system.

14.16.150 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.4, 1993
Specific
prohibitions—
Pollutant causing
interference
Prohibits any pollutant, including oxygen demanding
pollutants from being discharged at a flow rate and/or
pollutant concentration that causes interference with
the POTW.

14.16.160 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.5, 1993
Specific
prohibitions—
Temperature
Prohibits heat that inhibits biological activity in the POTW resulting in interference, or heat that exceeds
forty degrees Celsius (one hundred four degrees
Fahrenheit).

14.16.170 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.6, 1993
Specific
prohibitions—
Mineral oil
Prohibits discharges containing petroleum oil,
nonbiodegradable cutting oil, or products of mineral
origin in amounts that cause interference or pass
through.

14.16.180 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.7, 1993)
Specific
prohibitions—
Noxious and
malodorous
substances
Prohibits noxious or malodorous substances that may
result in toxic gases, fumes, or vapors in a quantity
capable of causing a public nuisance or worker health
and safety problems.
53 Sanitary Sewer Management Plan City of American Canyon Page │ 12

14.16.190 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.8, 1993
Specific
prohibitions—
Limitations on
point of
discharge
Prohibits discharge of any substances directly into a
manhole or other opening in a public sewer, other than
through an approved building without a wastewater
discharge permit.

14.16.200 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.03.9, 1993
Specific
prohibitions—
Pass through
Prohibits discharges that would exit the POTW into
waters of the United States in quantities or
concentrations that could cause a violation of any
requirement of the POTW’s NPDES permit.

14.16.210 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.04.1, 1993
Local limits—
Discharge limit
development
Requires the City to continually develop and enforce
the local limits.

14.16.220 Ord. 2004-09 § 2,
2004; Ord. 98-07 §
2, 1998; Ord. 93-
01 §§ 506.04.2,
506.04.3, 1993
Local limits—
Toxic substances
Prohibits discharges containing a toxic or poisonous
substance in sufficient quantities to injure or interfere with or create any hazard in the sewage treatment
process, effluent quality, sludge quality, or receiving water quality.

14.16.230 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.1, 1993
General
prohibitions—
Rainwater or
uncontaminated
water
Prohibits discharges of rainwater, stormwater,
groundwater, street drainage, subsurface drainage,
water from yard fountains, ponds or lawn sprays or any
other uncontaminated water into any sanitary sewer
facility.

14.16.240 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.2, 1993
General
prohibitions—
Groundwater
from cleanup
projects
Prohibits discharges from spill cleanups, leaking
underground storage tanks, monitoring wells or similar
sources without a discharge permit issued by the City.
54 Sanitary Sewer Management Plan City of American Canyon Page │ 13

14.16.250 Ord. 98-07 § 2,
1998; Ord. 9301 §
506.05.3, 1993
General
prohibitions—
Cooling water
and swimming
pool drainage
Prohibits discharges containing uncontaminated
cooling or swimming pool drainage unless special
permission has been granted by the city manager.

14.16.260 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.4, 1993
General
prohibitions—
Garbage
Prohibits any garbage except properly shredded
garbage from dwellings or restaurants that prepare
food and beverages for consumption.

14.16.270 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.5, 1993
General
prohibitions—
Suspended solids
Prohibits industrial process wastewater containing
suspended solids that requires unusual attention or
expense from the POTW.

14.16.280 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.7, 1993
Pretreatment
sludges—
Nondegradable
wastes
Prohibits discharges containing substances which are
not treatable or that cause the treatment plant effluent to fail to meet any discharge requirements established
by the State or the US.

14.16.290 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.8, 1993
Pretreatment
sludges—
Chemical
pesticides and
similar toxicants
Prohibits discharges of chlorinated hydrocarbon,
organo-phosphate or similar chemical compounds used
as pesticides unless specifically approved in a
wastewater discharge permit.

14.16.300 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.9, 1993
Pretreatment
sludges—
Oxidizing and
reducing agents
Prohibits discharge of strong oxidizing and reducing
agents at concentrations exceeding 5 milligrams/liter,
except by a special wastewater discharge permit.

14.16.310 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.10, 1993
Pretreatment
sludges—
Prohibits discharge of any radioactive wastes unless
specific conditions are met.
55 Sanitary Sewer Management Plan City of American Canyon Page │ 14
Radioactive
wastes

14.16.320 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.11, 1993
Pretreatment
sludges—
Hospital wastes
Prohibits specific discharges from Hospitals, clinics,
offices of medical doctors and convalescent homes.

14.16.330 Ord. 98-07 § 2,
1998; Ord. 93-01 §
506.05.12, 1993
Pretreatment
sludges—
Unusual waste
concentrations
Prohibits discharge of unusual wastes that could cause
unusual concentrations of suspended solids, a
significant load on the plant, excessive discoloration, foaming, or interference.

14.16.340 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.00, 1993
Restricted waste
discharges
Requires city manager approval of commercial or
industrial discharges which may result in excessive
operational costs, maintenance of sewage collection, or treatment facilities.

14.16.350 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.01, 1993
Pretreatment Requires pretreatment for incompatible pollutants discharged at each industrial plant site to the public
sewer to be consistent with Federal Categorical
Pretreatment Standards.

14.16.360 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.02, 1993
Flow control Requires limitations of discharge volume and flow rate into the sewer system to limit and equalize extreme
flow and waste concentration.

14.16.370 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.03, 1993
Surcharge
payment
Requires payment in an amount established by the
council to cover the added cost of handling and treating wastes.

14.16.380 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.04, 1993
Damage caused
by discharge
Authorizes the City to assess a reasonable charge for
the work required to clean or repair a City facility when the discharge of a commercial waste causes an
56 Sanitary Sewer Management Plan City of American Canyon Page │ 15
obstruction, damage or other impairment to the
sewage system.

14.16.390 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.05, 1993
Limitations of
discharge
quantity and rate
of discharge
Authorizes the City to limit the quantity and rate of
discharges, when the capacity of the sewer system
would be overtaxed by the discharge, or the discharge
would impose a disproportionate cost on the operation
of the sewer system.

14.16.400 Ord. 98-07 § 2,
1998; Ord. 93-01 §
507.06, 1993
Disposal of
unacceptable
wastes
Requires wastes to be disposed in accordance with all
applicable federal, state and local laws, regulations, and ordinances.

14.16.410 Ord. 98-07 § 2,
1998; Ord. 93-01 §
508.01, 1993
Hauled wastes—
Septic tank
pumpage
discharges
Prohibits the direct or indirect discharge of septic tank pumpage to the POTW.

14.16.420 Ord. 98-07 § 2,
1998; Ord. 93-01 §
508.02, 1993
Hauled wastes—
Holding tank
waste
Prohibits the discharge of holding tank waste or barrel waste, storage tanks, or similar containers into the
sewer system without a City permit.

14.16.430 Ord. 98-07 § 2,
1998; Ord. 93-01 §
508.03, 1993
Hauled wastes—
RCRA wastes
Prohibits discharge of any hazardous waste transported
to the POTW including truck, rail, or dedicated pipe that can subject the POTW to any RCRA hazardous waste
requirements.

14.16.440 Ord. 98-07 § 2,
1998; Ord. 93-01 §
509.00, 1993
National
pretreatment
standards—
Categorical
standards.

Establishes federal categorical pretreatment standards
for applicable industrial users.
57 Sanitary Sewer Management Plan City of American Canyon Page │ 16

14.16.450 Ord. 98-07 § 2,
1998; Ord. 93-01 §
510.00, 1993
Removal credits Prohibits granting removal credits to any indirect dischargers within the city service area.

14.16.460 Ord. 98-07 § 2,
1998; Ord. 93-01 §
511.00, 1993
Procedures—
Outlined
Outlines the POTW pretreatment program procedures.

14.16.470 Ord. 98-07 § 2,
1998; Ord. 93-01 §
512.00, 1993
Other
implementing
provisions—
Outlined
Outlines additional POTW pretreatment program
provisions.

14.16.480 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.01, 1993
Reporting
requirements—
Baseline
monitoring
report
Outlines the baseline monitoring report requirements
and procedures.

14.16.490 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.02, 1993
Reporting
requirements—
Reports on
progress in
meeting
compliance
schedules
Outlines the specific requirements of compliance
schedule progress reports.

14.16.500 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.03, 1993
Reporting
requirements—
Report on final
compliance
(ninety-day
report)
Outlines the specific requirements of a final compliance (ninety-day report).
58 Sanitary Sewer Management Plan City of American Canyon Page │ 17

14.16.510 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.04, 1993
Reporting
requirements—
Periodic reports
on continued
compliance
Outlines the specific requirements of periodic reports
on continued compliance.

14.16.520 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.05, 1993)
Reporting
requirements—
Notice of slug
loading
Requires industrial users to notify the City immediately of any slug loadings.

14.16.530 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.06, 1993
Reporting
requirements—
Monitoring and
analysis reports
Outlines the specific requirements for monitoring and
analysis reports.

14.16.540 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.07, 1993
Reporting
requirements—
Reports required
by
noncategorical
industries
Requires significant noncategorical industrial users to sample their effluent at least once every six months
and submit the results to the City. The report would not be required if the City elects to perform the sampling
and analysis.

14.16.550 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.08, 1993
Reporting
requirements—
Annual POTW
reports.

Requires that the POTW submit an annual
pretreatment report. Lists the items that must be
included in the annual pretreatment report, at a
minimum.

14.16.560 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.09, 1993
Reporting
requirements—
Notification of
changed
discharge
Requires all industrial users to notify the City in
advance of any waste discharge changes, including
hazardous wastes.
59 Sanitary Sewer Management Plan City of American Canyon Page │ 18

14.16.570 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.10, 1993
Reporting
requirements—
Signatory
requirements for
industrial user
reports.

Requires all reports to include the City’s certification statement and to be signed by an authorized
representative of the industrial user. Lists the
requirements to be identified as an authorized
representative.

14.16.580 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.11, 1993
Reporting
requirements—
Provisions
governing fraud
and false
statements
The reports required in 40 CFR 403.12 are subject to
the provisions of 18 U.S.C. 1001 relating to fraud and
false statements and the provisions of Section 309(c)(2) of the Act governing false statements, representations
or certifications in reports required under the Act.

14.16.590 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.12, 1993
Reporting
requirements—
Recordkeeping
requirements
Requires industrial users to maintain all information
from monitoring activity records. Requires industrial
users to retain any monitoring activity and results
records for at least 3 years.

14.16.600 Ord. 98-07 § 2,
1998; Ord. 93-01 §
514.13, 1993
Reporting
requirements—
Hazardous waste
notification
Requires industrial users to notify the EPA, the state
and the City within one hundred eighty days of the
domestic sewage study (DDS) regulations effective date
of Hazardous waste discharges.

14.16.610 Ord. 98-07 § 2,
1998; Ord. 93-01 §
515.00, 1993
Variances Requires that a request for variances from categorical pretreatment standards for fundamentally different
factors be made in accordance with 40 CFR 403.13.

14.16.620 Ord. 98-07 § 2,
1998; Ord. 93-01 §
516.00, 1993
Confidentiality Specifies the confidentiality rights of submitters to the Environmental Protection Agency, the State, or the
City.
60 Sanitary Sewer Management Plan City of American Canyon Page │ 19

14.16.630 Ord. 98-07 § 2,
1998; Ord. 93-01 §
517.00, 1993
Net/gross
calculation
Allows Categorical pretreatment standard adjustments
when the presence of pollutants in industrial users
wastewater meets requirements.

14.16.640 Ord. 98-07 § 2,
1998; Ord. 93-01 §
518.00, 1993
Statement of
truthfulness—
Required with all
submissions
All applications, reports, or information submitted to
the city must contain the City’s certification statement and must be signed by an authorized representative.
61 Sanitary Sewer Management Plan City of American Canyon Page │ 20
62 Sanitary Sewer Management Plan City of American Canyon Page │ 21

4. SSMP ELEMENT 4: OPERATIONS AND MAINTENANCE
TheMaintenance and UtilitiesDivisionisresponsible for executionoftheCity'ssewer collectionsystem preventative maintenance programfor the gravity sewersystemandresponsible for execution ofthe preventative maintenance program for the sewer liftstations and WRF.

The following is a list of the sewer collection system O&M programs implemented by the City:
• Sewer main jetting(cleaning) the whole collection system every three years. • Enhanced cleaning, problem areas, FOG, wipes. Done quarterly and as needed based on what is found during cleaning.
• Lift station maintenance
• CCTV inspection every ten years, based on what is found during inspection and future development needs.
• Repair broken or failing facilities, manhole structures, sewer laterals and mains. • Assist with repairs and maintenance at the WRF and other city facilities. • Inspect City owned portion of sewer laterals, clean, repair and unclog if needed. • Training, done annually with weekly tailgates.
• Mapping updates, any updates for engineering department. Done as needed.

COLLECTION SYSTEM MAPPING
The City of American Canyon maintains sewer system mapping as Environmental Systems Research Institute {ESRI) GIS shape files. The files are maintained as a part of a comprehensive GIS program used to document City infrastructure.

The City maintains electronic and hard copy mapping of the sewer collection system showing all gravity mains, manholes, cleanouts, lift stations, and force mains. In addition, to assist field personnel in the event of a sewer overflow, the City's mapping includes other City utilities including Storm Drain, Water, and Electric. The City' GIS sewer mapping includes the information listed in Table 5.

An overview figure showing the City's sewer collection system and lift station locations can be found in Related Appendices
Appendix 4.1 – Sewer System Map
63 Sanitary Sewer Management Plan City of American Canyon Page │ 22
TABLE 5 - THE SEWER SYSTEM GIS MAP INFORMATION
The sewer system mapping is available to all City personnel in a variety of formats. The GIS can be accessed from any City computer work station. For use in the field, The Esri ArcGIS maps can be accessed by the fieldcrew utilizinganEsri Explorer application on their phones. Fieldstaff has also been provided with hard copy indexed map books carried in their vehicles.

Updates to the sewer collection system mapping come from one of two sources:

1. New asset construction or rehabilitation/replacement of existingassets:
(a) The Maintenance and Utilities Sewer Supervisor maintains a fileofall"as-built" drawings that are received from the EngineeringDivision.

2. Updates/correctionsto existing mapping from field staff:
(a) Field staff record "red-line" markups on the hard copy indexed map books carried in their vehicles whenever they see something in the field that does not match what is shown on the system maps. Fieldstafftake photos of the red-line Asset Type Map Information
Manholes,
Cleanouts, Lift
Stations (points)
• Feature ID
• Rimelevation
• Location
• Notes
Gravity Mains
(lines)
• Feature ID
• Diameter
• Year lined (if applicable)
• Upstream and downstream manhole ID
• Upstream and downstream invert elevation
• Pipe type
• Yearinstalled
• Length
• Reference documentation (construction plannumber)
• Staff comments
• Linksto CCTV records(via ITPipes software)
64 Sanitary Sewer Management Plan City of American Canyon Page │ 23
markups andtransmit to the Maintenance and Utilities Maintenance Superintendent.

Inorderto keepthe systemmaps up-to-date,the Maintenance and Utilities Sewer Supervisormaintains a spreadsheet log of allnew map updatesreceived from eitherthe Engineering Division or field staff.

OnanAnnual basis,the Maintenance and Utilities Sewer Supervisormeets withaGIStechnician whois capable of making edits to the GIS mapping system, and delivers and reviews the most current map update needs with the technician. At the beginning of each meeting, the Maintenance and Utilities Sewer Supervisorreviewsthe map update log and confirms with thetechnician that allmap updatessubmitted duringthe previous meetinghave been updated, and then updatesthe tracking log to mark those items as complete.

PREVENTIVE OPERATIONS AND MAINTENANCE PROGRAMS
Regular Preventative Sewer Cleaning Program
The City has invested over $500,000 in specialized sewer cleaning equipment, the most significant of which is a combination Jetting/Vac-Con Truck. And have committed another $500,000 to a new, larger, more capable Vac-truck.
► Vac-Con
65 Sanitary Sewer Management Plan City of American Canyon Page │ 24
In addition,the Cityhas anadditionalVactor which is used by the Water Distribution Department and is fully set up as a backup to the Vac-Con. TheCityusesseveralcleaningtechniquesfor preventative maintenance and blockage removal. These methodsinclude the following:
► Flushing: Introduces a heavy flow of water into the sewer line at a manhole. This method is typically used to remove floatablematerial aswellassand and grit. This method is commonly usedin combination with other cleaningmethods, especially mechanical auguring.
► Jetting: This is the most commonly utilized form of cleaning. Uses multiple jets of extremely high-pressure water directed against pipe walls. This technique is highly effective at removing debris and grease build-up, clearing blockages and cutting roots within small diameter pipes.
► Auguring: Mechanical rotating blades are used to break up grease deposits, cut roots and loosen debris. This method also partially removes large deposits of silt, sand, gravel and some types of solid waste. This is the primary method used for root removal, particularly in laterals. As a policy, the City of American Canyon does not employ chemical root control in the sewer collection system.

The regular preventative basin cleaning program, planned and executed by the Maintenance and Utilities Division, is an ongoing program that is designed to systematically clean all gravity sewer lines every 3 years. The City currently maintains spreadsheet-based lists of all gravity sewer pipes that are located within the City's Sewer Collection System.

Each spreadsheet is sub-divided by street, and all gravity lines on that street are listed by upstreamand downstreammanholeID. TheMaintenance and UtilitiesMaintenanceDivisionplansandschedulesto conduct cleaning of a basin starting atthe upper most reaches and working downstream.

During sewer cleaning, a debris basket is typically placed in the flow channel at the downstream end of the manhole where the sewer cleaning nozzle is inserted to clean the upstream line. The crew attempts to capture as much debris as possible in the basket to prevent the material from simply being pushed downstream. Light debris may be collected from the manhole following cleaning using a manual "clam" extraction tool. Heavy debris is removed using the vacuum function of the combination truck and stored in the on-board debris tank. The crew observes both the number of passes and difficulty of cleaningthe line, in 66 Sanitary Sewer Management Plan City of American Canyon Page │ 25
combination with the type and amount of debris removed from the downstream manhole after the cleaning is completed, all findings are documented.

The sewer crew reports the results of all cleaning work to the Maintenance and Utilities Sewer Supervisor whoupdatesthe basincleaningtrackingspreadsheetsincludingthe footagecleaned, date cleaned and any comments. At that time the Supervisor will schedule follow-up CCTV inspection of any lines as neededand subsequentto the CCTVinspectionupdatethe180-dayenhancedcleaning schedule as required based on the results.

The Maintenance and Utilities crews highlight completedsegments of pipeon a largeprintedmap of the sewer collection system located atthe Corporation Yard,to visually helpthemtrackingthe cleaning progress and identify the next lines to be completed moving downstream. The City is moving toward implementation of aComputerized Maintenance Management System(CMMS),whichwill beusedto generate work orders and document workbysewer asset. TheCMMSwilleventually replace use ofthe hard copy highlighted map and basin cleaning documentation spreadsheets which will allow for automatic report generation onwork completed andvisualization via GISwhich willmake the regular SSMP audit process morestreamlined.

See Appendix 4.2 for an example of a current Basin Cleaning schedule spreadsheet.

ENHANCED CLEANING PROGRAM
The enhanced cleaning program, performed by the Maintenance and Utilities Division, involves cleaning of mainlines or laterals (the publicly-owner lower lateral) at a higher 6-month frequency. This program targets individual assets, unlike the regular basin cleaning program that includes all assets within a basin. Pipeline assets are added to the enhanced cleaning program based on one of the following criteria:

1. Asset experiences an SSC due to blockage

2. Asset is a known problem area for FOG or debris accumulation based on O&M experience

3. CCTVinspectionshowsdefectsthatareknowntocauseheavydebrisaccumulationindicating high risk of future blockage/SSC
67 Sanitary Sewer Management Plan City of American Canyon Page │ 26
When anasset is cleaned,the debrisload isnotedsimilarto the regular preventative basin cleaning program. Anasset may be removed fromthe enhanced cleaningprogram list atthe discretion ofthe Maintenance and UtilitiesMaintenance Supervisorif the source/cause ofthe previously noted heavy debris load is known to have been eliminated.

Like the regular preventative basin cleaning program, this program is tracked using a spreadsheet, which is continuously assessed and revised based on the field reports. There are separate spreadsheets to track gravity mains and laterals. Assets that remain in the enhanced cleaning program for long periods of time will typically be targeted for rehabilitation or replacement if the reason for debris accumulation is related to the structural integrity of the line such as bellies, offset joints, protruding taps, and root intrusion. 68 Sanitary Sewer Management Plan City of American Canyon Page │ 27
ADDITIONAL EQUIPMENT:

Storm Drain Cover
A new preventative measure required for every spill. Self-sealing on concrete and asphalt. To protect the Storm Drain System and the environment. To minimize the Spill footprint and impact.

Makes cleanup faster and more efficient. 3 in stock, one is kept in the standby vehicle.

Electric EEL
Dual Drive, Model 325, Serial number 2828A. For most blockages in sewer mains and laterals. From 3” to 12” diameter pipes, up to 200 feet in Length. Multiple attachments for roots and debris. 69 Sanitary Sewer Management Plan City of American Canyon Page │ 28
RIGID Flexshaft drum machine
K9-204
Clears blockages in 2 to 4 inch lines. Allows for simultanious camera use, FlexShaft lets you keep your camera in-pipe while you work. Lightweight, one man operation. Uses a high speed cordless drill to operate. 70 ft length.

SNAKE
Easy Rooter Power Drain Cleaner
Serial number ER4Y346.

A.O. Smith AC motor serial number 325P446
1/3 HP, 1725 RPM

LIFT STATION MAINTENANCE
The City's Wastewater and Sewer Division operates and maintains 5 lift stations, including the 6 MGD Building E Pump Stationand4smallerliftstations,whicharedescribed inAppendix4.3. Building E pump station is located in the City of American Canyon Corporation Yard.

Each of the lift stations has been equipped with an electrical transfer switch so that they can be readily powered by stand-by generators. For the smaller satellite lift stations, portable generators owned and maintained by the City are used with manual transfer switches. At the Building E Pump Station, a permanently installed dedicated generator is connected through an automatic transfer switch which starts and operates during a power outage. The City owns a portable trailer-mounted 6-inch diesel engine-driven pump which is 70 Sanitary Sewer Management Plan City of American Canyon Page │ 29
normally parked at the Building E Pump Station. This pump can be used for sewer bypassing at the satellite lift stations or within the collection system for gravity main repair work, and also as a back-up to the four permanently mounted pumps at the Building E Pump Station.

TheCityoperates anextensiveSupervisoryControlandDataAcquisition {SCADA)systemthat closely monitors all of the City's water and sewer facilities, including the lift stations. All lift stations are each monitored by a localprogrammable logic (PLC) controller, whichtransmits data to the SCADAsystem over a wireless network. Each liftstation is monitored for waterlevels and pump status. A level indicator isshown onthe localliftstationdisplay,andalsosends a remote readingto the SCADAsystem.ThePLC controller uses thisindication to start and stop the pumps and to generate an alarm when warranted.

For protection, a high-high level float in each lift station operates as a hard-wired backup to the level indicator to start both pumps if the wet well reaches a level above the normal operating range. The controller also monitors and transmits pump data, number of pump starts, pump runtime and wet well levelfor historical data collection. Inaddition to the alarmcall-outs,the on-call operator can accessthe SCADAsystemfor remote sitesvia aninternet connection andobserve the status of allwater andsewer facilities, including the liftstations.

The PLC at each lift station also sends remote alarms for high (or low) level, high-high level float trigger, incorrect pump control settings, loss of power, PLC cabinet intrusion, or a communication or pump failure.

These alarms are transmitted back to the SCADA system, where a voice dialer calls the on-call operator and describes the location and the specific alarm condition. As a backup to the wireless data link, a general lift station failure relay (operated by the high-high float or loss-of-power) also sends a signal by a dedicated phone line to the main sewage lift station (Magnolia), where a cellular dialer will also notify the on-call operator.

Taken together, these monitoring and alarming systems provide robust protection against lift station failures that could otherwise cause a spill or overflow.

Each lift station is visited by the Wastewater Utility Division weekly, and any observations or notes are kept in a logbook located at each station. Typical weekly inspection activities include:
• Record pump run hours
• Manually run both pumps to trigger and verify operation of low-levelalarm • Manually test operation of high-high level float
• General visual inspection and level transducer cleaning 71 Sanitary Sewer Management Plan City of American Canyon Page │ 30
Annually,the Maintenance and Utilities Maintenance Division conducts a thoroughcleaningof eachlift stationwet well, and the Wastewater Utility Division conducts a mechanical inspection of each station.

Typical pump maintenance/inspectionactivities are listed in Table 6.

TABLE 6-TYPICAL SEWER LIFT STATION PUMP INSPECTION/MAINTENANCE ACTIVITIES Service Item Action
Change Oil • Pull pump, drain and change oil according to Manufacturer's O&M Manual.

Cable
• If the outer jacket is damaged, replace the cable.
• Check that the cables do not have any sharp bends and are not pinched.

Connection to Power • Check that all connections are properly secured.

Impeller
• Check impeller clearance vs. Manufacturer'sO&M Manual recommendations.
• Adjust the impeller if necessary.
• Check condition of wear parts including bearings and mechanical seal.

Stator Housing
• Drain liquid, if any.
• Check the resistance of the leakage sensor to verify it is working.

Motor Insulation
Resistance
• Check the resistance between the ground(earth) and phase leadis within Manufacturer'sO&M Manual recommendations.
• Conduct a phase-to-phase resistance check per Manufacturer's O&M Manual.

Junction Box • Check that it is clean, dry, and free from damage.

Lifting Handle
• Check the screws and condition of the lifting handle and chain. • Replace if necessary.
0-rings
• Replace the oil plug0-rings.
• Replace the 0-rings atthe entrance or junction cover. • Grease the new0-rings.

Voltage and Amperage • Check the running values andcompare to past valuesto identify any degradation in performance.
72 Sanitary Sewer Management Plan City of American Canyon Page │ 31
Pump overhauls for pumps 3 HP or greater include bearing, mechanical seal, and/or impeller replacement are conducted as-needed based on the results of pump inspections, or in some cases the pumps may simply be replaced if an overhaul is needed. Typically pumps less than 2HP are simply replaced when they are approaching the end of service life, and are not designed to be overhauled.

The City utilizes the OPRA System for work orders and can track all work orders as well as run reports through their database. We use Springbrook for utility billing, customer service calls and can run any type of report needed. The Sewer department keeps detailed records, spreadsheets and maps of all work performed by the Sewer department. The Sewer department along with the WRF will be utilizing Asset Essentials in the coming future for all assets, work order tracking and reports.

REHABILITATION AND REPLACEMENT (R&R)PROGRAM
CCTV Inspection Program Equipment:

SEESNAKE
Push camera, 200 ft length. With new wireless monitor.

RIGID Inspection Camera
Micro CA-350 with extensions for 40 feet of length. 12V Lithium-ion. 73 Sanitary Sewer Management Plan City of American Canyon Page │ 32
ARIES PATHFINDER Camera
Saturn 3 control unit, I.T. PIPES software and Dell laptop computer.

CCTV INSPECTION PROGRAM
The City's collection system CCTV inspection program is performed by the Maintenance and Utilities Division.

The City conducts CCTV condition assessment using the National Association of Sewer Service Companies (NASSCO)PipelineAssessmentCertificationProgram(PACP) codingstandard. TheNASSCO PACP method provides quantitative standardized inspection results that allow for straight-forward prioritization of system deficiencies.

TheCityownsoneclosed-circuittelevision (CCTV)truck thatisusedto conductinternal inspections of gravity sewerpipes. TheCCTVinspectiontruckwasoutfittedandprovided byRSTechnicalServices {RST) and includesCCTVcameras,severaldifferent camera transporters(formobilitydownthesewer line), camera remote control equipment, camera cable reel system, power generator, and computer equipment. TheCityoperatesthe CCTVtruck andequipment accordingthe RST'slatestManufacturer's Operations and Maintenance Manual, which provides guidance and instructions that cover topics including:
• Positioning the truck
• Safety zone creation around manhole and truck
• Generator startup
• Equipment inspection and selection of transporter equipment • Equipment connections, cable grip and tensionadjustment • Powering on the equipment and testingoperation
• Laying out the down-hole rollerset to guide camera cable intomanhole and pipe • Launching the equipment into the manhole
74 Sanitary Sewer Management Plan City of American Canyon Page │ 33
• Conducting the inspection
• Retrieving camera and transporter
The City utilizes IT Pipes Pipe Inspection Management Software on the CCTV truck computers to create CCTV inspection records for each pipe utilizing NASSCO PACP standardized defect coding. The results of all CCTV inspections are entered into a PACP standard database, and the CCTV video inspection records are available using the IT Pipes software, which links the videos to the pipes in the City's GIS system. The IT Pipes software also has the ability to create point shape files for all identified defects that can be viewed using the GIS to assist with development of the City's rehabilitation and replacement program. The City recently upgraded its IT Pipes software, which enhanced the system's GIS interface capability.

TheCity utilizesIT Pipessoftware documentation andtrainingmaterialsto guide collection and management of the City's CCTV data by City Staff.

Sewermanholes areinspectedvisuallyduringsewercleaningand/orCCTV,andanysignificantleaksor defects are documented on a standard Manhole Observation Form (refer to Appendix 4.5) which is transmitted to the Maintenance and Utilities Maintenance Supervisor. Manholes with significant defects may be scheduled for near-term repairsthat are performed internally by the Maintenance and Utilities Department which has the capability to perform injection grouting to stop infiltration and inflow. Manhole repairs that cannot be completed internally will be completed by contractors as part ofthe R&R program.

CONDITION ASSESSMENT METHODOLOGY
CCTV inspections conducted using the NASSCO PACP coding interface result in the creation of a standardized report that documents the locations within the pipe at which observations were made. A still picture of each observation is taken, and a live video for the entire inspection is also provided.

Every observation made using a PACP code is classified as either a structural defect (i.e. cracks, offsets, corrosion, etc.), maintenance defect (i.e. debris, grease, roots, etc.), or a miscellaneous observation (i.e. tap, manhole, end of survey, etc.). Appendix D of the PACP Manual includes a condition grading system that rates the severity of each defined structural and maintenance defect on a scale from 1-5. Standard NASSCO PACP reports can be configured to automatically record the associated "maintenance grade" and "structural grade" for each observation made during an inspection. As a general guideline, defect severity levels 1-5 may cause failure of the asset on a timeline as described below:
75 Sanitary Sewer Management Plan City of American Canyon Page │ 34
• Severity 5 - asset hasfailed or will likely fail within next 5 years(asset requires immediate attention, very poor condition)
• Severity 4 - asset will probably fail in 5 to 10 years (asset isin poor condition) • Severity 3 - asset may fail in 10to 20 years (asset isin fair condition) • Severity 2 - asset unlikely to failfor at least 20 years(asset isin good condition) • Severity 1- asset failure unlikely in the foreseeable future {asset is in excellent condition) NASSCO has developed an overall asset condition rating system, known asthe PACP "Quick Rating".

The Quick Rating is a four-digit code, with thefollowing characteristics:

1. First digit is the highest severity observation noted (1-5)

2. Second digit is the number of observations of the highest severity

3. Third digit is the second highest severity observation noted

4. Fourth digit is the number of observations of the second highest severity The Quick Rating provides a quantitative assessment of asset condition. A quick rating can be generated for either structural observations only, maintenance observations only, or for both types of observations combined. The quick rating system prioritizes assets first by the highest severity observation {the first digit), and second by the quantity of defects. It only takes one severity 5 defect, which may indicate that the asset has already failed or is near to failing, to cause an SSO. A single severity 5 defect is considered more serious than several severity 4 defects.

REHABILITATION AND REPLACEMENT (R&R) PRIORITIZATION
TheCity's policy isto repair,rehabilitate, orreplace all Severity 5Structural defects assoonas possible, but no longerthan 5yearsfromthe date of discovery via CCTVand no longerthan 2yearsif the defectis within 150' of a waterway. Severity 5 Maintenance defectsthat require a physical repairto alleviate the defect will also be addressed in the same priority. Severity 5 Maintenance defects that do not require physical repair but can be managed through targeted enhanced O&M techniques will be added to the City's enhanced cleaningprogram.

TheCity's policy regarding Severity 4 Structural defectsisto also include the necessary repairsin the City's overall Capital Improvement Plan. The repair of Severity 4Structural defectsis prioritized and scheduled based on a Risk of Failure analysis asfurther described below. 76 Sanitary Sewer Management Plan City of American Canyon Page │ 35
Risk of Failure = Probability of Failure x Consequences of Failure Probability of Failure= PACP Structural Quick Rating/1000 + PACP Maintenance Quick Rating/1000 + X Where X = 2 for pipes on the enhanced cleaning schedule due to roots, and; X = 1 for other pipes on the enhanced cleaning schedule.

Criticality of Failure = Capacity Rating + Location Rating The Capacity Rating is based on the pipe diameter and is related to the potential spill volume according to Table 7 below.

TABLE 7 - CAPACITY RATINGS
Pipe Diameter Capacity Rating
8" or less 1
10"-12" 2
14"-18" 3
Greater than 18" 4
To determine the Location Rating, a series of buffering evaluations are made in GIS with respect to waterways and roadways. All assets are given Location Ratings on a 1-6 scale, with 1 being the lowest rating and 6 being the highest rating. The following routine is executed in GIS to assign ratings to each asset. Assignments are made by making buffering selections in GIS and overwriting ratings within the attribute tables throughout the routine to ensure the highest applicable rating is assigned to each asset.

1. Assign an initialrating of 1 to all assets.

2. Assign a rating of 2 to all assets further than 250' from a roadway.

3. Assign a rating of 4 to all assets within 500' of a waterway of theUS.

4. Assign a rating of 3 to all assets further than 500' from a roadway, or are otherwise considered extremely difficult to access by City Staff.

5. Assign a rating of 5 to all assets with 250' of a waterway of the U.S.

6. Assign a ratingof 6to allassets with150' of awaterway ofthe U.S.

The risk of failure score is the product of the overall criticality of failure and probability of failure scores. The highest possible risk of failure score is approximately 100. An example of a risk of failure 77 Sanitary Sewer Management Plan City of American Canyon Page │ 36
calculation is provided below:
• PACP structural quick rating= 4833
• PACP maintenance quick rating= 4131
• Asset is on the enhanced cleaning schedule for grit accumulation • Asset is within 150'of a waterway
• Pipe Diameter= 12"
Probability of Failure= 4833/1000 + 4131/1000 + 1 = 9.96 Consequence of Failure = 2 + 6 = 8
Risk of Failure= 9.96 x 8 = 79.7
Table 8 below provides guidance for initial capital improvement project prioritization based on results from the asset risk analysis:

TABLE 8 - CIP PRIORITIZATION GUIDANCE FOR SEVERITY 4 DEFECTS RiskofFailureScore Recommended Action
0-50 DescribedinCapital Improvement Planbutmay notyet bescheduled 50-75 Consider for rehabilitation or replacement within next 10+ years 75-90 Consider for rehabilitation or replacement within next 5-10 years 90-100 Consider for rehabilitation or replacement within next 5 years The City retains sole discretion regarding the prioritization and scheduling of repair for Severity 4 defects. The recommendationsshown in Table8areto beconsidered guidelines only. AllSeverity 4 defectsshall beat minimum listedwithintheCity'sCIPincludingtheirRisk of Failure score,however the repair of these defectsislikely to be driven by coordination with other City maintenance projectssuch as water line repair and street paving. Prioritizing and scheduling the repair of Severity 4 defects will alsotake intoconsideration Citybudgetingconstraints andrisk analysis, comparedto Severity 5defects which trigger an automatic requirement to repair or replace the asset within 5 years.

City Staff (typically Senior Civil Engineer- Capital Improvements) initially review condition assessment data when new data is available fromCCTVfield work. Licensed City Staff or contracted 78 Sanitary Sewer Management Plan City of American Canyon Page │ 37
civilengineering consultants willreview CCTVinspection videos and reportsfor assets withSeverity 4and5 defects and provide preliminary R/R method recommendation reports including cost estimates. The Senior Civil Engineer- Capital Improvements and Utility Engineering Manager will then conduct the Risk of Failure analysisto aid in prioritizing and scheduling future capital improvement projects on a 10-year horizon.

SHORT-TERM ACTIONS
The Maintenance and Utilities Division has the ability to conduct emergency manhole and pipeline repairsinthecaseof SSOscausedbyassetfailures,orseveredefectsidentifiedduringCCTV inspections that pose in imminent risk of causing an SSO which cannot wait for engineering design and public biddingto contractors. TheMaintenance and Utilities Division hastwo backhoes that canbe usedto expose sewer pipe and the parts and equipment necessary to conduct sewer bypassing and pipe segment and lateral replacement.

CAPITAL IMPROVEMENT PROGRAM DEVELOPMENT
CityStaff group identified sanitary sewer collection systemasset R/R activitiesintocapital improvement project bid packagesthat arepublicly bid for construction. Projects may be bundled by risk,for example the highestrisk assetsmay be bundled intothefirst year of the capital improvement plan{CIP}. Projects may also be bundled by geographic proximity, construction methodology, or ease of coordination with other City Maintenance and Utilities projects such as water and streets projects. The Senior Civil Engineer- Capital Improvementsupdatesthe CIPat leastbi-annually basedonwork completed andnewCCTVinspection data received. Projects that are scheduled within the next two years are contracted out for design to civil engineering consultants, or designed in-house if practicable. Civil engineering consultants or City Staff produce construction plans and specifications, which are bid publicly for construction. The City mayalso develop anon-call listfortypicalsanitary sewer collection systemR/Rwork {i.e. cured-inplace pipe lining, manhole sealing, etc.) that can be used to complete work which does not require civil engineering design. Small R/R projects may also be completed in-house, if practicable. 79 Sanitary Sewer Management Plan City of American Canyon Page │ 38
The City has invested significantly in the sewer collection system within the CIP. The City currently has several sewer rehabilitation/replacement projects in its ten-year term:
• Rio Del Mar Basin, Estimated cost $7,170,000, Reduce I/I and reduce peak flows in local sewers and pump station.
• Napa Logistics and Green Island Pump Station, Estimated cost $18,800,000, increase capacity of Green Island Pump Station, abandon Tower Road Pump Station and serve airport area development.
• Huntington Way, Estimated cost $4,580,000, Bypass peak flows away from Sunset Meadows Pump Station to the main basin pump station and upgrade capacity of bypass sewer.
• Broadway, north of American Canyon road, estimated cost $2,540,000, reduce I/I and peak flows to main basin pump station and serve Watson Ranch. • Summerfield Project, estimated cost $370,000, improve collection system hydraulics, removes creek crossing.
• Theresa Ave and Los Altos Drive, estimated cost $2,050,000, reduce I/I and peak flows to main basin pump station and replace sewers in poor condition.

Long-Term CIP projects (11-20 years):
• Main Basin pump station, Estimated cost $12,860,000, Upgrade capacity to meet peak flows and serve Watson Ranch.
• Broadway, Cartagena Way to mobile home park entrance, Estimated cost $680,000, Address hydraulic deficiency.
• Elliott Drive south of Northampton, Estimated cost $1,090,000, Address hydraulic deficiency.
• Broadway north of Rio Del Mar, Estimated cost $1,030,000, Address hydraulic deficiency.
80 Sanitary Sewer Management Plan City of American Canyon Page │ 39

CAPITAL IMPROVEMENT BUDGETING
The City's sewer collection system is operated as an enterprise fund, meaning that its operations are financed in a manner similar to private business enterprises, where the costs (expenses, including capital depreciation) of providing sewer service are financed primarily through user charges. Using a valuation of all of its sewer facilities and an estimate of design life, the City has identified annual depreciation amounts in the sewer system. In the City's sewer collection system, depreciation amounts are estimated for gravity sewers, manholes, lift stations, and the public portions of sewer laterals and cleanouts.

The goal of the CapitalImprovement Program (CIP) isto fully fundthis annual depreciation amount, primarily by setting sewer service rates at a level which generates revenue in excess of operating expenses, with the additional revenue directed to projects that replace aging and fully depreciated sewer infrastructure. Where portions of a specific replacement project are attributable to new development,fundingderived fromservice charge revenuemaybeaugmented by revenue fromsewer capacity (development) fees.

TRAINING
The City of American Canyon conducts weekly 10 to 15-minute tailgate meetings covering a range of topics. These tailgate safety meetings also are required by Cal/OSHA regulations in Title 8, Sections 8406 and 1509 of the California Code of Regulations; however, the City has expanded the tailgate schedule to include topics of sewer operations & maintenance. The Maintenance and Utilities Wastewater Utility Division are trained annually on the critical topics outlined in Table 9 below. 81 Sanitary Sewer Management Plan City of American Canyon Page │ 40
TABLE 9 - CITY OF AMERICAN CANYON TRAINING TOPICS
Training Category Topics
SSMP Review Review latest updates to the City's SSMP
O&M Training Work order scheduling and documentation
Standard operating procedures for Vac-Con/jetting truck Standard operating procedures for auger equipment
Standard operating procedures for CCTV inspection equipment/software Lift station inspection and equipment maintenance
Use of portable generator at lift stations
Conducting sewer bypassing at lift stations including use of portable pump Conducting sewer bypassing and point repair for gravity mains OERP Training Review recent changes to the OERP
SSO response procedures, containment, and chain of communication reporting SSO volume estimation techniques
Impacted surface waters and response/notification procedures, water quality sampling
Private lateral backups and customer service
Safety Training Excavator use
Confined Space Entry Policy and gas detector use
Maintenance and Utilities Utility Workers that conduct CCTV inspections are re-trained and recertified in PACP defect coding at least every 3 years. TheCity also requires all contractors working onsewer collection systemassetsto review andmaintain ahardcopyofthe City'sOERP, andto developaproject-specificOERPthatincludesspecific details regarding the nature of the work and the worksite. Contractors are required to train their workers on the contentsofthe City'sOERP andthe project-specificOERPaspartoftheirpre-projectsafetytraining and preparation.

When sewer bypass pumping isrequired for project construction, the City willrequire the contractorto develop a detailed bypass pumping plan that includes redundancy for all equipment as well as spill detection and remote alarmingequipment. Review of the sewer bypass pumpingplanwill beconducted by the Maintenance and Utilities Maintenance Superintendent and/or the Water/Wastewater Operations Superintendent.
82 Sanitary Sewer Management Plan City of American Canyon Page │ 41

EQUIPMENT AND REPLACEMENT PART INVENTORIES
The Maintenance and Utilities Maintenance workers and Operators manages the City's supply of spare parts for gravity sewer repair that is located at the WRF. Spare parts include various sizes of pipe, repair couplings, wyes, tees, etc. New parts are ordered as soon as they are used. The Maintenance and Utilities Maintenance Workers also manages the tool inventory to track purchase and replacement of tools used to maintain the sewer collection system including saws, drills, generators, concrete mixers, wrenches, work lights, shovels, spill containment materials, etc. Tracking of spare parts and tools maintained at the WRF is currently done using spreadsheets but will likely transition to CMMS in the future.

The Plant Mechanic maintain inventories of spare parts for the City's Lift Stations. All mechanical and electrical components of each individual sewer lift station are maintained as assets in the LLumin CMMS that is used by the Utilities Department to manage the WRF and lift stations. An inventory of common critical spare parts is maintained at the WRF that includes:

1. One spare for each type of pump in the sewer collection system

2. Floatswitches

3. Motor starters

4. Level transducers
Inthe case of a PLCor radio communicationsequipment failure,the liftstation can be operated using floatswitches only while the electrical equipment isrepaired or replaced.

All vehicles usedfor operations andmaintenance of thesewer collection system, including twoVac-Con trucksandoneCCTVtruckaremaintainedbytheCity'sAdministrativeServicesDepartment.TheVehicle andEquipmentServicesSectionschedules,performs, anddocumentsroutinemaintenanceonvehicles usingMitchell1, which is a web-based maintenance planning program that can be used to:
o Schedule maintenance and create work orders
o Manage spare parts inventory and stocking levels
o Vendor setup and ordering parts for inventory and dailyneeds o Create estimates, repair orders, invoices, and reports 83 Sanitary Sewer Management Plan City of American Canyon Page │ 42
Related Appendices
Appendix 4.0 – Pump Station Detail
Appendix 4.1 – Sewer System Map
Appendix 4.2 – Sewer System Trunk Line Map
Appendix 4.3 – Sewer System Force Main and Pump Station Map Appendix 4.4 – Sewer System Map by Pipe Type
Appendix 4.5 – Sewer System Condition Map
Appendix 4.6 – Sewer Cleaning Form
Appendix 4.7 – Pump Station Wet Well Inspection Form
Appendix 4.8 – Sewer Lateral Inspection Form
Appendix 4.9 – Sewer Hot Spot Form
84 Sanitary Sewer Management Plan City of American Canyon Page │ 43

5. SSMP ELEMENT 5: DESIGN AND PERFORMANCE PROVISIONS

STANDARDS FOR INSTALLATION, REHABILITATION ANDREPAIR
Design and performance provisions for work related to the City's public sanitary sewer system are detailed in the Maintenance and Utilities Standard Specifications and Details. The current Maintenance and Utilities Standard Specifications and Details were approved in May 1995, and is currently undergoing a complete update to reflect new procedures, materials and other improvements/changes within the industry. An updated Standard of Specifications should be ready for the next SSMP update. Bound versions of the Maintenance and Utilities Standard Specifications and Details are available or can be downloaded from the City's website.

The Maintenance and Utilities Standard Specifications and Details are composed of four elements:
• Engineering Design Standards- Provides detailed guidance for design of public sewer system improvements.
• Specific Provisions - Provides guidance to design professionals and construction contractors on the materials, installation and required testing methods for public sewer system improvements.
• Approved Materials list - Provides a list of the approved materials as they relate to the Standard Details.
• Standard Details - provides details for the installation of the public sewer system improvements.

STANDARDS FOR INSPECTION AND TESTING OF NEW AND REHABILITATED SEWER All new construction, rehabilitation and repair projects affecting the City sanitary sewer system are reviewed and tested by the Maintenance and Utilities Department for conformance with the Maintenance and Utilities Standard Specifications and Details. The Development Section of Maintenance and Utilities Engineering oversees permitting and plan review for new development projects. The Capital Improvement Section of Maintenance and Utilities Engineering performs construction inspection and testing. The City has a full-time Inspector and an Engineering Technician.

Inspection is required for all sewer improvements and other work within the public right-of-way, all 85 Sanitary Sewer Management Plan City of American Canyon Page │ 44
public easements, and for any work for which an encroachment permit has been issued. The City inspects new sewer facilities at all phases of the work in order to ensure complete conformance with the requirements of the City's standard specifications. At a minimum, work is inspected at the following points during the progress of sewer installation:
• Prior to the placement of any fillmaterial.
• Immediately after the placement of all pipe and prior to bedding or to backfill. • Duringall backfill and compaction operations.
• Prior to and during the placement and compaction of any aggregate base material. • Form and reinforcement inspections prior to pouring anyconcrete. • Prior to paving.
• During all pavingoperations.
• Prior to requests for payment for any contract items of work.

The City's Specific Provisions include specific testing procedures for public sewers that include:
• Cleaning andflushing
• Low pressure airtesting
• Pipe deflection testing
• CCTV inspection
• Water or vacuum manhole testing
TheCityhasawell-establishedinspectionschedulingandtrackingsystem and utilized a VPM, Virtual Project Management software that tracks all phases of projects. Theinspectionstandardsare enforced for private development projects, as well asCity capital improvement projects.

Sewer municipal codes link: cityofamericancanyon.org/municipal codes/title 14 sewer and sanitation services.

Sewer ordinance list: cityofamericancanyon.org/municipal codes/ordinance list.

Design and specification standards link: cityofamericancanyon.org/government/public works/Engineering Standard Plans.

Related Appendices
Appendix 5.0 – Sewer System Engineering Standards and Specifications 86 Sanitary Sewer Management Plan City of American Canyon Page │ 45

6. SSMP ELEMENT 6: OVERFLOW EMERGENCY RESPONSE PLAN
Overflow Response: The City has an Overflow Emergency Response Plan {see Appendix 6.1) for handling service calls and sewer overflows. The plan includes notification procedures for emergency response, spill recovery, overflow mitigation, cleanup, and restoration of damaged dwellings and buildings. It also includes provisions for public notification, testing for contamination, and notification to regulators.

The plan includes procedures for after-hours and weekend spill events. One Utility Worker II and one Utility Operator are available on an on-call basis at all times. These employees can be reached 24-hours per day on their City cell phones.

Overflow Reporting Policy: All overflows and backups are investigated to determine the cause and corrective actions needed to prevent future incidents. Category 1 SSOs greater than or equal to 1,000 gallons are reported to the State Office of Emergency Services (OES) within two (2) hours after the City is notified of the spill.

All overflows are reported in the State Water Board's electronic reporting system (CIWQS). The plan also includes reporting requirements to other regulatory agencies as may be appropriate. The Water/Wastewater Operations Superintendent is responsible for reviewing and completion of the SSO reports and entering the data into CIWQS.

Related Appendices
Appendix 6.0 - Sanitary Sewer Overflow Emergency Response Plan(OERP) 87 Sanitary Sewer Management Plan City of American Canyon Page │ 46
88 Sanitary Sewer Management Plan City of American Canyon Page │ 47

7. SSMP ELEMENT 7: FOG CONTROL PROGRAM

PUBLIC EDUCATION
The City’s FOG Public Outreach Program includes two main components:

1. Outreach to permitted Food Service Establishments (FSEs) as part of regular annualinspections.

2. Distribution of information in conjunction with City utility service billing or in FOG problem areas.

Examples of informational flyers distributed to the public in the past can be found in Appendix 7.4

FOG DISPOSAL
The City maintains a list of known licensed grease haulers that service FSEs located within the City’s collection system based on records obtained from the FSE inspection program. All licensed grease haulers in the service area dispose at either East Bay Municipal Utility District, the Santa Rosa, or Napa Wastewater Treatment Plants. The City’s WRF does not accept hauled grease.

If an FSE reports grease interceptor cleaning/hauling by a grease hauler that is not on the City’s list of known providers, the City will contact the company to confirm they are appropriately licensed and are disposing of grease at an appropriately licensed acceptance facility.

LEGAL AUTHORITY
Legal authority to prohibit discharges to the system and identify measures to prevent SSOs and blockages caused by FOG is granted to City representatives in the American Canyon Municipal Code.

City Code Section 14.16.220 prohibits any water or waste containing petroleum-based oil and grease in excess of 50 parts per million, or vegetable and animal-based oil and grease in excess of 75 parts per million.” City Code Section 14.16.470 states “Grease, oil and sand interceptors shall be provided when, in the opinion of the city manager or his designee, they are necessary for the proper handling of liquid wastes, containing grease in excessive amounts, or any flammable wastes, sand and other harmful ingredients; except that such interceptors shall not be required for building used for residential purposes. All interceptors shall be of a type and capacity approved by the city manager or his designee, and shall be so located as to be readily and easily accessible for cleaning and inspection. Domestic waste from toilets, urinals, wash basins or any fixture receiving fecal material 89 Sanitary Sewer Management Plan City of American Canyon Page │ 48
shall not flow through the removal device. All grease, oil and sand interceptors shall be maintained by the owner, at his expense, in continuously efficient operation at all times. (Emulsifying chemicals may not be used to dissolve grease.)”
The City permits and inspects FSEs as part of its implemented Industrial Wastewater Pretreatment Program. This program is established in City Code Section 14.16.070 which states “Permits will be issued to all significant industrial users, categorical industrial users and all nonresidential users that the city deems necessary. A permit fee shall be established to recover administrative costs associated with each class of permitted user.”

GRD INSTALLATION AND MAINTENANCE REQUIREMENTS
To monitor and control grease in the collection system, the City issues wastewater discharge permits with grease control provisions to restaurants and FSEs. See Appendix 7.0 for an example of a Commercial Wastewater Discharge Permit. Permits are typically valid for a period of 3 years.

GRD INSTALLATION AND DESIGN REQUIREMENTS
The City requires that new Food Service Establishments (FSEs) and existing FSEs being remodeled install GRDs as part of the building permit review and approval process. The City may require existing FSEs that are found to be discharging FOG excessively in violation of City Code Section 14.16.220 to install grease removal devices. The City of American Canyon has adopted the California Plumbing Code (CPC), which is strictly applied to all new or remodeled FSEs.

Ultimately, Chapter 10 of the CPC serves as the City’s design standard for GRDs. Typically, newly constructed FSEs will be required to install gravity grease interceptors per CPC Section 1014.3 and Appendix H of the CPC. Where existing or remodeled FSEs are determined to require additional GRDs, the City may consider the use of smaller distributed hydromechanical grease interceptors as described in CPC Section 1014.2.

GRD MAINTENANCE REQUIREMENTS
Section C of the City’s standard Commercial Wastewater Discharge Permit requires each permittee to implement minimum best management practices (BMPs) that include the installation of drain screens, the segregated disposal of waste cooking oil, prohibitions against discharge of food waste into the drainage system, dry wiping of greasy pots and pans, and training of employees on FOG disposal methods. 90 Sanitary Sewer Management Plan City of American Canyon Page │ 49

FSE RECORD RETENTION REQUIREMENTS
Section C of the City’s standard Commercial Wastewater Discharge Permit requires permittees to maintain records for a minimum of 3 years for all BMPS implemented and grease disposal activity.

FSE INSPECTIONS
The City’s Environmental Services Division maintains a spreadsheet database of all permitted FSEs. All permittees are scheduled for an inspection during the permit cycle, and the City creates a schedule that distributes the inspections throughout the year. Some permittees may be inspected more frequently and this can be triggered by any of the following:
• Excessive FOG accumulation noted downstream of the facility • Private lateral spill or backup
• Poor condition of GRD noted during previous inspection A copy of the current inspection schedule is provided in Appendix 7.1 for reference.

When conducting the inspections, the City uses the FOG Inspection Report. An example is included in Appendix 7.2 A typical inspection includes the following items:

1. Review any changes to ownership, business operations, or wastewater/drain utilities.

2. Inspect each GRD for solids/grease accumulation and review grease hauling records/receipts. Determine if current GRD maintenance schedule appears adequate or if changes to theschedule and permit specifications are warranted.

3. Determine if any liquid wastes (such as used cooking oil) are being stored on‐site and ifstorage and spill prevention is adequate to prevent an illicit discharge to the storm drainsystem.

The City maintains on file all previous Industrial Discharger Inspection Reports for each FSE, and also keeps a spreadsheet for each permittee that provides an abbreviated summary of the results of each FSE inspection that is easier for a City employee to review in order to gain an understanding of previous inspection results and enforcement actions that have occurred.
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ENHANCED COLLECTION SYSTEM MAINTENANCE FOR FOG
Sewer lines that have been subject to increased FOG accumulation are moved into the Enhanced 180‐ day Cleaning Program (see Section 4.2). Triggers for identifying lines subject to increased FOG accumulation include the following:
• The occurrence of SSOs that are due to FOG based on SSO investigatory CCTVinspection • The occurrence of private lateral spills or backups due to FOG • Observations from the City’s regular CCTV inspection program that show a high level ofFOG accumulation
• Observations of material removed from the line during the City’s regular cleaning program

SOURCE CONTROL MEASURES
FOG problem areas that are included on the Enhanced 180‐day Cleaning Program are typically due to one of the following sources:

1. Food Service Establishments

2. High Density Residential Areas
The City uses the wastewater discharge permits and FOG Inspections to control FOG from FSEs. The City uses its Public Education Outreach to control FOG from high density residential areas.

FOG HOT SPOTS
As part of our weekly hot spot inspections, FOG hots spots are included and are regularly updated. We do outreach when we notice FOG and also notify the Environmental Specialist. The Environmental Specialist will also do customer outreach. In addition to users discharging FOG, some FOG hot spots are due to structural defects such as bellies or low points in the gravity mains and low flow conditions where FOG can accumulate. These areas have been inspected by CCTV and show no structural damage. An up to date list and breakdown is shown below:

Structural (part of CIP SS5):
• 115 Independence Drive
• 724 Westpark
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Customer discharging, (grease traps in place and inspected regularly):
• 5075 Main street (restaurant area, Sonic, Panda Express, Hilo Hawaiian BBQ, etc.) • South end of Main street
Related Appendices
Appendix 4.9 – Sewer Hot Spot Form
Appendix 7.0 – Industrial Waste Permits
Appendix 7.1 – Industrial Waste Inspection Schedule
Appendix 7.2 – FOG Inspection Report
Appendix 7.3 – Public Awareness Materials
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8. SSMP ELEMENT 8: SYSTEM EVALUATION AND CAPACITY ASSURANCE PLAN Estimated flows for the City’s sewer collection system are based on various data including water billing records, flow monitoring data collected by V&A Consulting Engineers (V&A) in 2014, WRF flow data, and land use information for planned developments provide by the City. For hydraulic evaluation of the wastewater collection system, PDWF and PWWF are loaded into model scenarios for existing and future conditions. The PDWF and PWWF for existing conditions are based on flow monitoring work performed by V&A with the PWWF normalized to the design storm.

The PDWF for each basin is the distributed throughout each basin based on the distribution of indoor potable water demand established from water billing records. Estimated I/I is distributed by inch-diameter-mile of pipe in each basin. Having the base and peak flows established for existing conditions, estimated base flows for future development are then added to the simulated buildout conditions.

The sewer collection system is split into three primary basins shown in figure 7. Sewer flow patterns vary in each sewer basin, with the base and peak flows varying depending on several factors including land use type (i.e., industrial vs. residential customers) for base flows and the condition of the existing sewer mains for peak flows.

Therefore, each basin has its own unique base flows and peaking factors that are established from measured flows.

HYDRAULIC CAPACITY EVALUATION PROCESS
Hydraulic models have previously been prepared for the 1996 and 2001 Sewer Master Plans. Previous models were prepared using Hydra developed by Pizer. The hydraulic methods used in the Hydra program were determined to be too simplistic for use in the current master plan and the software does not have the capability to account for complex hydraulics. SewerCAD by Bentley was initially selected due to its ease of use; ability to use the product as a stand-alone application or work within AutoCAD or MircoStation; and the builtin conversion utilities from CAD, GIS and database files. During model development, GHD needed to utilize a different modeling platform in order to accurately convey flows through the flow split located in Rio Del Mar at its intersection with Rio Grande. H2O Map Sewer (10.5, SP1, update #7) developed by Innovyze was selected to meet projected hydraulic modeling needs.

Flow Monitoring Data Collection and Analysis
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HYDRAULIC MODEL FLOW DISTRIBUTION
Distribution of flows within the collection system for hydraulic modeling is based on two factors:

1. Measured base flows for each sewer basin were distributed based on indoor water use determined from elevation of water billing data.

2. I/I flows are distributed within each sewer basin based on inch-diameter-mile of pipe.

This methodology is modified in some locations where specific information was provided by the City that would scale I/I flows up or down (i.e., areas of known high wet weather flow).

MODEL INPUTS
Pipelines to be included in the model were exported from Hydra model; however, model flows were not exported due to the availability of metered sewer flows and water billing records for the collection system. The following general modeling input data was utilized in the creation of the hydraulic model. • Manning’s “N” value: 0.013 for all pipes.
• Ground elevations were extracted from a topographic GIS shapefile based on information from Napa County. The elevation for each manhole was assigned by linearly interpolating between the 5-foot contours in the GIS shapefile.
• Junctions were placed at all manholes.
• Pipe lengths were based on GIS mapping or as-built mapping (record drawings). • Static model runs were made under the PDWF and PWWF flow scenarios described in section 4 for current flows and under the PWWF scenario for future buildout flows. • Pipe diameters included in the model range from 6- to 24-inches. • Pipe diameters are of nominal size.
• Sewer flows are expressed in gallons per minute (GPM) or million gallons per day (MGD) and were assigned to manholes based on the analysis presented in section 5. 96 Sanitary Sewer Management Plan City of American Canyon Page │ 55

FLOW METER DATA
Flow meter data provides the basis for the cumulative base and peak flows in each collection system sewer basin.

V&A prepared estimates for base flows (ADWF), PDWF, and PWWF for the main basin and Sunset Meadows Basin following the flow monitoring effort that was conducted between January 15 and March 6, 2014. The flow meter data recorded by V&A correlated to the City’s WRF influent meter data for the same time period. For the industrial sewer basin V&A used the City’s flow meter at the WRF to determine ADWF, PDWF and PWWF in that basin. V&A’s Sanitary Sewer Flow Monitoring and Inflow / Infiltration Study (2014) and subsequent analysis for the Industrial Basin are provided in Appendix A of the Sewer Master Plan.

The V&A flow meter data captures one major storm event that occurred from February 6 to 9, 2014 that generated significant I/I flows. With the diurnal base flows already established, the I/I component could be isolated for each basin. I/I flow is based on a synthetic hydrograph analysis for a 10-year return frequency, 24-hour duration design storm event, with NOAA data providing the basis for the 10-year, 24-hour rainfall total. Having established the normal dry weather diurnal flow patterns in each basin the peak wet weather I/I component for the design storm is added to the PDWF to establish the PWWF.

EXISTING CONDITIONS HYDRAULIC MODEL SCENARIO
The existing sewer collection system was analyzed using two flow scenarios (PDWF) and PWWF) with the current flows, as discussed in section 5. The existing model pipes and junctions were evaluated using the pipe capacity (d/D) ratio and minimum and maximum pipe slope and velocity criteria presented in section

4. The hydraulic model results for the existing conditions are included in appendix B.

In general, the velocities in a majority of the existing pipelines were below the recommended minimum of 2 fps (feet per second) for the PDWF scenario, which is primarily the result of minimal pipe slopes throughout the system. This may contribute to additional city effort for cleaning pipelines to clear blockages and reduce odors. Velocities are improved for the PWWF scenario, with I/I contributing additional flow in the collection system.

Collection system hydraulic capacity was assessed using the PWWF scenario. Pipelines that exceeded hydraulic evaluation criteria were primarily located in the Sunset Meadows 1 basin and main basin 4, in the vicinity and downstream of Rio Del Mar. the model also identified hydraulic deficiencies in the eastern (upstream) portion of main basin 4 and in Broadway within main basin 3.
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Peak flows within the model also exceeded the capacity of the main basin, Sunset Meadows, and Green Island Pump Stations, CIPs SS2, SS3, and SS7 address the capacity at each pump station.

The City also indicated concern for collection system hydraulics between Cartagena Way and Westpark located in main basin 4. Relocation of the sewer at the area of concern was addressed in the hydraulic model. CIP SS5, also known as the Summerfield project, addresses City concerns at this location in the collection system.

The peak flow velocity for existing pump stations is less than the maximum velocity criterion of 7 fps.

FUTURE CONDITIONS HYDRAULIC MODEL SCENARIO
For the general plan buildout scenario, the existing wastewater flows are updated to account for planned development projects and buildout of undeveloped parcels in accordance with the City’s zoning map.

Development projects in the planning and approval phase as of December 2015 were identified by the City including estimated wastewater flows for each project. Wastewater flows for undeveloped parcels are projected based on unit demand factors estimated from indoor water demands by utility land use category. In aggregate, these modified demands represent the buildout scenario.

Peaking factors for dry weather flow are based on existing conditions peaking factors. I/I flows are assumed to remain constant within each sewer basin, even though the number of pipelines and potential sources for I/I increases with development. This assumption is based on increases in I/I from new development and elsewhere in the collection system being countered by decrease in I/I from repair and rehabilitation of the wastewater collection system. It is assumed that over time the City will manage the system such that I/I does not increase.

The purpose of the Future Conditions Scenario is to identify hydraulic capacity deficiencies that are triggered by the addition of future development that do not occur under the current level of development. Capital improvement projectsthat are required to provide additional hydraulic capacity for future development are planned to be constructed in conjunction with those projects and are to be funded by the developers of those projects.
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HYDRAULIC CAPACITY DESIGN CRITERIA
The City's Maintenance and Utilities Standard Specifications provide design requirements for new sanitary sewer collection system piping. The standards generally include the following:
• Base sewer flow factors are provided for residential, commercial, and industrial developments Peak sewer flow factors are provided for residential, commercial, and industrial developments • Infiltration andInflow (1/1) isrequiredto be added to peak sewerflow,and an1/1rate is provided for both new and existing sewer lines
• Manning's Equation isrequiredto beused to determine pipe capacity,minimum Manning's "n" value of 0.013 shall beused
• Minimum public sewer main size is 8" and cannot be designed to flowsurcharged The City's Maintenance and Utilities Standard Specifications do not include hydraulic design/performance criteria specific to system-wide collection systemhydraulicmodelingandthe identificationof hydraulic capacity deficiencies for the purposes of capital improvement planning. The City's design/performance criteria for hydraulic model evaluation of the existing collection system infrastructureare defined below:

1. For the City's Existing Conditions hydraulic model, sewer loads from currently developed parcels are based on the analysis of flow monitoring data, not based on application of the City Standard flows.

2. For the City's Existing Conditions hydraulic model, I/I loads from currently developed parcels are based on the analysis of flow monitoring data and the development of synthetic hydrographs for the Design Storm, not based on application of the City Standard flows.

3. Forthe City's Future Conditions hydraulic model, additional flowsfromnew and infill development shall be determined based on the City Standard flow factors.

4. The City's Design Storm is the 10-year, 24-hour return period event of 6.47" per NOAA Atlas 14, Volume 6, Version 2. The temporal distribution of the storm is developed per the applicable Soil Conservation Service (SCS) standard distribution.

5. A hydraulic capacity deficiency for the gravity sewer system is defined as any location where the calculated hydraulic grade line at peak wet weather flow associated with the Design Storm is less than 3'-0" below the rim of a manhole. 99 Sanitary Sewer Management Plan City of American Canyon Page │ 58

6. Ahydraulic capacity deficiency for a sewerliftstation is defined as any liftstation where there is not a redundant standby pump available to pump the calculated peak wet weather flow associated with the DesignStorm.

CAPACITY ENHANCEMENT MEASURES
The City's Sewer System Master Plan (refer to Appendix 8.1) summarizes the results of the flow monitoring and hydraulic model analysis. The Master Plan identifies all hydraulic deficiencies (for both Existing Conditions and Future Conditions) and develops planning level capital improvement project descriptions and cost estimates to address each deficiency.

Arecommended completion date for each capital improvement project isprovided in the Master Plan based on consideration of the following factors:
• Severity of the deficiency and potential volume of an SSO caused by this deficiency • Proximity of the deficiency to waterways
• Coordination with other City Publics Works projects
• Anticipated pace of development for deficiencies triggered by future growth

INFILTRATION AND INFLOW REDUCTION
Updates to the Sewer System Master Plan may include the collection and analysis of additional temporary flow monitoring conducted at locations strategically selected to identify potential sources of increased infiltration and inflow. The City's Sewer System Master Planwill describe the City's effortsto monitor 1/1 occurring during storm events and take steps to identify sources of excess 1/1 that could potentially be eliminatedto makeadditional collection systemhydraulic capacity available. 1/1reduction strategiesthat maybe employed by the City as defined in the Sewer System Master Planmay include:
• Conducting CCTV during storm events in suspected problem areas to pinpoint 1/1 sources • Conducting smoke testing to identify illicit storm drain connections to the SSS • Performing replacement or lining of pipes identified through CCTV to have excessive 1/1 through cracks, offset joints, break-in lateral connections, etc. • Lining of manholes with observed I/I leakage throughjoints • Replacement of sewer laterals found to be defective
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SCHEDULE
The City's Sewer System Master Plan will be updated every 5 years coincident with the required 5-year SSMP update and recertification. Whenever an update to the Sewer System Master Plan is completed, the City's 5-year Overall Capital Improvement Program will be updated to include projects identified in the Sewer System Master Plan.

Related Appendices
Appendix 8.0 – Sewer System Master Plan
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9. SSMP ELEMENT 9: MONITORING, MEASUREMENT, AND PROGRAM MODIFICATIONS

MAINTAIN RELEVANT INFORMATION
Relevant and accurate data is important for the assessment of performance against goals established by the SSMP and for the formulation of program modifications when necessary. The City maintains a variety of documented information that is used to develop or modify SSMP activities. A summary of the documentation maintained for applicable SSMP elements is provided below:
• Section 4(a) - Mapping:
o Map Update Log-to document and verify completion of requested GIS map updates • Section 4(b) - O&M Program:
o Spreadsheet Based, Transitioning to CMMS - Documentation of all sewer cleaning activities by year and by pipesegment
o Spreadsheet Based, Transitioning to CMMS- Continuous update of Enhanced 180-day sewer main cleaning schedule for high FOG, root, or debris areas o Spreadsheet Based, Transitioning to CMMS - Continuous update of Enhanced 180-day auger list for problematic sewer laterals
o Spreadsheet Based, Transitioning to CMMS - Documentation of liftstation cleaning o CMMS(Llumin)- Documentation andscheduling of liftstationmaintenance work orders.
• Section 4(c) - R&RProgram:
o IT Pipes - CCTV inspection historicaldatabase
o Spreadsheet Based, Transitioning to CMMS - tracking of sewer collection system replacement value and annual spending on rehabilitation and replacement projects o 5-year CityCapitalImprovement Program- Updatedwithanynew identified sanitary sewer collection system rehabilitation projectsidentified via CCTV • Section 4(d) - TrainingProgram:
o Employee Training Documentation
• Section 4(e) - Replacement Parts Inventory:
o Spreadsheet Based- Gravity Sewer Spare Parts and ToolInventory o CMMS (Llumin) - Lift Station Spare PartsInventory
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o Mitchelll - Fleet Maintenance Tracking Software
• Section 5 - Design and PerformanceProvisions:
o Plan Review and Maintenance and UtilitiesInspection recordsfor new construction • Section 6 - Overflow EmergencyResponse Plan
o SSO Reports Submitted viaCIWQS
o Internal City Sanitary Sewer Overflow Field Reports (OERP AppendixC) o SSO Collection System Failure Analysis Report (OERP AppendixF) • Section 7 - FOG ControlProgram
o Public outreach materials used or developed
o List of known licensed grease haulers
o FSE permit inspection schedule
o FSE inspection Industrial Discharger Inspection Reports o FSE self-monitoring BMP implementationand GRD maintenance reports • Section 8 - System Evaluation and Capacity Assurance
o Building E Pump Station flowdata
o Wastewater Reclamation Facility rain gauge data
o Temporary sewer flow monitoring data
o Temporary rain gauge data
o GIS-based sewer collection system hydraulic model results o Sewer System Master Plan

MEASURE SSMP ELEMENT EFFECTIVENESS
The City has established performance indicators relative to specific SSMP activities that can be quantitatively measured.

Performance indicators are developed to provide the City a means by which to monitor its performance in effectively executing SSMP programs. Each key performance indicator (KPI} is tracked by a responsible person who documents specific statistics and ensures that adequate data is being collected to evaluate performance. The responsible person is an employee that is naturally involved with the collection or use of the data required to track the performance indicator to ensure effective and accurate data collection and tracking.

The City's KPI tracking summary is shown in Appendix 9.0 104
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Each responsible person will collect the necessary information and enter the calculated KPI value into the overall tracking sheet during each SSMP audit. The Key Performance Indicator Tracking Sheet will be collected by one of the LROs and reviewed to assist in the completion of the mandatory internal audit.

SSMP activities will be evaluated during the audit and revisions to the SSMP will be made at that time.

PM PROGRAM ASSESSMENT
The success of the preventative maintenance program is based on the completion of established numerical goals for regular and enhanced (180-day) preventative sewer cleaning and CCTV inspection. If the City falls short of the established goals in any given year, the City will determine if additional staffing is required in order to ensure completion of the goals for the following year.

UPDATE SSMP PROGRAM ELEMENTS
Aspartofthe biennial SSMP Audit,all KPls are reviewed, andspecific recommendationsaremade by one of the City's LROs to address poor performance compared to established numerical goals. It is duringthe auditing processthat potential updatesto program elements are identified and documented in the audit. Physical changesto the SSMPtext will bemadeat aminimumof every 5years whichmay include but is not limited to the following:
• Detailed efforts to increase funding orstaffing
• Changesto the cleaning, CCTV inspection, or FOGprograms(i.e.procedural changes, changesto work production levels, modifications to documentation methods, etc.) • Updates to CIP prioritization and funding processes
• Changes to OERP protocols
• Additions or modifications to the Ordinance Code or Improvement Standards • Changes in hydraulic modeling methods or priorities, etc.

Any major changes to SSMP elements or programs will be presented to the Board of Supervisors, and approval gained for budgetary or staffing impacts resulting from program modifications. 105
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SSO ANALYSIS
As a required part of each SSMP Audit, SSO events are analyzed in detail to identify key information such as frequency, location, cause, and volume. These trends are illustrated in order to determine causation that may be addressed through adjustment of the preventative maintenance program.

Related Appendices
Appendix 9.0 – Key Performance Indicators (KPI)
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10. SSMP ELEMENT 10: PROGRAM AUDITS
Evaluationof establishedkeyperformanceindicators(KPls),described inSSMPSection9,formsthe basis for the audit process. The KPls are used to determine if programs are being implemented as planned. TheKPItracking andevaluation process canbeusedto determineifthenecessary resources are in place for successful execution of key programs and activities. The KPI tracking results are reviewed bythe City's LROs asdescribed inSSMP Section 9. Theresults areintendedto beusedto guide decision making regarding modifications and updates to SSMP programs that are deemed necessary.

Duringeach SSMP audit, it will bedetermined if allrecommendationsfromthe previous audit have been implemented, and if not, a course of action will be identified to ensure implementation over the next audit period.

This current SSMP has been compiled by department employees, reviewed by managers and the rest of the department, with input from all and dozens of rounds of edits. This is the first version of our SSMP and does not have any program audits. The updated, next version of our SSMP will have program audits. 107
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11. SSMP ELEMENT 11: COMMUNICATION PROGRAM

COMMUNICATION WITH THE PUBLIC
The City maintains a web page specific to the SSMP:
https://www.cityofamericancanyon.org/government/maintenance-and-utilities/wastewater The SSMP webpage allows the public to download the entire contents of the most recent version of the City's SSSMP, and also includes an email link that can be used by the public to submit comments on the SSMP to the City.

TheCity'sSSMP webpage includes a linkfromtheCity'swebsiteto the StateWaterResources Control BoardCIWQSSSOPublicReportswebsiteandtheCitywillbepublicizingtheupdatingoftheCity'sSSMP andthe City's SSMP webpage to members of the public through a City billinginsert notification in 2020. Additionally,the City's SSMP webpage includes contactinformation fortheCity'sUtility TroubleHotline which is used for the public to report SSOs which is available 24-hours, 7 days per week.

COMMUNICATION WITH TRIBUTARY SYSTEMS
The City does not have any tributary or satellite systems to the City's main sewer collection system.

Related Appendices
Appendix 7.4 – Public Awareness Program Materials
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Appendix 2.0 – SSMP Contributing Authors and Positions
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SSMP Contributors
City of American Canyon
Maintenance and Utilities Department
MUD Director:

Felix Hernandez………………………………….….…….………………………………….….……[email protected] (707) 647-4525 WRF Operations Manager:

Jay Atkinson………………………………….….…….………………………………….….…….………[email protected] (707) 333-5505 Sewer System Supervisor:

Chris Morris………………………………….…….……...………………………………….….…….………[email protected] (707) 647-4542 Environmental Specialist:

Juraj Juricevic…………………….……….……………………………………………….….…….………[email protected] (707) 647-4540 Lab Analyst:

Pam Phillips………………………………..…………….………………………………….….…….………[email protected] (707) 647-4544 Plant Operator III:

Nolan Garcia…………………………………………..….………………………………….….…….………[email protected] (707) 647-4527 Plant Operator III:

Josh McCauley…………………………………..……………………………………….….…….………[email protected] (707) 647-5335 Senior Civil Engineer:

Ron Ronada…………………………………..…………………………………………….….…….………[email protected] (707) 647-4559 Engineering Tech II:

David Miller…………………………………................….………………………………….….…….…[email protected] (707) 647-4576 Maintenance Worker II:

David Accurso…………………………..……………...………………………………….….…….……[email protected] (707) 647-4542 113
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Maintenance Worker II:

Jordan Slabaugh………………………………...…….………………………………….….…….……[email protected] (707) 647-4542 Administrative Technician:

Sherri Cassidy……………………………..…....………………………………………….….…….………[email protected] (707) 647-5325 DKF Solutions Group
CSRMA Risk Control Advisor:

David Patzer………………………………………..……………….………………………………….….…………………[email protected] (707)-373-9709 114
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Appendix 4.0 – Pump Station Detail
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116
Tower Road
Area
Gravity System
Tower Road
Pump Station
(to be abandoned)
WWTP
Green Island
Pump Station
Sunset Meadows
Pump Station
Main Basin
Pump Station
Force Main
Force Main
Force Main
Force Main
Green Island
Area
Gravity System
Sunset Meadows
Basin
Gravity System
Main Basin
Gravity System
Future Gravity Sewer Overflow/Relief
Gravity Sewer
Kimberly
Pump Station
Force
Main
117
Sanitary Sewer Management Plan City of American Canyon Page │ 8

118
Sanitary Sewer Management Plan City of American Canyon
Page │ 9
Appendix 4.1 – Sewer System Map
119
Sanitary Sewer Management Plan City of American Canyon
Page │ 10
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8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.16.7
8in-EL.0
6in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
8 ni -EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.67.3
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
6in-EL.0
6 in-E L.0
6in-EL
6 .0
in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
10 ni -EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
Rim=6ft
Rim=9ft
Rim=6ft
Rim=18ft
Rim=83ft
Rim=65ft
Rim=63ft
Rim=62ft
Rim=55ft
Rim=60ft
Rim=41ft
Rim=37ft
Rim=73ft
Rim=73ft
Rim=80ft
Rim=33ft
Rim=57ft
Rim=37ft
Rim=61ft
Rim=96ft
Rim=98ft
Rim=58ft
Rim=47ft
Rim=44ft
Rim=40ft
Rim=80ft
Rim=78ft
Rim=64ft
Rim=62f
R
t
im=58ft
Rim=58ft
Rim=60ft
Rim=25ft
Rim=52ft
Rim=25ft
Rim=22ft
Rim=48ft
Rim=25ft
Rim=29ft
Rim=26ft
Rim=25ft
Rim=26ft
Rim=30ft
Rim=33ft
Rim=32ft
Rim=19ft
Rim=44ft
Rim=28ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=21ft
Rim=21ft
Rim=38ft
Rim=24ft
Rim=52ft
Rim=40ft
Rim=65ft
Rim=37ft
Rim=15ft
Rim=32ft
Rim=35ft
Rim=32ft
Rim=34ft
Rim=33ft
Rim=30ft
Rim=32ft
Rim=30ft
Rim=28ft
Rim=30ft
Rim=29ft Rim=30ft
Rim=26ft Rim=23ft
Rim=23ft
Rim=24ft
Rim=37ft
Rim=48ft
Rim=50ft
Rim=45ft
Rim=52ft
Rim=60ft
Rim=61ft
Rim=26ft
Rim=62ft
Rim=76ft
Rim=62ft
Rim=33ft
Rim=30ft
Rim=58ft
Rim=26ft
Rim=58ft
Rim=59ft
Rim=72ft
Rim=27ft
Rim=65ft
Rim=65ft
Rim=65ft
Rim=53ft
Rim=65ft
Rim=53ft
Rim=55ft
Rim=52ft
Rim=70ft
Rim=54ft
Rim=60ft
Rim=50ft
Rim=25ft
Rim=23ft
Rim=36ft
Rim=23ft
Rim=39ft
Rim=50ft
Rim=42ft
Rim=52ft
Rim=43ft
Rim=48ft
Rim=50ft
Rim=22ft
Rim=54ft
Rim=44ft
Rim=56ft
Rim=44ft
Rim=19ft
Rim=20ft
Rim=52ft
Rim=19ft
Rim=21ft
Rim=17ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=6.8ft
Rim=9.2ft
Rim=150ft
Rim=9.1ft
Rim=9.5ft
Rim=8.9ft
Rim=8.9ft
Rim=7.8ft
Rim=8.3ft
Rim=9.8ft
Rim=9.3ft
Rim=7.8ft
Rim=103ft Rim=110ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=58.8ft
Rim=60.4ft
Rim=20.5ft
Rim=21.1ft
Rim=22.7ft
Rim=27.1ft
Rim=29.2ft
Rim=31.7ft
Rim=33.8ft
Rim=36.3ft
Rim=38.7ft
Rim=39.9ft
Rim=41.8ft
Rim=44.4ft
Rim=82.5ft
Rim=78.7ft
Rim=77.2ft Rim=72.3ft
Rim=71.1ft
Rim=71.7ft
Rim=71.4ft
Rim=67.7ft
Rim=65.7ft
Rim=61.8ft
Rim=64.5ft
Rim=45.3ft
Rim=45.3ft
Rim=45.3ft
Rim=8.75ft
Rim=62.3ft
Rim=59.7ft
Rim=77.4ft
Rim=73.1ft
Rim=67.5ft
Rim=8.64ft
Rim=8.33ft
Rim=9.11ft
Rim=8.62ft
Rim=56.9ft
Rim=52.5ft
Rim=53.1ft
Rim=8.82ft
Rim=8.62ft
Rim=8.09ft
Rim=8.65ft
Rim=47.5ft
Rim=47.1ft
Rim=48.3ft
Rim=49.9ft
Rim=50.9ft
Rim=55.2ft
Rim=92.8ftRim=67.1ft
Rim=61.9ft
Rim=63.4ft
Rim=84.4ftRim=98.5ft
Rim=44.2ft
Rim=40.6ft
Rim=58.1ft
Rim=78.5ft
Rim=13.1ft
Rim=64.8ft
Rim=71.4ft
Rim=71.5ft
Rim=68.5ft
Rim=68.5ft
Rim=77.2ft
Rim=70.8ft
Rim=73.2ft
Rim=70.7ft
Rim=74.1ft Rim=75.4ft
Rim=75.2ft
Rim=70.5ft
Rim=76.9ft
Rim=75.7ft
Rim=70.5ft
Rim=81.5ft
Rim=78.2ft
Rim=81.2ft
Rim=82.1ft
Rim=78.7ft
Rim=75.1ft
Rim=69.5ft
Rim=71.5ft
Rim=71.5ft
Rim=69.8ftRim=71.5ft
Rim=69.9ft
Rim=10.6ft
Rim=23.7ft
Rim=13.9ft
Rim=13.1ft
Rim=17.6ft
Rim=30.8ft
Rim=26.2ft Rim=25.3ft
Rim=28.9ft
Rim=52.1ft
Rim=14.7ft
Rim=15.5ft
Rim=58.1ft
Rim=52.9ft
Rim=50.5ft
Rim=47.4ft
Rim=44.7ft
Rim=60.5ft
Rim=61.7ft
Rim=62.7ft
Rim=63.7ft
Rim=39.8ft
Rim=72.5ft
Rim=90.1ft
Rim=83.2ft
Rim=79.9ft
Rim=78.8f
R
t
im=77.9ft
Rim=78.1ft Rim=68.5ft
Rim=64.9ft
Rim=45.3ft
Rim=41.2ft
Rim=66.8ft
Rim=55.6ft
Rim=51.3ft
Rim=23.4ft
Rim=21.4ft
Rim=23.2ft
Rim=23.3ft
Rim=15.9ft Rim=17.5ft
Rim=17.3ft
Rim=19.1ft
Rim=17.6ft
Rim=16.3ft
Rim=15.7ft
Rim=18.8ft
Rim=66.8ft
Rim=65.1ft
Rim=68.5ft
Rim=66.5f
R
t
im=66.9ft
Rim=49.2ft
Rim=41.3ft
Rim=44.7ft
Rim=35.9ft
Rim=37.5ft
Rim=35.8ft
Rim=55.5ft
Rim=32.7ft
Rim=28.2ft
Rim=60.5ft
Rim=58.3ft
Rim=57.5ft
Rim=24.8ft
Rim=58.7ft
Rim=52.8ft
Rim=59.7ft
Rim=25.1ft
Rim=24.2ft
Rim=60.6ft
Rim=26.1ft
Rim=56.4ft
Rim=52.6ft
Rim=57.2ft
Rim=24.7ft
Rim=58.7ft
Rim=18.2ft
Rim=20.5ft
Rim=19.6ft
Rim=18.3ft
Rim=19.4ft
Rim=61.86ft
Rim=61.63ft
Rim=65.23ft
Rim=63.46ft
Rim=60.72ft
Rim=64.01ft Rim=63.49ft
Rim=62.24ft
Rim=58.96ft
Rim=15.37ft
Rim=57.29ft
Rim=58.49ft
Rim=58.14ft
Rim=58.26ft
Rim=72.69ft
Rim=10.95ft
Rim=123.8ft
Rim=82.59ft
Rim=85.56ft
Rim=74.21ft
Rim=59.51ft
Rim=62.74ft
Rim=66.75ft
Rim=16.25ft
Rim=102.2ft
Rim=87.75ft
Rim=11.48ft
Rim=10.02ft
Rim=10.71ft
Rim=13.48ft
Rim=16.02ft
Rim=16.21ft
Rim=16.25ft
Rim=16.73ft
Rim=15.15ft
Rim=17.01ft
Rim=14.22f
R
t
im=13.61ft
Rim=15.13ft
Rim=14.11ft
Rim=15.87ft
Rim=13.17ft
Rim=14.26ft
Rim=50.05ft
Rim=124.4ft
Rim=108.5ft
Rim=115.6ft
Rim=16.29ft
Rim=33.55ft
Rim=22.79ft
Rim=19.25ft
Rim=84.22538ft
Rim=10.616118ft
Rim=84.006241ft
Rim=79.763374ft
Rim=63.949375ft
Rim=66.854401ft
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community 121
122
Sanitary Sewer Management Plan City of American Canyon
Page │ 13
Appendix 4.2 – Sewer System Trunk Line Map
123
Sanitary Sewer Management Plan City of American Canyon
Page │ 14
124
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(] (] (] (] (] (] (] (] (] (] (] (] (](] (] (] (] (] (] (] (] (] (] (] (] (] (]
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18 ni -EL.0
12in-EL.16.928
6in-EL.40.19
12in-EL.40.19
12in-EL.35.91
15in-EL.5.23
12in-EL.9.53
12in-EL.66.2
6in-EL.53.6
10in-EL.0
8in-EL.0
10in-EL.30.92
6in-EL.46.3
12in-EL.30
8in-EL.16.11
8in-EL.26.07
15in-EL.5
8in-EL.58.26
10in-EL.47.97 10in-EL.46.68
8 ni -EL.48 4. 9
12in-EL.14.1
10in-EL.17.8
12in-EL.59.23
6in-EL.35.07
10in-EL.45.42
8in-EL.15.65
10in-EL.17.33
8in-EL.49.6
8in-EL.16.71
12in-EL.22.48
6in-EL.47.5
10in-EL.12.27
6in-EL.51.5 6in-EL.49.5
15in-EL.4.19
8in-EL.51.54
12in-EL.63.15
10in-EL.14.65
8in-EL.14.47
10in-EL.20.91
12in-EL.49.15
8in-EL.18.15
12in-EL.44.47
6in-EL.20
8in-EL.104
8in-EL.45.3
15in-EL.6.7
8in-EL.16.39
8in-EL.16.7
15in-EL.7.81
8in-EL.18.51
12in-EL.15.64 12in-EL.21.04
10 ni -EL.13.48
12in-EL.18.34
8 ni -EL.46 0. 1
8in-EL.56.6
8in-EL.51.25 8in-EL.49.31
10in-EL.29.85
10in-EL.44.32
8in-EL.19.51
8in-EL.20.33
10in-EL.40.82
8 ni -EL.56 1. 2
10 ni -EL.44.79
6in-EL.28.6
10in-EL.39.72
10in-EL.43.74
12in-EL.43.99
10in-EL.43.31
10in-EL.50.76
10 ni -EL.14.55
15in-EL.5.59
15in-EL.5.85
10in-EL.49.41
8in-EL.18.95
10in-EL.38.51
8in-EL.48.34
10in-EL.37.29
10in-EL.41.64
12in-EL.25.96
12in-EL.33.18
12in-EL.15.66
10in-EL.14.49
12in-EL.30.85
10 ni -EL.44.7
1 2in-EL.9.02
12in-EL.15.44
10in-EL.24.71
8in-EL.49.03
8in-EL.49.47
12in-EL.31
8in-EL.11
14 ni -EL.9 1.
6in-EL.30.32
12in-EL.38.15
12in-EL.34.04
10in-EL.11
8in-EL.47.84
12in-EL.22.35
12in-EL.7.06
24in-EL.0.18
8in-EL.1.95
8in-EL.5.53
12in-EL.52.45
8in-EL.60.44
8in-EL.41
8in-EL.0.75
8in-EL.12.92
12in-EL.45.85
15in-EL.2.8
12in-EL.2.7
8in-EL.54.9
8in-EL.4.05
12in-EL.36.93
8in-EL.1.78
15in-EL.1.02
12in-EL.0
8in-EL.117
15in-EL.-5.2
8in-EL.5.93
8in-EL.-0.36
6in-EL.32.07
8in-EL.55.49
12in-EL.64.82
8in-EL.53
8in-EL.3
12in-EL.35.65
8in-EL.20.89
8in-EL.13.51
8in-EL.36.27
8in-EL.38.45
8in-EL.48.46
8in-EL.47.59
6in-EL.33.62
10in-EL.41.53
8in-EL.94.06
8in-EL.15.77
8in-EL.53.83
15in-EL.3.26
10in-EL.46.59
8in-EL.67.4
8in-EL.3.17
10in-EL.36.08
8in-EL.4.49
12in-EL.7.07
10in-EL.3.43 10in-EL.1.97
6in-EL.0
8in-EL.35.96
14in-EL.9.7
8in-EL.69.7
15in-EL.3.73
12in-EL.62.3
10in-EL.41.74
8in-EL.12.87
15in-EL.6.9
12in-EL.59.5
6in-EL.16.928
12in-EL.24.9
6in-EL.22.13
10 ni -EL.38.74
8in-EL.67.3
8in-EL.68.4
8in-EL.42.2
24in-EL.2.05
15in-EL.-0.4
10in-EL.42.64
10in-EL.11.4
8in-EL.67.02
8in-EL.24.58
8in-EL.47.2
12in-EL.65.41
8in-EL.61.84
15in-EL.14.45 15in-EL.17.63 15in-EL.20.81
10in-EL.44.03
15in-EL.28.96
12in-EL.40.3
8in-EL.51.32
8in-EL.40.33
12in-EL.62.04
10in-EL.7.81 10in-EL.-5.26
8in-EL.2.1
15in-EL.26.6
8in-EL.4.31
8in-EL.57.5
15in-EL.11.47
15in-EL.7.65 15in-EL.8.54
12in-EL.63.43
15in-EL.8.46
10in-EL.45.64
24in-EL.-0.47
8in-EL.44.62 8in-EL.40.78
8in-EL.50.06
8in-EL.16.93
8in-EL.71.34
12in-EL.63.97 12in-EL.65.98
8in-EL.69.65
12in-EL.3.79
8in-EL.51.5
8in-EL.113.8
8in-EL.10.08
8in-EL.64.18 8in-EL.62.93
15in-EL.4.2715in-EL.6.92
8in-EL.63.1
12in-EL.64.89
8in-EL.66.92
10in-EL.42.69
8in-EL.102.6 8in-EL.32.38
15in-EL.6.22
12in-EL.11.57
8in-EL.61.71
8in-EL.48.52
12in-EL.31.28
10in-EL.54.87
12in-EL.18.46
12in-EL.53.82
8in-EL.65.74
14in-EL.10.11
8in-EL.0.94
10in-EL.42.61
8in-EL.14.76
8in-EL.48.05
10in-EL.16.22
8in-EL.18.07
8in-EL.2.93
10in-EL.57.78
10in-EL.51.55
10in-EL.33.03
8in-EL.-1.27
8in-EL.54.18
24in-EL.0.86
12in-EL.49.3
15in-EL.31.68
8in-EL.38.2
10in-EL.15.57
12in-EL.7.83
8in-EL.92.65
8in-EL.54.63 8in-EL.33.62
8in-EL.68.81
8in-EL.64.67
4in-EL.0
12in-EL.61.42
8in-EL.2.25
8in-EL.-1.32 8in-EL.59.5
12in-EL.11.92
8in-EL.50.5
12in-EL.6.4
8in-EL.3.59
10in-EL.47.25
8in-EL.5.8
10in-EL.52.09
10in-EL.49.55
8in-EL.4.81
8in-EL.112.83
8in-EL.12.35
8in-EL.72.09
8in-EL.44.46
12in-EL.37.12
10in-EL.55.24
8in-EL.47.52
8in-EL.32.8
12in-EL.41.03
8in-EL.60.7
8in-EL.68
8in-EL.57.55
12in-EL.20.43
8in-EL.-3.13
12in-EL.23.87
12in-EL.49.98
12in-EL.26.1
8in-EL.7.28
8in-EL.53.74
8in-EL.-4.55
10in-EL.40.1
8in-EL.51.34 8in-EL.66.4
8in-EL.74.23
12in-EL.62.87
12in-EL.9
8in-EL.-2.02
15in-EL.-1.81
8in-EL.74.12
8in-EL.143.53
8in-EL.36.34
8in-EL.69.02
8in-EL.91.46
8in-EL.0.44
8in-EL.76.26
15in-EL.-6.82
8in-EL.81.39
8in-EL.0
6in-EL.0
8in-EL.0
8 ni -EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
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8 ni -EL.0
6in-EL.0
8in-EL.41
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
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18in-EL.0
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6in-EL.0
18in-EL.0
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6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
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8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8 ni -EL.0
8 ni -EL.49 3. 1
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
12in-EL.14.1
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
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6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8 ni -EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0.94
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
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8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
4in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
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8in-EL.0
6in-EL.0
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6in-EL.0
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6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8 ni -EL.0
8in-EL.0
10in-EL.45.42
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
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8in-EL.0
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6in-EL.0
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6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
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8 ni -EL.0
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8in-EL.0
6in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
6 ni -EL.0
8in-EL.0
8in-EL.0
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6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
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6in-EL.0 8in-EL.0
8in-EL.0
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8in-EL.0 8in-EL.0
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6in-EL.0
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6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0 18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
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6in-EL.0
8in-EL.0
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6in-EL.0
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6in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
6in-EL.0
8in-EL.0
4in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0 8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18 ni -EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.56.12
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
10in-EL.45.42
8in-EL.0
6in-EL.0
6in-EL.0
10 ni -EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
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6in-EL.0
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8in-EL.0
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6in-EL.0
8in-EL.0
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6in-EL.0
8 ni -EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.16.7
8in-EL.0
6in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
8 ni -EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
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8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.67.3
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
6in-EL.0
6 in-E L.0
6in-EL
6 .0
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8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
10 ni -EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
Rim=6ft
Rim=9ft
Rim=6ft
Rim=18ft
Rim=83ft
Rim=65ft
Rim=63ft
Rim=62ft
Rim=55ft
Rim=60ft
Rim=41ft
Rim=37ft
Rim=73ft
Rim=73ft
Rim=80ft
Rim=33ft
Rim=57ft
Rim=37ft
Rim=61ft
Rim=96ft
Rim=98ft
Rim=58ft
Rim=47ft
Rim=44ft
Rim=40ft
Rim=80ft
Rim=78ft
Rim=64ft
Rim=62f
R
t
im=58ft
Rim=58ft
Rim=60ft
Rim=25ft
Rim=52ft
Rim=25ft
Rim=22ft
Rim=48ft
Rim=25ft
Rim=29ft
Rim=26ft
Rim=25ft
Rim=26ft
Rim=30ft
Rim=33ft
Rim=32ft
Rim=19ft
Rim=44ft
Rim=28ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=21ft
Rim=21ft
Rim=38ft
Rim=24ft
Rim=52ft
Rim=40ft
Rim=65ft
Rim=37ft
Rim=15ft
Rim=32ft
Rim=35ft
Rim=32ft
Rim=34ft
Rim=33ft
Rim=30ft
Rim=32ft
Rim=30ft
Rim=28ft
Rim=30ft
Rim=29ft Rim=30ft
Rim=26ft Rim=23ft
Rim=23ft
Rim=24ft
Rim=37ft
Rim=48ft
Rim=50ft
Rim=45ft
Rim=52ft
Rim=60ft
Rim=61ft
Rim=26ft
Rim=62ft
Rim=76ft
Rim=62ft
Rim=33ft
Rim=30ft
Rim=58ft
Rim=26ft
Rim=58ft
Rim=59ft
Rim=72ft
Rim=27ft
Rim=65ft
Rim=65ft
Rim=65ft
Rim=53ft
Rim=65ft
Rim=53ft
Rim=55ft
Rim=52ft
Rim=70ft
Rim=54ft
Rim=60ft
Rim=50ft
Rim=25ft
Rim=23ft
Rim=36ft
Rim=23ft
Rim=39ft
Rim=50ft
Rim=42ft
Rim=52ft
Rim=43ft
Rim=48ft
Rim=50ft
Rim=22ft
Rim=54ft
Rim=44ft
Rim=56ft
Rim=44ft
Rim=19ft
Rim=20ft
Rim=52ft
Rim=19ft
Rim=21ft
Rim=17ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=6.8ft
Rim=9.2ft
Rim=150ft
Rim=9.1ft
Rim=9.5ft
Rim=8.9ft
Rim=8.9ft
Rim=7.8ft
Rim=8.3ft
Rim=9.8ft
Rim=9.3ft
Rim=7.8ft
Rim=103ft Rim=110ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=58.8ft
Rim=60.4ft
Rim=20.5ft
Rim=21.1ft
Rim=22.7ft
Rim=27.1ft
Rim=29.2ft
Rim=31.7ft
Rim=33.8ft
Rim=36.3ft
Rim=38.7ft
Rim=39.9ft
Rim=41.8ft
Rim=44.4ft
Rim=82.5ft
Rim=78.7ft
Rim=77.2ft Rim=72.3ft
Rim=71.1ft
Rim=71.7ft
Rim=71.4ft
Rim=67.7ft
Rim=65.7ft
Rim=61.8ft
Rim=64.5ft
Rim=45.3ft
Rim=45.3ft
Rim=45.3ft
Rim=8.75ft
Rim=62.3ft
Rim=59.7ft
Rim=77.4ft
Rim=73.1ft
Rim=67.5ft
Rim=8.64ft
Rim=8.33ft
Rim=9.11ft
Rim=8.62ft
Rim=56.9ft
Rim=52.5ft
Rim=53.1ft
Rim=8.82ft
Rim=8.62ft
Rim=8.09ft
Rim=8.65ft
Rim=47.5ft
Rim=47.1ft
Rim=48.3ft
Rim=49.9ft
Rim=50.9ft
Rim=55.2ft
Rim=92.8ftRim=67.1ft
Rim=61.9ft
Rim=63.4ft
Rim=84.4ftRim=98.5ft
Rim=44.2ft
Rim=40.6ft
Rim=58.1ft
Rim=78.5ft
Rim=13.1ft
Rim=64.8ft
Rim=71.4ft
Rim=71.5ft
Rim=68.5ft
Rim=68.5ft
Rim=77.2ft
Rim=70.8ft
Rim=73.2ft
Rim=70.7ft
Rim=74.1ft Rim=75.4ft
Rim=75.2ft
Rim=70.5ft
Rim=76.9ft
Rim=75.7ft
Rim=70.5ft
Rim=81.5ft
Rim=78.2ft
Rim=81.2ft
Rim=82.1ft
Rim=78.7ft
Rim=75.1ft
Rim=69.5ft
Rim=71.5ft
Rim=71.5ft
Rim=69.8ftRim=71.5ft
Rim=69.9ft
Rim=10.6ft
Rim=23.7ft
Rim=13.9ft
Rim=13.1ft
Rim=17.6ft
Rim=30.8ft
Rim=26.2ft Rim=25.3ft
Rim=28.9ft
Rim=52.1ft
Rim=14.7ft
Rim=15.5ft
Rim=58.1ft
Rim=52.9ft
Rim=50.5ft
Rim=47.4ft
Rim=44.7ft
Rim=60.5ft
Rim=61.7ft
Rim=62.7ft
Rim=63.7ft
Rim=39.8ft
Rim=72.5ft
Rim=90.1ft
Rim=83.2ft
Rim=79.9ft
Rim=78.8f
R
t
im=77.9ft
Rim=78.1ft Rim=68.5ft
Rim=64.9ft
Rim=45.3ft
Rim=41.2ft
Rim=66.8ft
Rim=55.6ft
Rim=51.3ft
Rim=23.4ft
Rim=21.4ft
Rim=23.2ft
Rim=23.3ft
Rim=15.9ft Rim=17.5ft
Rim=17.3ft
Rim=19.1ft
Rim=17.6ft
Rim=16.3ft
Rim=15.7ft
Rim=18.8ft
Rim=66.8ft
Rim=65.1ft
Rim=68.5ft
Rim=66.5f
R
t
im=66.9ft
Rim=49.2ft
Rim=41.3ft
Rim=44.7ft
Rim=35.9ft
Rim=37.5ft
Rim=35.8ft
Rim=55.5ft
Rim=32.7ft
Rim=28.2ft
Rim=60.5ft
Rim=58.3ft
Rim=57.5ft
Rim=24.8ft
Rim=58.7ft
Rim=52.8ft
Rim=59.7ft
Rim=25.1ft
Rim=24.2ft
Rim=60.6ft
Rim=26.1ft
Rim=56.4ft
Rim=52.6ft
Rim=57.2ft
Rim=24.7ft
Rim=58.7ft
Rim=18.2ft
Rim=20.5ft
Rim=19.6ft
Rim=18.3ft
Rim=19.4ft
Rim=61.86ft
Rim=61.63ft
Rim=65.23ft
Rim=63.46ft
Rim=60.72ft
Rim=64.01ft Rim=63.49ft
Rim=62.24ft
Rim=58.96ft
Rim=15.37ft
Rim=57.29ft
Rim=58.49ft
Rim=58.14ft
Rim=58.26ft
Rim=72.69ft
Rim=10.95ft
Rim=123.8ft
Rim=82.59ft
Rim=85.56ft
Rim=74.21ft
Rim=59.51ft
Rim=62.74ft
Rim=66.75ft
Rim=16.25ft
Rim=102.2ft
Rim=87.75ft
Rim=11.48ft
Rim=10.02ft
Rim=10.71ft
Rim=13.48ft
Rim=16.02ft
Rim=16.21ft
Rim=16.25ft
Rim=16.73ft
Rim=15.15ft
Rim=17.01ft
Rim=14.22f
R
t
im=13.61ft
Rim=15.13ft
Rim=14.11ft
Rim=15.87ft
Rim=13.17ft
Rim=14.26ft
Rim=50.05ft
Rim=124.4ft
Rim=108.5ft
Rim=115.6ft
Rim=16.29ft
Rim=33.55ft
Rim=22.79ft
Rim=19.25ft
Rim=84.22538ft
Rim=10.616118ft
Rim=84.006241ft
Rim=79.763374ft
Rim=63.949375ft
Rim=66.854401ft
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community 125
126
Sanitary Sewer Management Plan City of American Canyon
Page │ 17
Appendix 4.3 – Sewer System Force Main and Pump Station Map 127
Sanitary Sewer Management Plan City of American Canyon
Page │ 18
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18in-EL.0
12in-EL.16.928
6in-EL.40.19
12in-EL.40.19
12in-EL.35.91
15in-EL.5.23
12in-EL.9.53
12in-EL.66.2
6in-EL.53.6
10in-EL.0
8in-EL.0
10in-EL.30.92
6in-EL.46.3
12in-EL.30
8in-EL.16.11
8in-EL.26.07
15in-EL.5
8in-EL.58.26
10in-EL.47.97
10in-EL.46.68
8in-EL.48.49
12in-EL.14.1
10in-EL.17.8
12in-EL.59.23
6in-EL.35.07
10in-EL.45.42
8in-EL.15.65
10in-EL.17.33
8in-EL.49.6
8in-EL.16.71
12in-EL.22.48
6in-EL.47.5
10in-EL.12.27
6in-EL.51.5
6in-EL.49.5
15in-EL.4.19
8in-EL.51.54
12in-EL.63.15
10in-EL.14.65
8in-EL.14.47
10in-EL.20.91
12in-EL.49.15
8in-EL.18.15
12in-EL.44.47
6in-EL.20
8in-EL.104
8in-EL.45.3
15in-EL.6.7
8in-EL.16.39
8in-EL.16.7
15in-EL.7.81
8in-EL.18.51
12in-EL.15.64 12in-EL.21.04
10in-EL.13.48
12in-EL.18.34
8in-EL.46.01
8in-EL.56.6
8in-EL.51.25
8in-EL.49.31
10in-EL.29.85
10in-EL.44.32
8in-EL.19.51
8in-EL.20.33
10in-EL.40.82
8in-EL.56.12
10in-EL.44.79
6in-EL.28.6
10in-EL.39.72
10in-EL.43.74
12in-EL.43.99
10in-EL.43.31
10in-EL.50.76
10in-EL.14.55
15in-EL.5.59
15in-EL.5.85
10in-EL.49.41
8in-EL.18.95
10in-EL.38.51
8in-EL.48.34
10in-EL.37.29
10in-EL.41.64
12in-EL.25.96
12in-EL.33.18
12in-EL.15.66
10in-EL.14.49
12in-EL.30.85
10in-EL.44.7
1 2in-EL.9.02
12in-EL.15.44
10in-EL.24.71
8in-EL.49.03
8in-EL.49.47
12in-EL.31
8in-EL.11
14in-EL.9.1
6in-EL.30.32
12in-EL.38.15
12in-EL.34.04
10in-EL.11
8in-EL.47.84
12in-EL.22.35
12in-EL.7.06
24in-EL.0.18
8in-EL.1.95
8in-EL.5.53
12in-EL.52.45
8in-EL.60.44
8in-EL.41
8in-EL.0.75
8in-EL.12.92
12in-EL.45.85
15in-EL.2.8
12in-EL.2.7
8in-EL.54.9
8in-EL.4.05
12in-EL.36.93
8in-EL.1.78
15in-EL.1.02
12in-EL.0
8in-EL.117
15in-EL.-5.2
8in-EL.5.93
8in-EL.-0.36
6in-EL.32.07
8in-EL.55.49
12in-EL.64.82
8in-EL.53
8in-EL.3
12in-EL.35.65
8in-EL.20.89
8in-EL.13.51
8in-EL.36.27
8in-EL.38.45
8in-EL.48.46
8in-EL.47.59
6in-EL.33.62
10in-EL.41.53
8in-EL.94.06
8in-EL.15.77
8in-EL.53.83
15in-EL.3.26
10in-EL.46.59
8in-EL.67.4
8in-EL.3.17
10in-EL.36.08
8in-EL.4.49
12in-EL.7.07
10in-EL.3.43 10in-EL.1.97
6in-EL.0
8in-EL.35.96
14in-EL.9.7
8in-EL.69.7
15in-EL.3.73
12in-EL.62.3
10in-EL.41.74
8in-EL.12.87
15in-EL.6.9
12in-EL.59.5
6in-EL.16.928
12in-EL.24.9
6in-EL.22.13
10in-EL.38.74
8in-EL.67.3
8in-EL.68.4
8in-EL.42.2
24in-EL.2.05
15in-EL.-0.4
10in-EL.42.64
10in-EL.11.4
8in-EL.67.02
8in-EL.24.58
8in-EL.47.2
12in-EL.65.41
8in-EL.61.84
15in-EL.14.45 15in-EL.17.63 15in-EL.20.81
10in-EL.44.03
15in-EL.28.96
12in-EL.40.3
8in-EL.51.32
8in-EL.40.33
12in-EL.62.04
10in-EL.7.81
10in-EL.-5.26
8in-EL.2.1
15in-EL.26.6
8in-EL.4.31
8in-EL.57.5
15in-EL.11.47
15in-EL.7.65
15in-EL.8.54
12in-EL.63.43
15in-EL.8.46
10in-EL.45.64
24in-EL.-0.47
8in-EL.40.788in-EL.44.62
8in-EL.50.06
8in-EL.16.93
8in-EL.71.34
12 ni -EL.63.97 12in-EL.65.98
8in-EL.69.65
12in-EL.3.79
8in-EL.51.5
8in-EL.113.8
8in-EL.10.08
8in-EL.64.18 8in-EL.62.93
15in-EL.4.2715in-EL.6.92
8in-EL.63.1
12in-EL.64.89
8in-EL.66.92
10in-EL.42.69
8in-EL.102.6
8in-EL.32.38
15in-EL.6.22
12in-EL.11.57
8in-EL.61.71
8in-EL.48.52
12in-EL.31.28
10in-EL.54.87
12in-EL.18.46
12in-EL.53.82
8 ni -EL.65.74
14in-EL.10.11
8 ni -EL.0.94
10in-EL.42.61
8in-EL.14.76
8in-EL.48.05
10in-EL.16.22
8in-EL.18.07
8in-EL.2.93
10in-EL.57.78
10in-EL.51.55
10in-EL.33.03
8in-EL.-1.27
8in-EL.54.18
24in-EL.0.86
12in-EL.49.3
15in-EL.31.68
8in-EL.38.2
10in-EL.15.57
12in-EL.7.83
8in-EL.92.65
8in-EL.54.63
8in-EL.33.62
8in-EL.68.81
8in-EL.64.67
4in-EL.0
12in-EL.61.42
8in-EL.2.25
8in-EL.-1.32 8in-EL.59.5
12in-EL.11.92
8in-EL.50.5
12in-EL.6.4
8in-EL.3.59
10in-EL.47.25
8in-EL.5.8
10in-EL.52.09
10in-EL.49.55
8 ni -EL.4.81
8in-EL.112.83
8 ni -EL.12.35
8in-EL.72.09
8in-EL.44.46
12in-EL.37.12
10in-EL.55.24
8in-EL.47.52
8in-EL.32.8
12in-EL.41.03
8in-EL.60.7
8in-EL.68
8in-EL.57.55
12in-EL.20.43
8in-EL.-3.13
12in-EL.23.87
12in-EL.49.98
12in-EL.26.1
8in-EL.7.28
8in-EL.53.74
8in-EL.-4.55
10in-EL.40.1
8in-EL.51.34
8in-EL.66.4
8in-EL.74.23
12in-EL.62.87
12in-EL.9
8in-EL.-2.02
15in-EL.-1.81
8in-EL.74.12
8in-EL.143.53
8in-EL.36.34
8in-EL.69.02
8in-EL.91.46
8in-EL.0.44
8in-EL.76.26
15in-EL.-6.82
8in-EL.81.39
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
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8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.41
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
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18in-EL.0
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8in-EL.0 8in-EL.0
8in-EL.49.31
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
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8in-EL.0
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18in-EL.0
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8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.56.12
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
10in-EL.45.42
8in-EL.0
6in-EL.0
6in-EL.0
10in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.16.7
8in-EL.0
6in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.67.3
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
6in-EL.0
6 in-E L.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6 ni -EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8 ni -EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
10in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
Rim=6ft
Rim=9ft
Rim=6ft
Rim=18ft
Rim=83ft
Rim=65ft
Rim=63ft
Rim=62ft
Rim=55ft
Rim=60ft
Rim=41ft
Rim=37ft
Rim=73ft
Rim=73ft
Rim=80ft
Rim=33ft
Rim=57ft
Rim=37ft
Rim=61ft
Rim=96ft
Rim=98ft
Rim=58ft
Rim=44ft
Rim=47ft
Rim=40ft
Rim=80ft
Rim=78ft
Rim=64ft
Rim=62ft
Rim=58ft
Rim=58ft
Rim=60ft
Rim=25ft
Rim=52ft
Rim=25ft
Rim=22ft
Rim=48ft
Rim=25ft
Rim=29ft
Rim=26ft
Rim=25ft
Rim=26ft
Rim=30ft
Rim=33ft
Rim=32ft
Rim=19ft
Rim=44ft
Rim=28ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=21ft
Rim=21ft
Rim=38ft
Rim=24ft
Rim=52ft
Rim=40ft
Rim=65ft
Rim=37ft
Rim=15ft
Rim=32ft
Rim=35ft
Rim=32ft
Rim=34ft
Rim=33ft
Rim=30ft
Rim=32ft
Rim=30ft
Rim=28ft
Rim=30ft
Rim=29ft
Rim=30ft
Rim=26ft
Rim=23ft
Rim=23ft
Rim=24ft
Rim=37ft
Rim=48ft
Rim=50ft
Rim=45ft
Rim=52ft
Rim=60ft
Rim=61ft
Rim=26ft
Rim=62ft
Rim=76ft
Rim=62ft
Rim=33ft
Rim=30ft
Rim=58ft
Rim=26ft
Rim=58ft
Rim=59ft
Rim=72ft
Rim=27ft
Rim=65ft
Rim=65ft
Rim=65ft
Rim=53ft
Rim=65ft
Rim=53ft
Rim=55ft
Rim=52ft
Rim=70ft
Rim=54ft
Rim=60ft
Rim=50ft
Rim=25ft
Rim=23ft
Rim=36ft
Rim=23ft
Rim=39ft
Rim=50ft
Rim=42ft
Rim=52ft
Rim=43ft
Rim=48ft
Rim=50ft
Rim=22ft
Rim=54ft
Rim=44ft
Rim=56ft
Rim=44ft
Rim=19ft
Rim=20ft
Rim=52ft
Rim=19ft
Rim=21ft
Rim=17ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=6.8ft
Rim=9.2ft
Rim=150ft
Rim=9.1ft
Rim=9.5ft
Rim=8.9ft Rim=8.9ft
Rim=7.8ft
Rim=8.3ft
Rim=9.8ft
Rim=9.3ft
Rim=7.8ft
Rim=103ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=58.8ft
Rim=60.4ft
Rim=20.5ft
Rim=21.1ft
Rim=22.7ft
Rim=27.1ft
Rim=29.2ft
Rim=31.7ft
Rim=33.8ft
Rim=36.3ft
Rim=38.7ft
Rim=39.9ft
Rim=41.8ft
Rim=44.4ft
Rim=82.5ft
Rim=78.7ft
Rim=77.2ft
Rim=72.3ft
Rim=71.1ft
Rim=71.7ft
Rim=71.4ft
Rim=67.7ft
Rim=65.7ft
Rim=61.8ft
Rim=64.5ft
Rim=45.3ft
Rim=45.3ft
Rim=45.3ft
Rim=8.75ft
Rim=62.3ft
Rim=59.7ft
Rim=77.4ft
Rim=73.1ft
Rim=67.5ft
Rim=8.64ft
Rim=8.33ft
Rim=9.11ft
Rim=8.62ft
Rim=56.9ft
Rim=52.5ft
Rim=53.1ft
Rim=8.82ft
Rim=8.62ft
Rim=8.09ft
Rim=8.65ft
Rim=47.5ft
Rim=47.1ft
Rim=48.3ft
Rim=49.9ft
Rim=50.9ft
Rim=55.2ft
Rim=67.1ftRim=92.8ft
Rim=61.9ft
Rim=63.4ft
Rim=84.4ftRim=98.5ft
Rim=44.2ft
Rim=40.6ft
Rim=58.1ft
Rim=13.1ft
Rim=78.5ft
Rim=64.8ft
Rim=71.4ft
Rim=71.5ft
Rim=68.5ft
Rim=68.5ft
Rim=77.2ft
Rim=70.8ft
Rim=73.2ft
Rim=70.7ft
Rim=75.4ft Rim=74.1ft
Rim=75.2ft
Rim=70.5ft
Rim=76.9ft
Rim=75.7ft
Rim=70.5ft
Rim=81.5ft
Rim=78.2ft
Rim=81.2ft
Rim=82.1ft
Rim=78.7ft
Rim=75.1ft
Rim=69.5ft
Rim=71.5ft
Rim=71.5ft
Rim=69.9ft
Rim=71.5ftRim=69.8ft
Rim=10.6ft
Rim=23.7ft
Rim=13.9ft
Rim=13.1ft
Rim=17.6ft
Rim=30.8ft
Rim=26.2ft
Rim=25.3ft
Rim=28.9ft
Rim=52.1ft
Rim=14.7ft
Rim=15.5ft
Rim=58.1ft
Rim=52.9ft
Rim=50.5ft
Rim=47.4ft
Rim=44.7ft
Rim=60.5ft
Rim=61.7ft
Rim=62.7ft
Rim=63.7ft
Rim=39.8ft
Rim=72.5ft
Rim=83.2ft
Rim=90.1ft
Rim=79.9ft
Rim=78.8ft
Rim=77.9ft
Rim=78.1ft
Rim=68.5ft
Rim=64.9ft
Rim=45.3ft
Rim=41.2ft
Rim=66.8ft
Rim=55.6ft
Rim=51.3ft
Rim=23.4ft
Rim=21.4ft
Rim=23.2ft
Rim=23.3ft
Rim=17.5ft
Rim=15.9ft
Rim=17.3ft
Rim=19.1ft
Rim=17.6ft
Rim=16.3ft
Rim=15.7ft
Rim=18.8ft
Rim=66.8ft
Rim=65.1ft
Rim=66.5ft
Rim=68.5ft
Rim=66.9ft
Rim=49.2ft
Rim=41.3ft
Rim=44.7ft
Rim=35.8ft
Rim=37.5ft
Rim=35.9ft
Rim=55.5ft
Rim=32.7ft
Rim=28.2ft
Rim=60.5ft
Rim=58.3ft
Rim=57.5ft
Rim=24.8ft
Rim=58.7ft
Rim=52.8ft
Rim=59.7ft
Rim=25.1ft
Rim=24.2ft
Rim=60.6ft
Rim=26.1ft
Rim=56.4ft
Rim=52.6ft
Rim=57.2ft
Rim=24.7ft
Rim=58.7ft
Rim=18.2ft
Rim=20.5ft
Rim=19.6ft
Rim=18.3ft
Rim=19.4ft
Rim=61.86ft
Rim=61.63ft
Rim=65.23ft
Rim=63.46ft
Rim=60.72ft
Rim=64.01ft
Rim=63.49ft
Rim=62.24ft
Rim=58.96ft
Rim=15.37ft
Rim=57.29ft
Rim=58.49ft
Rim=58.14ft
Rim=58.26ft
Rim=72.69ft
Rim=10.95ft
Rim=123.8ft
Rim=82.59ft
Rim=85.56ft
Rim=74.21ft
Rim=59.51ft
Rim=62.74ft
Rim=66.75ft
Rim=16.25ft
Rim=102.2ft
Rim=87.75ft
Rim=11.48ft
Rim=10.02ft
Rim=10.71ft
Rim=13.48ft
Rim=16.02ft
Rim=16.21ft
Rim=16.25ft
Rim=16.73ft
Rim=15.15ft
Rim=17.01ft
Rim=14.22ft
Rim=15.13ft
Rim=14.11ft
Rim=13.61ft
Rim=15.87ft
Rim=13.17ft
Rim=14.26ft
Rim=50.05ft
Rim=124.4ft
Rim=108.5ft
Rim=115.6ft
Rim=16.29ft
Rim=33.55ft
Rim=22.79ft
Rim=19.25ft
Rim=84.22538ft
Rim=10.616118ft
Rim=84.006241ft
Rim=79.763374ft
Rim=63.949375ft
Rim=66.854401ft
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community WRF
129
130
Sanitary Sewer Management Plan City of American Canyon
Page │ 21
Appendix 4.4 – Sewer System Map by Pipe Type
131
Sanitary Sewer Management Plan City of American Canyon
Page │ 22
132
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(] (] (] (] (]
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(](]
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(] (] (] (] (] (] (] (] (] (] (] (] (](] (] (] (] (] (] (] (] (] (] (] (] (] (]
(]
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18in-EL.0
12in-EL.16.928
6in-EL.40.19
12in-EL.40.19
12in-EL.35.91
15in-EL.5.23
12in-EL.9.53
12in-EL.66.2
6in-EL.53.6
10in-EL.0
8in-EL.0
10in-EL.30.92
6in-EL.46.3
12in-EL.30
8in-EL.16.11
8in-EL.26.07
15in-EL.5
8in-EL.58.26
10in-EL.47.97
10in-EL.46.68
8in-EL.48.49
12in-EL.14.1
10in-EL.17.8
12in-EL.59.23
6in-EL.35.07
10in-EL.45.42
8in-EL.15.65
10in-EL.17.33
8in-EL.49.6
8in-EL.16.71
12in-EL.22.48
6in-EL.47.5
10in-EL.12.27
6in-EL.51.5
6in-EL.49.5
15in-EL.4.19
8in-EL.51.54
12in-EL.63.15
10in-EL.14.65
8in-EL.14.47
10in-EL.20.91
12in-EL.49.15
8in-EL.18.15
12in-EL.44.47
6in-EL.20
8in-EL.104
8in-EL.45.3
15in-EL.6.7
8in-EL.16.39
8in-EL.16.7
15in-EL.7.81
8in-EL.18.51
12in-EL.15.64 12in-EL.21.04
10in-EL.13.48
12in-EL.18.34
8in-EL.46.01
8in-EL.56.6
8in-EL.51.25
8in-EL.49.31
10in-EL.29.85
10in-EL.44.32
8in-EL.19.51
8in-EL.20.33
10in-EL.40.82
8in-EL.56.12
10in-EL.44.79
6in-EL.28.6
10in-EL.39.72
10in-EL.43.74
12in-EL.43.99
10in-EL.43.31
10in-EL.50.76
10in-EL.14.55
15in-EL.5.59
15in-EL.5.85
10in-EL.49.41
8in-EL.18.95
10in-EL.38.51
8in-EL.48.34
10in-EL.37.29
10in-EL.41.64
12in-EL.25.96
12in-EL.33.18
12in-EL.15.66
10in-EL.14.49
12in-EL.30.85
10in-EL.44.7
1 2in-EL.9.02
12in-EL.15.44
10in-EL.24.71
8in-EL.49.03
8in-EL.49.47
12in-EL.31
8in-EL.11
14in-EL.9.1
6in-EL.30.32
12in-EL.38.15
12in-EL.34.04
10in-EL.11
8in-EL.47.84
12in-EL.22.35
12in-EL.7.06
24in-EL.0.18
8in-EL.1.95
8in-EL.5.53
12in-EL.52.45
8in-EL.60.44
8in-EL.41
8in-EL.0.75
8in-EL.12.92
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6in-EL.0
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8in-EL.56.12
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10in-EL.45.42
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18in-EL.0
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6in-EL.0
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Rim=9ft
Rim=6ft
Rim=18ft
Rim=83ft
Rim=65ft
Rim=63ft
Rim=62ft
Rim=55ft
Rim=60ft
Rim=41ft
Rim=37ft
Rim=73ft
Rim=73ft
Rim=80ft
Rim=33ft
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Rim=37ft
Rim=61ft
Rim=96ft
Rim=98ft
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Rim=44ft
Rim=47ft
Rim=40ft
Rim=80ft
Rim=78ft
Rim=64ft
Rim=62ft
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Rim=58ft
Rim=60ft
Rim=25ft
Rim=52ft
Rim=25ft
Rim=22ft
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Rim=25ft
Rim=29ft
Rim=26ft
Rim=25ft
Rim=26ft
Rim=30ft
Rim=33ft
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Rim=19ft
Rim=44ft
Rim=28ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=21ft
Rim=21ft
Rim=38ft
Rim=24ft
Rim=52ft
Rim=40ft
Rim=65ft
Rim=37ft
Rim=15ft
Rim=32ft
Rim=35ft
Rim=32ft
Rim=34ft
Rim=33ft
Rim=30ft
Rim=32ft
Rim=30ft
Rim=28ft
Rim=30ft
Rim=29ft
Rim=30ft
Rim=26ft
Rim=23ft
Rim=23ft
Rim=24ft
Rim=37ft
Rim=48ft
Rim=50ft
Rim=45ft
Rim=52ft
Rim=60ft
Rim=61ft
Rim=26ft
Rim=62ft
Rim=76ft
Rim=62ft
Rim=33ft
Rim=30ft
Rim=58ft
Rim=26ft
Rim=58ft
Rim=59ft
Rim=72ft
Rim=27ft
Rim=65ft
Rim=65ft
Rim=65ft
Rim=53ft
Rim=65ft
Rim=53ft
Rim=55ft
Rim=52ft
Rim=70ft
Rim=54ft
Rim=60ft
Rim=50ft
Rim=25ft
Rim=23ft
Rim=36ft
Rim=23ft
Rim=39ft
Rim=50ft
Rim=42ft
Rim=52ft
Rim=43ft
Rim=48ft
Rim=50ft
Rim=22ft
Rim=54ft
Rim=44ft
Rim=56ft
Rim=44ft
Rim=19ft
Rim=20ft
Rim=52ft
Rim=19ft
Rim=21ft
Rim=17ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=6.8ft
Rim=9.2ft
Rim=150ft
Rim=9.1ft
Rim=9.5ft
Rim=8.9ft Rim=8.9ft
Rim=7.8ft
Rim=8.3ft
Rim=9.8ft
Rim=9.3ft
Rim=7.8ft
Rim=103ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=58.8ft
Rim=60.4ft
Rim=20.5ft
Rim=21.1ft
Rim=22.7ft
Rim=27.1ft
Rim=29.2ft
Rim=31.7ft
Rim=33.8ft
Rim=36.3ft
Rim=38.7ft
Rim=39.9ft
Rim=41.8ft
Rim=44.4ft
Rim=82.5ft
Rim=78.7ft
Rim=77.2ft
Rim=72.3ft
Rim=71.1ft
Rim=71.7ft
Rim=71.4ft
Rim=67.7ft
Rim=65.7ft
Rim=61.8ft
Rim=64.5ft
Rim=45.3ft
Rim=45.3ft
Rim=45.3ft
Rim=8.75ft
Rim=62.3ft
Rim=59.7ft
Rim=77.4ft
Rim=73.1ft
Rim=67.5ft
Rim=8.64ft
Rim=8.33ft
Rim=9.11ft
Rim=8.62ft
Rim=56.9ft
Rim=52.5ft
Rim=53.1ft
Rim=8.82ft
Rim=8.62ft
Rim=8.09ft
Rim=8.65ft
Rim=47.5ft
Rim=47.1ft
Rim=48.3ft
Rim=49.9ft
Rim=50.9ft
Rim=55.2ft
Rim=67.1ftRim=92.8ft
Rim=61.9ft
Rim=63.4ft
Rim=84.4ftRim=98.5ft
Rim=44.2ft
Rim=40.6ft
Rim=58.1ft
Rim=13.1ft
Rim=78.5ft
Rim=64.8ft
Rim=71.4ft
Rim=71.5ft
Rim=68.5ft
Rim=68.5ft
Rim=77.2ft
Rim=70.8ft
Rim=73.2ft
Rim=70.7ft
Rim=75.4ft Rim=74.1ft
Rim=75.2ft
Rim=70.5ft
Rim=76.9ft
Rim=75.7ft
Rim=70.5ft
Rim=81.5ft
Rim=78.2ft
Rim=81.2ft
Rim=82.1ft
Rim=78.7ft
Rim=75.1ft
Rim=69.5ft
Rim=71.5ft
Rim=71.5ft
Rim=69.9ft
Rim=71.5ftRim=69.8ft
Rim=10.6ft
Rim=23.7ft
Rim=13.9ft
Rim=13.1ft
Rim=17.6ft
Rim=30.8ft
Rim=26.2ft
Rim=25.3ft
Rim=28.9ft
Rim=52.1ft
Rim=14.7ft
Rim=15.5ft
Rim=58.1ft
Rim=52.9ft
Rim=50.5ft
Rim=47.4ft
Rim=44.7ft
Rim=60.5ft
Rim=61.7ft
Rim=62.7ft
Rim=63.7ft
Rim=39.8ft
Rim=72.5ft
Rim=83.2ft
Rim=90.1ft
Rim=79.9ft
Rim=78.8ft
Rim=77.9ft
Rim=78.1ft
Rim=68.5ft
Rim=64.9ft
Rim=45.3ft
Rim=41.2ft
Rim=66.8ft
Rim=55.6ft
Rim=51.3ft
Rim=23.4ft
Rim=21.4ft
Rim=23.2ft
Rim=23.3ft
Rim=17.5ft
Rim=15.9ft
Rim=17.3ft
Rim=19.1ft
Rim=17.6ft
Rim=16.3ft
Rim=15.7ft
Rim=18.8ft
Rim=66.8ft
Rim=65.1ft
Rim=66.5ft
Rim=68.5ft
Rim=66.9ft
Rim=49.2ft
Rim=41.3ft
Rim=44.7ft
Rim=35.8ft
Rim=37.5ft
Rim=35.9ft
Rim=55.5ft
Rim=32.7ft
Rim=28.2ft
Rim=60.5ft
Rim=58.3ft
Rim=57.5ft
Rim=24.8ft
Rim=58.7ft
Rim=52.8ft
Rim=59.7ft
Rim=25.1ft
Rim=24.2ft
Rim=60.6ft
Rim=26.1ft
Rim=56.4ft
Rim=52.6ft
Rim=57.2ft
Rim=24.7ft
Rim=58.7ft
Rim=18.2ft
Rim=20.5ft
Rim=19.6ft
Rim=18.3ft
Rim=19.4ft
Rim=61.86ft
Rim=61.63ft
Rim=65.23ft
Rim=63.46ft
Rim=60.72ft
Rim=64.01ft
Rim=63.49ft
Rim=62.24ft
Rim=58.96ft
Rim=15.37ft
Rim=57.29ft
Rim=58.49ft
Rim=58.14ft
Rim=58.26ft
Rim=72.69ft
Rim=10.95ft
Rim=123.8ft
Rim=82.59ft
Rim=85.56ft
Rim=74.21ft
Rim=59.51ft
Rim=62.74ft
Rim=66.75ft
Rim=16.25ft
Rim=102.2ft
Rim=87.75ft
Rim=11.48ft
Rim=10.02ft
Rim=10.71ft
Rim=13.48ft
Rim=16.02ft
Rim=16.21ft
Rim=16.25ft
Rim=16.73ft
Rim=15.15ft
Rim=17.01ft
Rim=14.22ft
Rim=15.13ft
Rim=14.11ft
Rim=13.61ft
Rim=15.87ft
Rim=13.17ft
Rim=14.26ft
Rim=50.05ft
Rim=124.4ft
Rim=108.5ft
Rim=115.6ft
Rim=16.29ft
Rim=33.55ft
Rim=22.79ft
Rim=19.25ft
Rim=84.22538ft
Rim=10.616118ft
Rim=84.006241ft
Rim=79.763374ft
Rim=63.949375ft
Rim=66.854401ft
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community WRF
133
134
Sanitary Sewer Management Plan City of American Canyon
Page │ 25
Appendix 4.5 – Sewer System Condition Map
135
Sanitary Sewer Management Plan City of American Canyon
Page │ 26
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18in-EL.0
12in-EL.16.928
6in-EL.40.19
12in-EL.40.19
12in-EL.35.91
15in-EL.5.23
12in-EL.9.53
12in-EL.66.2
6in-EL.53.6
10in-EL.0
8in-EL.0
10in-EL.30.92
6in-EL.46.3
12in-EL.30
8in-EL.16.11
8in-EL.26.07
15in-EL.5
8in-EL.58.26
10in-EL.47.97
10in-EL.46.68
8in-EL.48.49
12in-EL.14.1
10in-EL.17.8
12in-EL.59.23
6in-EL.35.07
10in-EL.45.42
8in-EL.15.65
10in-EL.17.33
8in-EL.49.6
8in-EL.16.71
12in-EL.22.48
6in-EL.47.5
10in-EL.12.27
6in-EL.51.5
6in-EL.49.5
15in-EL.4.19
8in-EL.51.54
12in-EL.63.15
10in-EL.14.65
8in-EL.14.47
10in-EL.20.91
12in-EL.49.15
8in-EL.18.15
12in-EL.44.47
6in-EL.20
8in-EL.104
8in-EL.45.3
15in-EL.6.7
8in-EL.16.39
8in-EL.16.7
15in-EL.7.81
8in-EL.18.51
12in-EL.15.64 12in-EL.21.04
10in-EL.13.48
12in-EL.18.34
8in-EL.46.01
8in-EL.56.6
8in-EL.51.25
8in-EL.49.31
10in-EL.29.85
10in-EL.44.32
8in-EL.19.51
8in-EL.20.33
10in-EL.40.82
8in-EL.56.12
10in-EL.44.79
6in-EL.28.6
10in-EL.39.72
10in-EL.43.74
12in-EL.43.99
10in-EL.43.31
10in-EL.50.76
10in-EL.14.55
15in-EL.5.59
15in-EL.5.85
10in-EL.49.41
8in-EL.18.95
10in-EL.38.51
8in-EL.48.34
10in-EL.37.29
10in-EL.41.64
12in-EL.25.96
12in-EL.33.18
12in-EL.15.66
10in-EL.14.49
12in-EL.30.85
10in-EL.44.7
1 2in-EL.9.02
12in-EL.15.44
10in-EL.24.71
8in-EL.49.03
8in-EL.49.47
12in-EL.31
8in-EL.11
14in-EL.9.1
6in-EL.30.32
12in-EL.38.15
12in-EL.34.04
10in-EL.11
8in-EL.47.84
12in-EL.22.35
12in-EL.7.06
24in-EL.0.18
8in-EL.1.95
8in-EL.5.53
12in-EL.52.45
8in-EL.60.44
8in-EL.41
8in-EL.0.75
8in-EL.12.92
12in-EL.45.85
15in-EL.2.8
12in-EL.2.7
8in-EL.54.9
8in-EL.4.05
12in-EL.36.93
8in-EL.1.78
15in-EL.1.02
12in-EL.0
8in-EL.117
15in-EL.-5.2
8in-EL.5.93
8in-EL.-0.36
6in-EL.32.07
8in-EL.55.49
12in-EL.64.82
8in-EL.53
8in-EL.3
12in-EL.35.65
8in-EL.20.89
8in-EL.13.51
8in-EL.36.27
8in-EL.38.45
8in-EL.48.46
8in-EL.47.59
6in-EL.33.62
10in-EL.41.53
8in-EL.94.06
8in-EL.15.77
8in-EL.53.83
15in-EL.3.26
10in-EL.46.59
8in-EL.67.4
8in-EL.3.17
10in-EL.36.08
8in-EL.4.49
12in-EL.7.07
10in-EL.3.43 10in-EL.1.97
6in-EL.0
8in-EL.35.96
14in-EL.9.7
8in-EL.69.7
15in-EL.3.73
12in-EL.62.3
10in-EL.41.74
8in-EL.12.87
15in-EL.6.9
12in-EL.59.5
6in-EL.16.928
12in-EL.24.9
6in-EL.22.13
10in-EL.38.74
8in-EL.67.3
8in-EL.68.4
8in-EL.42.2
24in-EL.2.05
15in-EL.-0.4
10in-EL.42.64
10in-EL.11.4
8in-EL.67.02
8in-EL.24.58
8in-EL.47.2
12in-EL.65.41
8in-EL.61.84
15in-EL.14.45 15in-EL.17.63 15in-EL.20.81
10in-EL.44.03
15in-EL.28.96
12in-EL.40.3
8in-EL.51.32
8in-EL.40.33
12in-EL.62.04
10in-EL.7.81
10in-EL.-5.26
8in-EL.2.1
15in-EL.26.6
8in-EL.4.31
8in-EL.57.5
15in-EL.11.47
15in-EL.7.65
15in-EL.8.54
12in-EL.63.43
15in-EL.8.46
10in-EL.45.64
24in-EL.-0.47
8in-EL.40.788in-EL.44.62
8in-EL.50.06
8in-EL.16.93
8in-EL.71.34
12 ni -EL.63.97 12in-EL.65.98
8in-EL.69.65
12in-EL.3.79
8in-EL.51.5
8in-EL.113.8
8in-EL.10.08
8in-EL.64.18 8in-EL.62.93
15in-EL.4.2715in-EL.6.92
8in-EL.63.1
12in-EL.64.89
8in-EL.66.92
10in-EL.42.69
8in-EL.102.6
8in-EL.32.38
15in-EL.6.22
12in-EL.11.57
8in-EL.61.71
8in-EL.48.52
12in-EL.31.28
10in-EL.54.87
12in-EL.18.46
12in-EL.53.82
8 n- i EL.65.74
14in-EL.10.11
8 ni -EL.0.94
10in-EL.42.61
8in-EL.14.76
8in-EL.48.05
10in-EL.16.22
8in-EL.18.07
8in-EL.2.93
10in-EL.57.78
10in-EL.51.55
10in-EL.33.03
8in-EL.-1.27
8in-EL.54.18
24in-EL.0.86
12in-EL.49.3
15in-EL.31.68
8in-EL.38.2
10in-EL.15.57
12in-EL.7.83
8in-EL.92.65
8in-EL.54.63
8in-EL.33.62
8in-EL.68.81
8in-EL.64.67
4in-EL.0
12in-EL.61.42
8in-EL.2.25
8in-EL.-1.32 8in-EL.59.5
12in-EL.11.92
8in-EL.50.5
12in-EL.6.4
8in-EL.3.59
10in-EL.47.25
8in-EL.5.8
10in-EL.52.09
10in-EL.49.55
8 ni -EL.4.81
8in-EL.112.83
8 ni -EL.12.35
8in-EL.72.09
8in-EL.44.46
12in-EL.37.12
10in-EL.55.24
8in-EL.47.52
8in-EL.32.8
12in-EL.41.03
8in-EL.60.7
8in-EL.68
8in-EL.57.55
12in-EL.20.43
8in-EL.-3.13
12in-EL.23.87
12in-EL.49.98
12in-EL.26.1
8in-EL.7.28
8in-EL.53.74
8in-EL.-4.55
10in-EL.40.1
8in-EL.51.34
8in-EL.66.4
8in-EL.74.23
12in-EL.62.87
12in-EL.9
8in-EL.-2.02
15in-EL.-1.81
8in-EL.74.12
8in-EL.143.53
8in-EL.36.34
8in-EL.69.02
8in-EL.91.46
8in-EL.0.44
8in-EL.76.26
15in-EL.-6.82
8in-EL.81.39
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.41
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.49.31
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
12in-EL.14.1
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0.94
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
4in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8 ni -EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
10in-EL.45.42
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
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8in-EL.0
8in-EL.0
6in-EL.0
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8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
6in-EL.0
8in-EL.0
4in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.56.12
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0 8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
10in-EL.45.42
8in-EL.0
6in-EL.0
6in-EL.0
10in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.16.7
8in-EL.0
6in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
10in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
18in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
12in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.67.3
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
12in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
18in-EL.0
6in-EL.0
6in-EL.0
6 in-E L.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6 ni -EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8 ni -EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
8in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
6in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
6in-EL.0
10in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
8in-EL.0
Rim=6ft
Rim=9ft
Rim=6ft
Rim=18ft
Rim=83ft
Rim=65ft
Rim=63ft
Rim=62ft
Rim=55ft
Rim=60ft
Rim=41ft
Rim=37ft
Rim=73ft
Rim=73ft
Rim=80ft
Rim=33ft
Rim=57ft
Rim=37ft
Rim=61ft
Rim=96ft
Rim=98ft
Rim=58ft
Rim=44ft
Rim=47ft
Rim=40ft
Rim=80ft
Rim=78ft
Rim=64ft
Rim=62ft
Rim=58ft
Rim=58ft
Rim=60ft
Rim=25ft
Rim=52ft
Rim=25ft
Rim=22ft
Rim=48ft
Rim=25ft
Rim=29ft
Rim=26ft
Rim=25ft
Rim=26ft
Rim=30ft
Rim=33ft
Rim=32ft
Rim=19ft
Rim=44ft
Rim=28ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=21ft
Rim=21ft
Rim=38ft
Rim=24ft
Rim=52ft
Rim=40ft
Rim=65ft
Rim=37ft
Rim=15ft
Rim=32ft
Rim=35ft
Rim=32ft
Rim=34ft
Rim=33ft
Rim=30ft
Rim=32ft
Rim=30ft
Rim=28ft
Rim=30ft
Rim=29ft
Rim=30ft
Rim=26ft
Rim=23ft
Rim=23ft
Rim=24ft
Rim=37ft
Rim=48ft
Rim=50ft
Rim=45ft
Rim=52ft
Rim=60ft
Rim=61ft
Rim=26ft
Rim=62ft
Rim=76ft
Rim=62ft
Rim=33ft
Rim=30ft
Rim=58ft
Rim=26ft
Rim=58ft
Rim=59ft
Rim=72ft
Rim=27ft
Rim=65ft
Rim=65ft
Rim=65ft
Rim=53ft
Rim=65ft
Rim=53ft
Rim=55ft
Rim=52ft
Rim=70ft
Rim=54ft
Rim=60ft
Rim=50ft
Rim=25ft
Rim=23ft
Rim=36ft
Rim=23ft
Rim=39ft
Rim=50ft
Rim=42ft
Rim=52ft
Rim=43ft
Rim=48ft
Rim=50ft
Rim=22ft
Rim=54ft
Rim=44ft
Rim=56ft
Rim=44ft
Rim=19ft
Rim=20ft
Rim=52ft
Rim=19ft
Rim=21ft
Rim=17ft
Rim=19ft
Rim=20ft
Rim=20ft
Rim=6.8ft
Rim=9.2ft
Rim=150ft
Rim=9.1ft
Rim=9.5ft
Rim=8.9ft Rim=8.9ft
Rim=7.8ft
Rim=8.3ft
Rim=9.8ft
Rim=9.3ft
Rim=7.8ft
Rim=103ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=110ft
Rim=58.8ft
Rim=60.4ft
Rim=20.5ft
Rim=21.1ft
Rim=22.7ft
Rim=27.1ft
Rim=29.2ft
Rim=31.7ft
Rim=33.8ft
Rim=36.3ft
Rim=38.7ft
Rim=39.9ft
Rim=41.8ft
Rim=44.4ft
Rim=82.5ft
Rim=78.7ft
Rim=77.2ft
Rim=72.3ft
Rim=71.1ft
Rim=71.7ft
Rim=71.4ft
Rim=67.7ft
Rim=65.7ft
Rim=61.8ft
Rim=64.5ft
Rim=45.3ft
Rim=45.3ft
Rim=45.3ft
Rim=8.75ft
Rim=62.3ft
Rim=59.7ft
Rim=77.4ft
Rim=73.1ft
Rim=67.5ft
Rim=8.64ft
Rim=8.33ft
Rim=9.11ft
Rim=8.62ft
Rim=56.9ft
Rim=52.5ft
Rim=53.1ft
Rim=8.82ft
Rim=8.62ft
Rim=8.09ft
Rim=8.65ft
Rim=47.5ft
Rim=47.1ft
Rim=48.3ft
Rim=49.9ft
Rim=50.9ft
Rim=55.2ft
Rim=67.1ftRim=92.8ft
Rim=61.9ft
Rim=63.4ft
Rim=84.4ftRim=98.5ft
Rim=44.2ft
Rim=40.6ft
Rim=58.1ft
Rim=13.1ft
Rim=78.5ft
Rim=64.8ft
Rim=71.4ft
Rim=71.5ft
Rim=68.5ft
Rim=68.5ft
Rim=77.2ft
Rim=70.8ft
Rim=73.2ft
Rim=70.7ft
Rim=75.4ft Rim=74.1ft
Rim=75.2ft
Rim=70.5ft
Rim=76.9ft
Rim=75.7ft
Rim=70.5ft
Rim=81.5ft
Rim=78.2ft
Rim=81.2ft
Rim=82.1ft
Rim=78.7ft
Rim=75.1ft
Rim=69.5ft
Rim=71.5ft
Rim=71.5ft
Rim=69.9ft
Rim=71.5ftRim=69.8ft
Rim=10.6ft
Rim=23.7ft
Rim=13.9ft
Rim=13.1ft
Rim=17.6ft
Rim=30.8ft
Rim=26.2ft
Rim=25.3ft
Rim=28.9ft
Rim=52.1ft
Rim=14.7ft
Rim=15.5ft
Rim=58.1ft
Rim=52.9ft
Rim=50.5ft
Rim=47.4ft
Rim=44.7ft
Rim=60.5ft
Rim=61.7ft
Rim=62.7ft
Rim=63.7ft
Rim=39.8ft
Rim=72.5ft
Rim=83.2ft
Rim=90.1ft
Rim=79.9ft
Rim=78.8ft
Rim=77.9ft
Rim=78.1ft
Rim=68.5ft
Rim=64.9ft
Rim=45.3ft
Rim=41.2ft
Rim=66.8ft
Rim=55.6ft
Rim=51.3ft
Rim=23.4ft
Rim=21.4ft
Rim=23.2ft
Rim=23.3ft
Rim=17.5ft
Rim=15.9ft
Rim=17.3ft
Rim=19.1ft
Rim=17.6ft
Rim=16.3ft
Rim=15.7ft
Rim=18.8ft
Rim=66.8ft
Rim=65.1ft
Rim=66.5ft
Rim=68.5ft
Rim=66.9ft
Rim=49.2ft
Rim=41.3ft
Rim=44.7ft
Rim=35.8ft
Rim=37.5ft
Rim=35.9ft
Rim=55.5ft
Rim=32.7ft
Rim=28.2ft
Rim=60.5ft
Rim=58.3ft
Rim=57.5ft
Rim=24.8ft
Rim=58.7ft
Rim=52.8ft
Rim=59.7ft
Rim=25.1ft
Rim=24.2ft
Rim=60.6ft
Rim=26.1ft
Rim=56.4ft
Rim=52.6ft
Rim=57.2ft
Rim=24.7ft
Rim=58.7ft
Rim=18.2ft
Rim=20.5ft
Rim=19.6ft
Rim=18.3ft
Rim=19.4ft
Rim=61.86ft
Rim=61.63ft
Rim=65.23ft
Rim=63.46ft
Rim=60.72ft
Rim=64.01ft
Rim=63.49ft
Rim=62.24ft
Rim=58.96ft
Rim=15.37ft
Rim=57.29ft
Rim=58.49ft
Rim=58.14ft
Rim=58.26ft
Rim=72.69ft
Rim=10.95ft
Rim=123.8ft
Rim=82.59ft
Rim=85.56ft
Rim=74.21ft
Rim=59.51ft
Rim=62.74ft
Rim=66.75ft
Rim=16.25ft
Rim=102.2ft
Rim=87.75ft
Rim=11.48ft
Rim=10.02ft
Rim=10.71ft
Rim=13.48ft
Rim=16.02ft
Rim=16.21ft
Rim=16.25ft
Rim=16.73ft
Rim=15.15ft
Rim=17.01ft
Rim=14.22ft
Rim=15.13ft
Rim=14.11ft
Rim=13.61ft
Rim=15.87ft
Rim=13.17ft
Rim=14.26ft
Rim=50.05ft
Rim=124.4ft
Rim=108.5ft
Rim=115.6ft
Rim=16.29ft
Rim=33.55ft
Rim=22.79ft
Rim=19.25ft
Rim=84.22538ft
Rim=10.616118ft
Rim=84.006241ft
Rim=79.763374ft
Rim=63.949375ft
Rim=66.854401ft
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community WRF
137
138
Sanitary Sewer Management Plan City of American Canyon
Page │ 29
Appendix 4.6 – Sewer Cleaning Form
139
Sanitary Sewer Management Plan City of American Canyon
Page │ 30
140
PUBLIC WORKS DEPARTMENT______________________

MONTHLY HYDRO LOG
DATE: _____________ OPERATORS:_______________________
Location Direction Footage Comments

TOTAL
141
Sanitary Sewer Management Plan City of American Canyon
Page │ 32
142
Sanitary Sewer Management Plan City of American Canyon
Page │ 33
Appendix 4.7 – Pump Station Wet Well Inspection Form
143
Sanitary Sewer Management Plan City of American Canyon
Page │ 34
144
Y/N
Y/N
Y/N
Y/N
Y/N

CITY OF AMERICAN CANYON

PUBLIC WORKS DEPARTMENT

SEWER DIVISION WEEKLY WET WELL INSPECTIONS
DATE: INSPECTED BY:

Pump Station wet well condition:

SUNSET PUMP STATION:

KIMBERLY PUMP STATION:

TOWER ROAD PUMP STATION:

BUILDING E (corpyard)
Comments:

GREEN ISLAND PUMP STATION:

Note type and amount of solids, grease, structural condition, if it needs cleaning, anything out of the ordinary.

Needs cleaning
Needs cleaning
Needs cleaning
Needs cleaning
Needs cleaning
Comments:

Comments:

Comments:
145
Sanitary Sewer Management Plan City of American Canyon
Page │ 36
146
Sanitary Sewer Management Plan City of American Canyon
Page │ 37
Appendix 4.8 – Sewer Lateral Inspection Form
147
Sanitary Sewer Management Plan City of American Canyon
Page │ 38
148

CLEANOUT
Y/N CCTV: Y/N FLOW CONDITION
GPS

COORDINATES
DATE:

ADDRESS
NOTE: Addresses with no property line cleanouts won't be tv'd

CITY OF AMERICAN CANYON

SEWER LATERAL INSPECTION
149
Sanitary Sewer Management Plan City of American Canyon
Page │ 40
150
Sanitary Sewer Management Plan City of American Canyon
Page │ 41
Appendix 4.9 – Sewer Hot Spot Form
151
Sanitary Sewer Management Plan City of American Canyon
Page │ 42
152
Checked by:____________
Location Condition
585 Chaucer Ln
Chaucer ct.

Chaucer @ Knightsbridge
Meadow bay @ kimberly
Elliott & Capra
31 Marla Dr
Andrew Rd @ Wilson Way
Crawford Way @ Andrew Rd
Hwy 29 @ West America Bank
115 Independence
Broadway @ Cartagena
south of Broadway/Cartagena in field
3000 Broadway (by creek)
724 West Park
5075 Main St. (in front of Sonic)
South end of Main st.

H & R block
4545 Hess
Little league
120 West Carolyn Dr
2 Alta Loma
6 Alta Loma
Wetlands edge @ Rio Del Mar
In front of corp yard
Sewer Hot Spots
Date:____________
Comments
153
Sanitary Sewer Management Plan City of American Canyon
Page │ 44
154
Sanitary Sewer Management Plan City of American Canyon
Page │ 45
Appendix 5.0 – Sewer System Engineering Standards and Specifications 155
Sanitary Sewer Management Plan City of American Canyon
Page │ 46
156
F"OR MANHOLE COVER AND
ct:S:!��:s, FRAME SEE PLAN # 6.05
UNIMPROVED SURF. IMPROVED SURFACE
CLASS "A" 24"1
MIN. "
CONC. COLLAR
SEE NOTE 8
w:-:e:::--ASPHALT

CONCRETE
SEE NOTE 3
c.· i-------�60:::..."___;_;.;I.Da..:.. _____ -i· .�
LARGER� BARRELS MAY BE

REQUIRED UNDER SPECIAL

CIRCUMSTANCES
0 WW
. a:: (.)
2::)< .� �1-------- XYPEX COATING -----i.�
. ::E � �
POINT INSIDE & OUT WITH 1: 3 � !:!:: �
'--'
MORTAR
ROUND

CORNERS
#4 @ 12"
GRID CLASS "A" CONC. BASE SEE NOTE 6

A FLEXIBLE COUPLING, AS APPROVED

BY THE CITY ENGINEER

SHALL BE INSTALLED IN THE ----
SEWER MAIN 'NITHIN 12"

OF THE BASE OF THE
MANHOLE (TYP.) NOT
REQUIRED WHEN PRECAST BASES ARE
MANUF. W/FLEX CPLGS.

ALREADY INSTALLED
-

CENTRIC

MANHOLE C

GRADE RIN

LOCATION

DURA-SEAL PIPE

TO MANHOLE FLEX

GASKET OR APPROVED

EQUAL (TYP)

MANHOLE BASE

CHANNELIZATION PLAN AND LOCATION OF

ECCENTRIC MANHOLE COVER
NOTES:

1. WHEN MANHOLES ARE INSTALLED IN

UNIMPROVED AREAS, THE TOP OF THE
COVER SHALL BE A MIN. OF 1 FOOT
ABOVE ADJACENT FINISHED GRADE.

2. MIN. OF ONE 3" AND ONE 6" GRADE
ADJUSTMENT RINGS. MAX. HEIGHT
OF GRADE ADJUSTMENT RINGS :::: 20"

AL TERNA TEL Y, CONTRACTOR MAY CAST
GRADE ADJL!STMENT RINGS IN PLACE.

3. SET ALL BARREL SECTIONS & TAPER
SECTIONS IN PLASTIC GASKET, RAMNEK OR APPROVED ALTERNATE. TYP.

JOINT: 1-1/2" (3/4" X 2-1/2")
RAM-NEK SEAL (2 SEALS IN HIGH
WATER AREAS).

4. CONE SECTION (TAPER) MUST BE
ECCENTRIC FOR 60" MANHOLE.

5. CONSTRUCT ALL FLOW CHANNELS OF
PIPE WHEREVER POSSIBLE. AFTER

LOWER RING SECTION IS SET, BREAK

OUT TOP HALF OF PIPE FLUSH WITH
INSIDE FACE OF M.H. WALL AND CONSTRUCT SHELF ANO U-SHAPED CHANNEL

MAKE ELEVATION CHANGES GRADUALLY

AND DIRECTIONAL CHANGES WITH
SMOOTH CURVES.

6. POURED-IN-PLACE BASE SHALL BE
POURED FULL THICKNESS TO UNDISTURBED SIDES OF EXCAVATION OR SHALL BE FORMED. JOINT BETWEEN BASE AND
BARREL TO BE SEALED W /1-1 /2" ( 3 / 4"
X 2-1/2") RAM-NEK SEAL (2 SEALS

IN HIGH WATER TABLE AREAS) OR
PLASTER 6" FILLET. 1:3 MORTAR. PRECAST BASE TO BE PLACED ON 12" THICK 3/4" DRAIN ROCK SUBBASE INSTALLED
AGAINST UNDISTURBED EARTH.

7. JOINT BETWEEN BASE ANO BARREL TO BE
SEALED W/1-1/2" (3/4" X 2-1/2")
RAM-NEK SEAL (2 SEALS IN HIGH WATER
TABLE AREAS).

8. CLASS "A" CONC. COLLAR SHALL BE AT
FINISHED GRADE.

9. STANDARD MANHOLE BARREL SECTION
PER ASTM C478.

10. BARREL AND TAPER SECTIONS MAY BE

CAST IN PLACE AS APPROVED AND
DIRECTED BY THE CITY ENGINEER.

11. 60" I.D. M.H. TO BE USED FOR ALL
TRUNK ANO COLLECTOR SEWERS 18"
TO 48" OR WHERE DIMENSION FROM .

FINISHED GRADE TO THE SEWER FLOW
LINE IS GREATER THAN 8'-0", AS
INDICATED ON THE DESIGN PLANS.

12. MANHOLES ON TRUNK SEWERS
LARGER THAN 48" SHALL BE
SIZED BY THE CITY ENGINEER.

13. WHEN MANHOLES ARE COMPLETE THEY

SHALL BE THOROUGHLY CLEANED INSIDE
& THEN GIVEN ONE COAT OF XYPEX
WATER PROOFING MATERIAL.

CITY OF AMERICAN CANYON
DAlE REVISIONS
STANDARD 60" Jo PRECAST
C ifE MANHOLE
A WER

PUBLIC WORKS
NONE
STANDARD OWG. fl

6.01 n
�
i-3
�
0 1-:tj
►
t-cj
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0 n
►
� rll z
� �
"O rll
.. n C ::0
U) ► 0
§ z
;,:: �
(II
0 (I) z
0 0
c.o 0
=it.

EASEMENT OR -I

PROPERTY LINE I

STREET OF CURB TO IDENTIFY
19-3/8"
MAX.
�,
"S" CHISELED IN BACK �

I SERVICE SEWER
CLEANOUT SEE ----�w---��==-=--�---,.:,;.--·-ill!l····:ill't·i!i:i!· · ·!lill··E:l····•m:::•· ---t-___ ::;,:;:_::._;:;,:�=�·•·Z:"·"i!I:·!'.:·�;:=:ic:===i-,n UNLESS OTHERWISE STANDARD PLAN /I 6.10 NOTED, .3'-5" MIN.

LTo BUILDING
TYPE A
NOTES:

LONG RADIUS BEND
MIN. SLOPE 1 4" PER F T
'-. BEND OR MITER FITTING
--UNDISTURBED EARTH

ELEVATION

LIMIT OF BEDDING

MA TERI AL, WELL
COMPACTED, FOR 4

SERVICE
· · ····
·
···
!
1 lllltll

CONNECTION DETAILS
TYPE B

1. ALL SERVICE LIN�S SHALL BE 4" INSIDE DIAMETER UNLESS OTHERWISE NOTED.

2. SERVICES SHALL HA VE SAME BEDDING AND BACKFILL AS LATERAL SEWER.

3. CONTRACTOR SHALL USE THE MOST APPROPRIATE TYPE CONNECTION (A,B) FOR THE PARTICULAR SITUATION ENCOUNTERED.

TO 5' MAX.

CAP OR PLUG SAME

MATERIAL AS PIPE

4. SERVICE SEWER SHALL HAVE A MINIMUM 4'-0" COVER AT PROPERTY LINE WHENEVER LATERAL DEPTH AND SERVICE SEWER SLOPE OF 1/4" PER FOOT (MINIMUM) PERMIT.

5. WHEN THE LATERAL SEWER DEPTH IS SUCH THAT MINIMUM COVER AT PROPERTY LINE CANNOT BE MET, THE MINIMUM SLOPE OF 1/4" PER FOOT SHALL GOVERN THE COVER.

6. PLACE CONCRETE 12" WIDE AND OVERLAP LENGTH UNDER THE TEE BRANCH, THE FITTING AND UNSUPPORTED PIPE. WHEN BEDDING MATERIAL IS USED, PLACE ADDITIONAL BEDDING MATERIAL TO TOP OF BEND, THE FULL WIDTH OF THE TRENCH.

7. MINIMUM SPECIFIED COVER AT THE PROPERTY LINE SHALL BE MEASURED FROM EXISTING GROUND SURFACE OR EDGE OF ADJACENT ROADWAY, WHICHEVER IS LOWER.

8. A SPECIFIC ELEVATION AT TI-IE PROPERTY LINE, WHEN SHOWN ON TI-IE PLANS. SHALL GOVERN.

9. MITER FITTING SHALL BE MAX. 45 °.
165

NEW SEWER PIPE MIN. 10';
DUCTILE IRON; NO JOINTS;

CENTERED
NEW OR EXIST.

WATER PIPE

NEW SEWER UNDER

NEW OR EXISTING WATER
CASE 1
----COUPLINGS ---........_
NEW WATER PIPE �
MIN. 10' DUCTILE IRON
NO JOINTS; CENTERED EXISTING

SEWER PIPE

NEW WATER OVER

EXISTING SEWER
CASE 3
NEW SEWER PIPE MIN. 18';
DUCTILE IRON; NO JOINTS;
CENTERED. LESS THAN 12"

CLEARANCE
'-MECHANICAL JOINTS

BOTH ENOS -NEW OR EXISTING

WATER PIPE

NEW SEWER OVER

NEW OR EXISTING WATER
CASE 2
NEW WATER PIPE MIN. 18';
DUCTILE IRON; NO JOINTS;
CENTERED. LESS THAN 12"

CLEARANCE

EXISTING SEWER PIPE
r-��.__ _____ ......_ _______ -:r1 I '-
I I
I I
I �- .. .....___ ANY APPROVED JOINT OR COUPLING ----..,

NEW WATER UNDER

EXISTING SEWER
CASE 4
.,--COUPLINGS ----.....

LESS THAN 12• CLEARANCE

NEW DUCTILE IRON PIPE
2' MIN. EXISTING PIPE
.NEW PIPE

NEW PIPE UNDER EXISTING
CASE 5
NOTES:
--

1. THIS STANDARD APPLIES TO PIPES UP TO AND INCLUDING 16" DIAMETER. ALL CROSSINGS OF LARGER DIAMETER SHALL BE AS APPROVED BY THE DIRECTOR OF PUBLIC WORKS.

2. ALL NEW DUCTILE IRON SHALL BE WRAPPED IN POL YETHELENE AND CADWELDED.

3. WHERE SEWER CROSSES BELOW A WATER MAIN, WITH 1' OR MORE VERTICAL CLEARANCE, NO SPECIAL INSTALLATION IS REQUIRED.

4. "NEW PIPE UNDER EXISTING - CASE 5" SHALL BE USED WHEN THE EXISTING PIPE HAS A JOINT OVER OR WITHIN 2' OF THE NEW TRENCH.

5. ANY PIPE-PIPE CROSSING WITH LESS THAN 6" VERTICAL CLEARANCE SHALL NOT BE INSTALLED.

6. FOR WATER MAIN LOWERING DETAIL, SEE STANDARD PLAN # 7.09

CITY OF AMERICAN CANYON

PIPE-PIPE

DATE REVISIONS M
ILS
...--·
STANDARD DWG. II

6.13 169
170
Sanitary Sewer Management Plan City of American Canyon
Page │ 61
Appendix 6.0 – Sanitary Sewer Overflow Emergency Response Plan (OERP) 171
Sanitary Sewer Management Plan City of American Canyon
Page │ 62
172
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 1 City of American Canyon
Overflow Emergency
Response Plan
Effective Date:

Revised Date:

Approved by:

Signature:

Date:

Prepared by David Patzer, DKF Solutions Group
(707) 373-9709 [email protected]
Copyright © 2004-2019 DKF Solutions Group, LLC. All rights reserved. 173
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 2 City of American Canyon: Overflow Emergency Response Plan Table of Contents
Sanitary Sewer Overflow Emergency Response Plan (OERP)

1. Purpose

2. Policy

3. Definitions as used in this OERP

4. Regulatory Requirements for OERP Element of SSMP

5. Goals

6. Sanitary Sewer Overflow (SSO) Detection and Notification

7. SSO Response Procedures

8. Recovery and Cleanup

9. Water Quality

10. Sewer Backup Into/Onto Private Property Claims Handling Policy

11. Notification, Reporting, Monitoring and Recordkeeping Requirements

12. Post SSO Event Debriefing

13. Failure Analysis Investigation

14. SSO Response Training

15. Authority

16. Appendices
Appendix A: Sanitary Sewer Service Call Report
Appendix B: Sewer Spill Reference Guide Pamphlet: Your Responsibilities as a Private Property Owner
Appendix C: Door Hanger
Appendix D: Sanitary Sewer Overflow and Backup Response Workbook Instructions ........................................................................................... Workbook Cover Tab 1: Regulatory Reporting
o Regulatory Reporting Guide......................................................................... A-1 o Regulatory Reporting Contacts and Authorization ..........................................-2 o Regulatory Reporting Checklist.......................................................................-3 Tab 2: Flowchart....................................................................................................... B-1 Tab 3: Sanitary Sewer Overflow Report................................................................... C-1 Tab 4: Volume Estimation
o Volume Estimation Computations and Examples ........................................ D-1 o Eyeball Estimation Method..............................................................................-2 o Duration and Flow Rate Comparison Method .................................................-3 o Area/Volume Method.......................................................................................-4 o Drawing Worksheet .........................................................................................-5 174
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 3 Tab 5: Backup Forms
o Backup Forms Checklist .............................................................................. E-1 o First Responder Form......................................................................................-2 o Customer Information Letter............................................................................-3 o Restoration/Remediation Firms.......................................................................-4 o Your Responsibilities as a Private Property Owner.........................................-5 o Claim Form......................................................................................................-6 Tab 5: Failure Analysis..............................................................................................F-1 175
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 4 Sanitary Sewer Overflow Emergency Response Plan

1. Purpose
The purpose of the City of American Canyon’s Overflow Emergency Response Plan (OERP) is to support an orderly and effective response to Sanitary Sewer Overflows (SSOs). The OERP provides guidelines for City personnel to follow in responding to, cleaning up, and reporting SSOs that may occur within the City’s service area. This OERP satisfies the SWRCB Statewide General Waste Discharge Requirements (GWDR), which require wastewater collection agencies to have an Overflow Emergency Response Plan.

2. Policy
The City’s employees are required to report all wastewater overflows found and to take the appropriate action to secure the wastewater overflow area, properly report to the appropriate regulatory agencies, relieve the cause of the overflow, and ensure that the affected area is cleaned as soon as possible to minimize health hazards to the public and protect the environment. The City’s goal is to respond to sewer system overflows as soon as possible following notification. The City will follow reporting procedures in regards to sewer spills as set forth by the San Francisco Regional Water Quality Control Board (SFRWQCB) and the California State Water Resources Control Board (SWRCB).

3. Definitions as Used in This OERP
CALIFORNIA INTEGRATED WATER QUALITY SYSTEM (CIWQS): Refers to the State Water Resources Control Board online electronic reporting system that is used to report SSOs, certify completion of the SSMP, and provide information on the sanitary sewer system.

FOG – Fats, Oils, and Grease: Refers to fats, oils, and grease typically associated with food preparation and cooking activities that can cause blockages in the sanitary sewer system.

LEGALLY RESPONSIBLE OFFICIAL (LRO): Refers to an individual who has the authority to certify reports and other actions that are submitted through CIWQS.

MAINLINE SEWER: Refers to City wastewater collection system piping that is not a private lateral connection to a user.

MAINTENANCE HOLE OR MANHOLE: Refers to an engineered structure that is intended to provide access to a sanitary sewer for maintenance and inspection.

MAJOR SPILL: A spill of whatever size that, based on a reasonable assessment of the spill size, location, and potential impacts, is deemed to pose an imminent and substantial endangerment to public health or the environment.

NOTIFICATION OF AN SSO: Refers to the time at which the City becomes aware of an SSO event through observation or notification by the public or other source.

NUISANCE - California Water Code section 13050, subdivision (m), defines nuisance as anything that meets all of the following requirements:
a. Is injurious to health, or is indecent or offensive to the senses, or an obstruction to the free use of property, so as to interfere with the comfortable enjoyment of life or property. 176
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 5 b. Affects at the same time an entire community or neighborhood, or any considerable number of persons, although the extent of the annoyance or damage inflicted upon individuals may be unequal. c. Occurs during, or as a result of, the treatment or disposal of wastes.

PREVENTATIVE MAINTENANCE: Refers to maintenance activities intended to prevent failures of the wastewater collection system facilities (e.g. cleaning, CCTV, inspection).

PRIVATE LATERAL SEWAGE DISCHARGES – Sewage discharges that are caused by blockages or other problems within a privately-owned lateral.

SANITARY SEWER OVERFLOW (SSO) - Any overflow, spill, release, discharge or diversion of untreated or partially treated wastewater from a sanitary sewer system. SSOs include:
(i) Overflows or releases of untreated or partially treated wastewater that reach waters of the United States;
(ii) Overflows or releases of untreated or partially treated wastewater that do not reach waters of the United States; and
(iii) Wastewater backups into buildings and on private property that are caused by blockages or flow conditions within the publicly owned portion of a sanitary sewer system.

SSOs that include multiple appearance points resulting from a single cause will be considered one SSO for documentation and reporting purposes in CIWQS.

NOTE: Wastewater backups into buildings caused by a blockage or other malfunction of a building lateral that is privately owned are not SSOs.

SSO Categories:

Category 1: Discharges of untreated or partially treated wastewater of any volume resulting from an enrollee’s sanitary sewer system failure or flow condition that:
• Reach surface water and/or reach a drainage channel tributary to a surface water; or
• Reach a Municipal Separate Storm Sewer System (MS4) and are not fully captured and returned to the sanitary sewer system or not otherwise captured and disposed of properly. Any volume of wastewater not recovered from the MS4 is considered to have reached surface water unless the storm drain system discharges to a dedicated storm water or groundwater infiltration basin (e.g., infiltration pit, percolation pond).

Category 2: Discharge of untreated or partially treated wastewater greater than or equal to 1,000 gallons resulting from a sanitary sewer system failure or flow condition that either:
• Does not reach surface water, a drainage channel, or an MS4, or • The entire SSO discharged to the storm drain system was fully recovered and disposed of properly.

Category 3: All other discharges of untreated or partially treated wastewater resulting from a sanitary sewer system failure or flow condition.

SANITARY SEWER SYSTEM: Any publicly-owned system of pipes, pump stations, sewer lines, or other conveyances, upstream of a wastewater treatment plant headworks used to collect and convey wastewater to 177
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 6 the publicly owned treatment facility. Temporary storage and conveyance facilities (such as vaults, temporary piping, construction trenches, wet wells, impoundments, tanks, etc.) are considered to be part of the sanitary sewer system, and discharges into these temporary storage facilities are not considered to be SSOs.

SENSITIVE AREA: Refers to areas where an SSO could result in a fish kill or pose an imminent or substantial danger to human health (e.g. parks, aquatic habitats, etc.) SEWER SERVICE LATERAL: Refers to the piping that conveys sewage from the building to the City’s wastewater collection system.

UNTREATED OR PARTIALLY TREATED WASTEWATER: Any volume of waste discharged from the sanitary sewer system upstream of a wastewater treatment plant headworks.

WATERS OF THE STATE: Waters of the State (or waters of the United States) means any surface water, including saline waters, within the boundaries of California. In case of a sewage spill, storm drains are considered to be waters of the State unless the sewage is completely contained and returned to the wastewater collection system and that portion of the storm drain is cleaned.

4. State Regulatory Requirements for Element 6, Overflow Emergency Response Plan
GWDR Requirement
The collection system agency shall develop and implement an overflow emergency response plan that identifies measures to protect public health and the environment. At a minimum, this plan must include the following:
(a) Proper notification procedures so that the primary responders and regulatory agencies are informed of all SSOs in a timely manner;
(b) A program to ensure appropriate response to all overflows; (c) Procedures to ensure prompt notification to appropriate regulatory agencies and other potentially affected entities (e.g. health agencies, regional water boards, water suppliers, etc.) of all SSOs that potentially affect public health or reach the waters of the State in accordance with the Monitoring and Reporting Program (MRP). All SSOs shall be reported in accordance with this MRP, the California Water Code, other State Law, and other applicable Regional Water Board Waste Discharge Requirements or National Pollutant Discharge Elimination System (NPDES) permit requirements. The Sewer System Management Plan should identify the officials who will receive immediate notification; (d) Procedures to ensure that appropriate staff and contractor personnel are aware of and follow the Emergency Response Plan and are appropriately trained;
(e) Procedures to address emergency operations, such as traffic and crowd control and other necessary response activities; and
(f) A program to ensure that all reasonable steps are taken to contain untreated wastewater and prevent discharge of untreated wastewater to Waters of the United States and minimize or correct any adverse impact on the environment resulting from the SSOs, including such accelerated or additional monitoring as may be necessary to determine the nature and impact of the discharge.

The Sewer System Management Plan and critical supporting documents are available to the public via submission of an electronic copy to the State Water Resources Control Board.

5. Goals
The City’s goals with respect to responding to SSOs are:
• Work safely;
178
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 7 • Respond quickly to minimize the volume of the SSO;
• Eliminate the cause of the SSO;
• Prevent sewage system overflows or leaks from entering the storm drain system or receiving waters to the maximum extent practicable;
• Contain the spilled wastewater to the extent feasible; • Minimize public contact with the spilled wastewater;
• Mitigate the impact of the SSO;
• Meet the regulatory reporting requirements;
• Evaluate the causes of failure related to certain SSOs; and • Revise response procedures resulting from the debrief and failure analysis of certain SSOs.

6. SSO Detection and Notification
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(a)
The processes that are employed to notify the City of the occurrence of an SSO include: observation by the public, receipt of an alarm, or observation by City staff during the normal course of their work.

The City operates five wastewater lift stations. In the event of any pump failure, the high-level sensor activates the SCADA alarm system and the City is contacted. To prevent overflow, wastewater from the wet well can either be pumped into a vacuum truck for disposal to a nearby sanitary sewer manhole or bypassed around the station into the sanitary sewer system.

6.1 PUBLIC OBSERVATION
Public observation is the most common way that the City is notified of blockages and spills. Contact numbers and information for reporting sewer spills and backups are in the phone book and on the City’s website: http://www.cityofamericancanyon.org. The City’s telephone number for reporting sewer problems is (707) 647-4550.

Normal Work Hours
When a report of a sewer spill or backup is made during normal work hours, the Public Works Administrative Technician receives the call. They will collect the caller’s name, address, phone and nature of the service request on the Sewer Service Request Form. This information is forwarded to the Sewer Supervisor who will dispatch an available Maintenance Crew.

After Hours
After hours callers will hear a message directing them to an after-hours emergency number.

This will ring to an answering service and they will notify the Standby Employee to respond.

The responding Maintenance Crew will investigate the sewer service request and report their findings and any actions taken back to the Sewer Supervisor. They will note the findings and actions taken on the Sewer Service Request Form and file if it is not an SSO or attach to the SSO file if it is an SSO. The Maintenance Crew will complete the Sanitary Sewer Overflow/Backup Response Workbook if the service request is a Sanitary Sewer Overflow or Backup.

When calls are received, either during normal work hours or after hours, the individual receiving the call will collect the following information:
• Time and date of call
• Specific location of potential problem
• Nature of call
• In case of SSO, estimated start time of overflow
• Caller’s name and telephone number
179
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 8 • Caller’s observation (e.g., odor, duration, location on property, known impacts, indication if surface water impacted, appearance at cleanout or manhole) • Other relevant information
If the overflow/backup is not in the City’s service area they provide the customer with the contact information for the responsible agency, and then notify that agency.

6.2 CITY STAFF OBSERVATION
City staff conducts periodic inspections of its sewer system facilities as part of their routine activities.

Any problems noted with the sewer system facilities are reported to appropriate City staff that, in turn, responds to emergency situations. Work orders are issued to correct non-emergency conditions.

6.3 CONTRACTOR OBSERVATION
The following procedures are to be followed in the event that a contractor/plumber causes or witnesses a Sanitary Sewer Overflow. If the contractor/plumber causes or witnesses an SSO they should:

1. Immediately notify the City.

2. Protect storm drains.

3. Protect the public.

4. Provide Information to the City Maintenance Crew such as start time, appearance point, suspected cause, weather conditions, etc.

5. Direct ALL media and public relations requests to the City Manager at (707) 647-5323, or the Public Works Director at (707) 647-4558.

6.4 NO OBSERVATION
If there are no witnesses or no call was received for an SSO, the City staff will contact nearby residences or business owners in the vicinity of the SSO, in an attempt to obtain information that brackets a given start time that the SSO began. This information will be collected and placed with records for the specific SSO.

7. SSO Response Procedures
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(b)

7.1 Sewer Overflow/Backup Response Summary
The City will respond to SSOs as soon as feasible following notification of an overflow/backup or unauthorized discharge.

If it is not possible that the overflow/backup is due to a failure in the City-owned/maintained sewer lines the Maintenance Crew performs the following:
180
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 9 • Follows the instructions in the Sanitary Sewer Overflow/Backup Response Workbook. • If the customer is not home the Maintenance Crew completes the Door Hanger and leaves it on the customer’s door.
• If the customer is home the Maintenance Crew:
o Explains that the blockage is in the customer’s lateral and the City does not have legal authority to maintain or perform work on privately owned laterals. o Recommends to the customer that they hire a contractor to clear their line. o Gives the customer the Sewer Spill Reference Guide pamphlet.

If it is possible that the overflow/backup is due to a failure in the City-owned/maintained sewer lines the Maintenance Crew:
• Follows the instructions in the Sanitary Sewer Overflow/Backup Workbook. • Notifies Sewer Supervisor of the incident.
• Relieves blockage and cleans impacted areas.
• Forwards the completed Sanitary Sewer Overflow Workbook to the Sewer Supervisor.

The Sewer Supervisor or Public Works Superintendent performs required regulatory reporting in accordance with the Sanitary Sewer Overflow/Backup Workbook’s Regulatory Reporting section.

If the overflow has impacted private property, the Maintenance Crew:
• Follows the instructions in the Sanitary Sewer Overflow/Backup Workbook. • Provides the customer with forms and information as indicated in the Sanitary Sewer Overflow/Backup Workbook.
• Forwards the completed Sanitary Sewer Overflow/Backup Workbook to the Sewer Supervisor.

The Sewer Supervisor notifies the Risk Manager or designee of incident.

The City Attorney or designee:
• Reviews incident reports, claim form and other incident information and forwards, as appropriate, to:

York Risk Services Group
Attn: PLAN JPA Claims Team
475 14th Street, Suite 600
Oakland, CA 94612
Tiffany Roduit, Claims Adjuster
[email protected]
(925) 349-3878 office
(925) 808-5072 cell
• Communicates with claimant as appropriate.
• Communicates with ABAG Plan to adjust and administer the claim to closure.

7.2 First Responder Priorities
The first responder’s priorities are:
181
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 10 • To follow safe work practices.
• To respond promptly with the appropriate and necessary equipment. • To contain the spill wherever feasible.
• To restore the flow as soon as practicable.
• To minimize public access to and/or contact with the spilled sewage. • To promptly notify the Sewer Supervisor in event of major SSO. • To return the spilled sewage to the sewer system.
• To restore the area to its original condition (or as close as possible).

7.3 Safety
The first responder is responsible for following safety procedures at all times. Special safety precautions must be observed when performing sewer work. There may be times when City personnel responding to a sewer system event are not familiar with potential safety hazards peculiar to sewer work. In such cases it is appropriate to take the time to discuss safety issues, consider the order of work, and check safety equipment before starting the job.

7.4 Initial Response
The first responder must respond to the reporting party/problem site and visually check for potential sewer stoppages or overflows.

The first responder will:
• Note arrival time at the site of the overflow/backup. • Verify the existence of a public sewer system spill or backup. • Take photos of overflowing manhole(s)/cleanout(s).
• Determine if the overflow or blockage is from a public or private sewer. • Identify and assess the affected area and extent of spill. • Contact caller if time permits.
• Document conditions upon arrival with photographs. Decide whether to proceed with clearing the blockage to restore the flow or to initiate containment measures. The guidance for this decision is:
o Small spills (i.e., spills that are easily contained) – proceed with clearing the blockage. o Moderate or large spill where containment is anticipated to be simple – proceed with the containment measures.
o Moderate or large spills where containment is anticipated to be difficult – proceed with clearing the blockage; however, whenever deemed necessary, call for additional assistance and implement containment measures.
• Take steps to contain the SSO. For procedures refer to the Sanitary Sewer Overflow/Backup Response Workbook.

7.5 Initiate Spill Containment Measures
The first responder will attempt to contain as much of the spilled sewage as possible using the following steps:
182
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 11 • Determine the immediate destination of the overflowing sewage. • Plug storm drains using air plugs, sandbags, and/or plastic mats to contain the spill, whenever appropriate. If spilled sewage has made contact with the storm drainage system, attempt to contain the spilled sewage by plugging downstream storm drainage facilities. • Contain/direct the spilled sewage using dike/dam or sandbags. • Pump around the blockage/pipe failure.

For procedures refer to the Sanitary Sewer Overflow/Backup Response Workbook.

7.6 Restore Flow
Using the appropriate cleaning equipment, set up downstream of the blockage and hydro-clean upstream from a clear manhole. Attempt to remove the blockage from the system and observe the flows to ensure that the blockage does not reoccur downstream. If the blockage cannot be cleared within a reasonable time from arrival, or sewer requires construction repairs to restore flow, then initiate containment and/or bypass pumping. If other assistance is required, immediately contact the Sewer Supervisor. For procedures refer to the Sanitary Sewer Overflow/Backup Response Workbook.

7.7 Equipment
This section provides a list of specialized equipment that is required to support this Overflow Emergency Response Plan.
• Closed Circuit Television (CCTV) Inspection Unit – A CCTV Inspection Unit is required to determine the root cause for all SSOs from gravity sewers. • Camera -- A digital or disposable camera is required to record the conditions upon arrival, during clean up, and upon departure.
• Emergency Response Trucks -- A utility body pickup truck, or open bed is required to store and transport the equipment needed to effectively respond to sewer emergencies. The equipment and tools will include containment and clean up materials. • Portable Generators, Portable Pumps, Piping, and Hoses – Equipment used to bypass pump, divert, or power equipment to mitigate an SSO.
• Combination Sewer Cleaning Trucks -- Combination high velocity sewer cleaning trucks with vacuum tanks are required to clear blockages in gravity sewers, vacuum spilled sewage, and wash down the impacted area following the SSO event.
• Air plugs, sandbags and plastic mats
• SSO Sampling Kits
• Portable Lights
Standard operating procedures for equipment that may be necessary in the event of a sanitary sewer overflow or backup can be found in the Corp Yard.
183
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 12

8. Recovery and Cleanup
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(e)
The recovery and cleanup phase begins immediately after the flow has been restored and the spilled sewage has been contained to the extent possible. The SSO recovery and cleanup procedures are:

8.1 Estimate the Flow and Volume of Spilled Sewage
To estimate the flow rate, crew members will use the SSCSC Manhole Overflow Gauge if the same style of manhole cover is observed overflowing. A variety of approaches exist for estimating the volume of a sanitary sewer spill. Crew members should use the method most appropriate to the sewer overflow in question and reference the Sanitary Sewer Overflow/Backup Response Workbook which provides three (3) methods:
• Eyeball Estimation Method
• Duration and Flow Rate Calculation Method
• Area/Volume Method
In addition, wherever and whenever possible, document the estimate using photos and/or video of the SSO site before and during the recovery operation.

8.2 Recovery of Spilled Sewage
Vacuum up and/or pump the spilled sewage and rinse water and discharge it back into the sanitary sewer system.

8.3 Clean-up and Disinfection
Clean up and disinfection procedures will be implemented to reduce the potential for human health issues and adverse environmental impacts that are associated with an SSO event. The procedures described are for dry weather conditions and will be modified as required for wet weather conditions.

Where cleanup is beyond the capabilities of City staff, a cleanup contractor will be used.

Private Property
City crews are responsible for the cleanup when the property damage is minor in nature and is outside of private building dwellings, such as in front, side and backyards, easements, etc. In all other cases, affected property owners can call a water damage restoration contractor to complete the cleanup and restoration. If the overflow into property is the definite cause of City system failure, the property owner can call out a water damage restoration contractor to complete the cleanup and restoration. In both cases, property owners may submit a City claim forms to the Risk Manager.

Hard Surface Areas
Collect all signs of sewage solids and sewage-related material either by protected hand or with the use of rakes and brooms. Wash down the affected area with clean water and/or deozyme or similar non-toxic biodegradable surface disinfectant until the water runs clear. The flushing volume will be approximately three times the estimated volume of the spill. Take reasonable steps to contain and vacuum up the wastewater. Allow area to dry. Repeat the process if additional cleaning is required.
184
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 13 Landscaped and Unimproved Natural Vegetation
Collect all signs of sewage solids and sewage-related material either by protected hand or with the use of rakes and brooms. Wash down the affected area with clean water until the water runs clear. The flushing volume will be approximately three times the estimated volume of the spill.

Either contain or vacuum up the wash water so that none is released. Allow the area to dry.

Repeat the process if additional cleaning is required.

Natural Waterways
The Department of Fish and Wildlife will be notified by CalOES for SSOs greater than or equal to 1,000 gallons.

Wet Weather Modifications
Omit flushing and sampling during heavy storm events (i.e., sheet of rainwater across paved surfaces) with heavy runoff where flushing is not required and sampling would not provide meaningful results.

8.4 Public Notification
Signs will be posted and barricades put in place to keep vehicles and pedestrians away from contact with spilled sewage. County Environmental Health instructions and directions regarding placement and language of public warnings will be followed. Additionally, the Sewer Supervisor will use their best judgment regarding supplemental sign placement in order to protect the public and local environment.

Signs will not be removed until directed by County Environmental Health or the Sewer Supervisor.

Creeks, streams and beaches that have been contaminated as a result of an SSO will be posted at visible access locations until the risk of contamination has subsided to acceptable background bacteria levels. The area and warning signs, once posted, will be checked every day to ensure that they are still in place. Photographs of sign placement will be taken.

In the event that an overflow occurs at night, the location will be inspected first thing the following day.

The field crew will look for any signs of sewage solids and sewage-related material that may warrant additional cleanup activities.

When contact with the local media is deemed necessary, the Public Works Director or the City Manager will provide the media with all revelvant information.

9. Water Quality
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(f)

9.1 Water Quality Sampling and Testing
Water quality sampling and testing will be performed for Category 1 SSOs whenever there is a major spill to determine the extent and impact of the SSO. The water quality sampling procedures must be implemented within 48 hours and include the following:
• The first responders will collect samples as soon as possible after the discovery and mitigation of the SSO event.
185
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 14 • The water quality samples will be collected from upstream of the spill, from the spill area, and downstream of the spill in flowing water (e.g. creeks). The water quality samples will be collected near the point of entry of the spilled sewage. • The samples shall then be brought to CalTest Labs in Napa, California.

9.2 Water Quality Monitoring Plan
The City Water Quality Monitoring Plan will be implemented immediately upon discovery of any Category 1 SSO whenever there is a major spill in order to assess impacts from SSOs to surface waters. The SSO Water Quality Monitoring Program will:

1. Contain protocols for water quality monitoring.

2. Account for spill travel time in the surface water and scenarios where monitoring may not be possible (e.g. safety, legal right to access, etc.)

3. Require water quality analyses for ammonia and bacterial indicators to be performed by an accredited or certified laboratory.

4. Require monitoring instruments and devices used to implement the SSO Water Quality Monitoring Program to be properly maintained and calibrated, including any records to document maintenance and calibration, as necessary, to ensure their continued accuracy.

5. Within 48 hours of the City becoming aware of the SSO, require water quality sampling for fecal coliform, E. Coli, biochemical oxygen demand (BOD), and ammonia.

6. Observe proper chain of custody procedures.

7. If the City’s current standard operating procedures (SOP’s) cannot fully mitigate an SSO and if it is determined that the SSO may pose an imminent and substantial endangerment to public health or the environment, the City shall consult a qualified biologist, health care specialist or equivalent professional to assist.

9.3 SSO Technical Report
The City will submit an SSO Technical Report to the CIWQS Online SSO Database within 45 calendar days of the SSO end date for any major SSO spilled to surface waters. The Sewer Supervisor will supervise the preparation of this report and will certify this report. This report, which does not preclude the Water Boards from requiring more detailed analyses if requested, shall include at a minimum, the following:

Causes and Circumstances of the SSO:
• Complete and detailed explanation of how and when the SSO was discovered. • Diagram showing the SSO failure point, appearance point(s), and final destination(s). • Detailed description of the methodology employed and available data used to calculate the volume of the SSO and, if applicable, the SSO volume recovered. • Detailed description of the cause(s) of the SSO.
• Copies of original field crew records used to document the SSO. • Historical maintenance records for the failure location.

City’s Response to SSO:
• Chronological narrative description of all actions taken by the City to terminate the spill. • Explanation of how the SSMP Overflow Emergency Response Plan was implemented to 186
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 15 respond to and mitigate the SSO.
• Final corrective action(s) completed and/or planned to be completed, including a schedule for actions not yet completed.

Water Quality Monitoring:
• Description of all water quality sampling activities conducted including analytical results and evaluation of the results.
• Detailed location map illustrating all water quality sampling points.

10. Sewer Backup Into/Onto Private Property Claims Handling Policy It is the policy of the City that a claim form shall be offered to anyone wishing to file a claim. The following procedures will be observed for all sewer overflows/backups into/onto private property:
• City staff will offer a City claim form irrespective of fault whenever it is possible that the sanitary sewer backup may have resulted from an apparent blockage in the City-owned sewer lines or whenever a City customer requests a claim form. The claim may later be rejected if subsequent investigations into the cause of the loss indicate the City was not at fault.
• It is the responsibility of the Maintenance Crew to gather information regarding the incident and notify the Sewer Supervisor or his/her designee.
• It is the responsibility of the Risk Manager or their designee to review all claims and to oversee the adjustment and administration of the claim to closure.

11. Notification, Reporting, Monitoring and Recordkeeping Requirements ref. SWRCB Order No. 2006-0003-DWQ D.13vi(c)
In accordance with the Statewide General Waste Discharge Requirements for Sanitary Sewer Systems (SSS GWDRs), the City of American Canyon maintains records for each sanitary sewer overflow. Records include:
• Documentation of response steps and/or remedial actions • Photographic evidence to document the extent of the SSO, field crew response operations, and site conditions after field crew SSO response operations have been completed. The date, time, location, and direction of photographs taken will be documented.
• Documentation of how any estimations of the volume of discharged and/or recovered volumes were calculated including all assumptions made.
• Regulator required notifications are outlined in Section 11.1 on the following page. 187
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 16

11.1 Regulator Required Notifications

ELEMENT REQUIREMENT METHOD
NOTIFICATION Within two hours of becoming aware of any
Category 1 SSO greater than or equal to 1,000
gallons discharged to surface water or spilled in a
location where it probably will be discharged to
surface water, the City will notify the California
Office of Emergency Services (CalOES) and obtain
a notification control number.

Call Cal OES at:
(800) 852-7550
REPORTING • Category 1 SSO: The City will submit draft
report within three business days of becoming
aware of the SSO and certify within 15 calendar
days of SSO end date.
• Category 2 SSO: The City will submit draft
report within 3 business days of becoming
aware of the SSO and certify within 15 calendar
days of the SSO end date.
• Category 3 SSO: The City will submit certified
report within 30 calendar days of the end of
month in which SSO the occurred.
• SSO Technical Report: The City will submit
within 45 calendar days after the end date of
any Category 1 SSO in which 50,000 gallons or
greater are spilled to surface waters.
• “No Spill” Certification: The City will certify that
no SSOs occurred within 30 calendar days of
the end of the month or, if reporting quarterly,
the quarter in which no SSOs occurred.
• Collection System Questionnaire: The City will
update and certify every 12 months
Enter data into the CIWQS Online
SSO Database1
(http://ciwqs.waterboards.ca.gov/)
certified by the Legally
Responsible Official(s) 2.

All information required by
CIWQS will be captured in the
Sanitary Sewer Overflow Report.

Certified SSO reports may be
updated by amending the report
or adding an attachment to the
SSO report within 120 calendar
days after the SSO end date.

After 120 days, the State SSO
Program Manager must be
contacted to request to amend an
SSO report along with a
justification for why the additional
information was not available prior
to the end of the 120 days.

WATER

QUALITY

MONITORING
The City will conduct water quality sampling within
48 hours after initial SSO notification for Category 1
SSOs in which 50,000 gallons or greater are spilled
to surface waters.

Water quality results will be
uploaded into CIWQS for
Category 1 SSOs in which 50,000
gallons or greater are spilled to
surface waters.

RECORD

KEEPING
The City will maintain the following records:
• SSO event records.
• Records documenting Sanitary Sewer
Management Plan (SSMP) implementation and
changes/updates to the SSMP.
• Records to document Water Quality Monitoring
for SSOs of 50,000 gallons or greater spilled to
surface waters.
• Collection system telemetry records if relied
upon to document and/or estimate SSO Volume.

Self-maintained records shall be
available during inspections or
upon request.
1 In the event that the CIWQS online SSO database is not available, the Sewer Supervisor will notify SWRCB by phone and will fax or e-mail all required information to the RWQCB office at (510) 622-2460 in accordance with the time schedules identified above. In such an event, the City will submit the appropriate reports using the CIWQS online SSO database when the database becomes available. A copy of all documents that certify the submittal in fulfillment of this section shall be retained in the SSO file. 2 The City always has at least one LRO. Any change in the LRO(s) including deactivation or a change to contact information, will be submitted to the SWRCB within 30 days of the change by calling (866) 792-4977 or emailing [email protected]. 188
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 17 For reporting purposes, if one SSO event of whatever category results in multiple appearance points in a sewer system, a single SSO report is required in CIWQS that includes the GPS coordinates for the location of the SSO appearance point closest to the failure point, blockage or location of the flow condition that cause the SSO, and descriptions of the locations of all other discharge points associated with the single SSO event.

11.2 Complaint Records
The City maintains records of all complaints received whether or not they result in sanitary sewer overflows. These complaint records include:
• Date, time, and method of notification
• Date and time the complainant or informant first noticed the SSO or occurrence related to the call • Narrative description describing the complaint
• A statement from the complainant or informant, if they know, of whether or not the potential SSO may have reached waters of the state
• Name, address, and contact telephone number of the complainant or informant reporting the potential SSO (if not reported anonymously)
• Follow-up return contact information for each complaint received (if not reported anonymously) • Final resolution of the complaint with the original complainant • Work service request information used to document all feasible and remedial actions taken All complaint records will be maintained for a minimum of five years whether or not they result in an SSO. SSO records are stored at the Corp Yard.

12. Post SSO Event Debriefing
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(d)
Every SSO event is an opportunity to evaluate the City response and reporting procedures. Each overflow event is unique, with its own elements and challenges including volume, cause, location, terrain, climate, and other parameters.

As soon as possible after Category 1 and Category 2 SSO events all of the participants, from the person who received the call to the last person to leave the site, will meet to review the procedures used and to discuss what worked and where improvements could be made in preventing or responding to and mitigating future SSO events. The results of the debriefing will be documented and tracked to ensure the action items are completed as scheduled.

13. Failure Analysis Investigation
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(d)
The objective of the failure analysis investigation is to determine the “root cause” of the SSO and to identify corrective action(s) needed that will reduce or eliminate future potential for the SSO to recur or for other SSOs to occur.

The investigation will include reviewing all relevant data to determine appropriate corrective action(s) for the line segment. The investigation will include:
189
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 18 • Reviewing and completing the Sanitary Sewer Overflow Report and any other documents related to the incident
• Reviewing the incident timeline and other documentation regarding the incident • Reviewing communications with the reporting party and witness • Reviewing volume estimate, volume recovered estimate, volume estimation assumptions and associated drawings
• Reviewing available photographs
• Interviewing staff that responded to the spill
• Reviewing past maintenance records
• Reviewing past CCTV records,
• Conducting a CCTV inspection to determine the condition of all line segments immediately following the SSO and reviewing the video and logs,
• Reviewing any Fats, Oils and Grease (FOG) related information or results • Post SSO debrief records
• Interviews with the public at the SSO location
The product of the failure analysis investigation will be the determination of the root cause and the identification and scheduling of the corrective actions. The Collection System Failure Analysis Form (in Sanitary Sewer Overflow/Backup Response Workbook) will be used to document the investigation.

14. SSO Response Training
ref. SWRCB Order No. 2006-0003-DWQ D.13vi(d)
This section provides information on the training that is required to support this Overflow Emergency Response Plan.

14.1 Initial and Annual Refresher Training
All City personnel who may have a role in responding to, reporting, and/or mitigating a sewer system overflow will receive training on the contents of this OERP. All new employees will receive training before they are placed in a position where they may have to respond. Current employees will receive annual refresher training on this plan and the procedures to be followed. The City will document all training.

Affected employees will receive annual training on the following topics by knowledgeable trainers:
• The City’s Overflow Emergency Response Plan and Sanitary Sewer Management Plan • Sanitary Sewer Overflow Volume Estimation Techniques
• Researching and documenting Sanitary Sewer Overflow Start Times • Impacted Surface Waters: Response Procedures
• State Water Resources Control Board Employee Knowledge Expectations • Employee Core Competency Evaluations on Sanitary Sewer Operations • Water Quality Sampling Plan
The City will verify that annual safety training requirements are current for each employee, and that employees are competent in the performance of all core competencies. This will be verified through electronic testing, interviews and observations. The City will address, through additional training/instruction, any identified gaps in required core competencies.

Through SWRCB Employee Knowledge Expectations training the employee will be able to answer the following:

1. Please briefly describe your name and job title.
190
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 19

2. Please describe for us approximately when you started in this field and how long you have worked for your agency.

3. Please expand on your current position duties and role in responding in the field to any SSO complaints.

4. Please describe your SOPs used to respond/mitigate SSOs when they occur.

5. Describe any training your agency provides or sends you to for conducting spill volume estimates.

6. We are interested in learning more about how your historical SSO response activities have worked in the field. We understand from discussions with management earlier that you use the OERP from the SSMP. Please elaborate on how you implement and utilize the procedures in the plan.

7. Historically, before any recent changes, can you please walk us through how you would typically receive and respond to any SSO complaints in the field?

8. Can you tell us who is responsible for estimating SSO volumes discharged? If it is you, please describe how you go about estimating the SSO volume that you record on the work order/service request forms?

9. What other information do you collect or record other than what is written on the work order form?

10. Describe if and when you ever talk with people that call in SSOs (either onsite or via telephone) to further check out when the SSO might have occurred based on what they or others know? If you do this, can you tell us where this information is recorded?

11. We understand you may be instructed to take pictures of some sewer spills/backups into structures. Other than these SSOs, when else would you typically take any pictures of an SSO?

12. Please walk us through anything else you’d like to add to help us better understand how your field crews respond and mitigate SSO complaints.

14.2 SSO Response Drills
Periodic training drills or field exercises will be held to ensure that employees are up to date on these procedures, equipment is in working order, and the required materials are readily available. The training drills will cover scenarios typically observed during sewer related emergencies (e.g. mainline blockage, mainline failure, and lateral blockage). The results and the observations during the drills will be recorded and action items will be tracked to ensure completion.

14.3 SSO Training Record Keeping
Records will be kept of all training that is provided in support of this plan. The records for all scheduled training courses and for each overflow emergency response training event will include date, time, place, content, name of trainer(s), and names and titles of attendees.

14.4 Contractors Working On City Sewer Facilities
All construction contractors working on City sewer facilities will be required to develop a projectspecific OERP, will provide project personnel with training regarding the content of the contractor’s OERP and their role in the event of an SSO, and to follow that OERP in the event that they cause or observe an SSO. Emergency response procedures shall be discussed at project pre-construction meetings, regular project meetings and after any contractor involved incidents.

All service contractors will be provided, and required to observe contractor procedures. 191
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15. Authority
• Health & Safety Code Sections 5410-5416
• CA Water Code Section 13271
• Fish & Wildlife Code Sections 5650-5656
• State Water Resources Control Board Order No. 2006-0003-DWQ • State Water Resources Control Board Order No. WQ 2013-0058-EXEC effective September 9, 2013

16. Appendices
• Appendix A: Receiving A Sanitary Sewer Service Call Report • Appendix B: Private Lateral Sewage Discharge Information (Pamphlet) • Appendix C: Door Hanger
• Appendix D: Sanitary Sewer Overflow/Backup Response Workbook 192
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 21 APPENDIX A:

Sanitary Sewer Service Call Report
193
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 22 City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Service Call Report
£ Sewer £ Storm £ Street
EMERGENCY RESPONSE NEEDED? £ YES £ NO £ Residence £ Commercial £ Industrial NOTIFICATION:

Date:

Time: c AM c PM
Method: c Telephone c Email c Other:

Call Taken By:

On-Call Person Notified: Time Called: :

REPORTING PARTY (check here if reported anonymously c ) Name:

Address:

Telephone:

REPORTED COMPLAINT
When did the complainant first notice the SSO? Date: Time: c AM c PM Did the SSO reach Waters of the State? c Yes c No c Unknown Did the SSO Backup into a structure? c Yes c No c Unknown Description of the complaint:

RESOLUTION OF THE COMPLAINT:
194
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 23 APPENDIX B:

Private Lateral Sewage Discharge Information
195
How a Sewer System Works
A property owner's sewer pipes are called
service laterals and are connected to larger
local main and regional trunk lines.

Service laterals run from the connection at the
home to the connection with the public sewer.

These laterals are the responsibility of the
property owner and must be maintained by the
property owner.

Is my home required to have a
backflow prevention device?
Section 710.1 of the Uniform Plumbing Code
(U.P.C.) states: “Drainage piping serving fixtures
which have flood level rims located below the
elevation of the next upstream manhole cover or
private sewer serving such drainage piping shall
be protected from backflow of sewage by
installing an approved type of backwater valve.”
The intent of Section 710.1 is to protect the
building interior from mainline sewer overflows
or surcharges.

Additionally, U.P.C. 710.6 states: “Backwater
valves shall be located where they will be
accessible for inspection and repair at all times
and, unless continuously exposed, shall be
enclosed in a masonry pit fitted with an
adequately sized removable cover.”
If you have a sewage spill from your private
sewer line that impacts storm drains,
waterways or public property, contact:

City of American Canyon
(707) 647-4550
Discharge of untreated or partially treated
sewage is prohibited by law. If you would like
more information on this prohibition, please
contact any of the following:

Napa County Health Department
(707) 253-4471
California Health and Safety Code, Sections 5410-5416
requires: • No person shall discharge raw or treated sewage or other waste in a manner that results in
contamination, pollution, or a nuisance.
• Any person who causes or permits a sewage
discharge to any state waters: o Must immediately notify the local health agency of the discharge.
o Shall reimburse the local health agency for services
that protect the public’s health and safety.
o Who fails to provide the required notice to the
local health agency is guilty of a misdemeanor and
shall be punished by a fine (between $500–$1,000)
and/or imprisonment for less than one year.

San Francisco Regional
Water Quality Control Board:
(510) 622-2300
Requires the prevention, mitigation, response to, and
reporting of sewage spills.

California Governor’s Office of Emergency
Services (CalOES): (800) 852-7550
California Water Code, Article 4, Chapter 4, Sections
13268-13271 & California Code of Regulations, Title 23, Division 3, Chapter 9.2, Article 2, Sections 2250-2260
require: • Any person who causes or permits sewage in excess of 1,000 gallons to be discharged to state waters shall immediately notify the Office of Emergency Services.
• Any person who fails to provide the notice required
by this section is guilty of a misdemeanor and shall be punished by a fine (less than $20,000) and/or
imprisonment for not more than one year.

Your Responsibilities as a
Private Property Owner
Provided to you by:

City of American Canyon
205 Wetlands Edge Road
American Canyon CA 94503
(707) 647-4550
Copyright © 2004-2019
DKF Solutions Group
All rights reserved.

Sewer Spill
Reference Guide
196
How do sewage spills happen?
Sewage spills occur when the wastewater in underground
pipes overflows through a manhole, cleanout, or broken
pipe. Most spills are relatively small and can be stopped and cleaned up quickly, but left unattended they can cause health hazards, damage to homes and businesses, and
threaten the environment, local waterways, and beaches.

Common causes of sewage spills
• Grease build-up
• Tree roots
• Broken/cracked pipes
• Missing or broken cleanout caps
• Undersized sewers
• Groundwater/rainwater entering the sewer system
through pipe defects and illegal connections
Prevent most sewage backups with a Backflow
Prevention Device
This type of device can help prevent sewage backups into homes and businesses. If you don’t already have a
Backflow Prevention Device, contact a professional
plumber or contractor to install one as soon as possible.

Protect the environment!
If you let sewage from your property discharge to a gutter or storm drain, you may be subject to penalties and/or outof-pocket costs for clean-up and enforcement efforts. A property owner may be charged for costs incurred by
agencies responding to spills from private properties.

What to look for:

Sewage spills can be a very noticeable gushing of water from a manhole or a slow water leak that may take time to be noticed. Don’t dismiss unaccounted-for wet areas. Look for:
• Drain backups inside the building.
• Wet ground and/or water leaking around manhole lids
onto your street.
• Leaking water from cleanouts or outside drains
• Unusual odorous wet areas: sidewalks, external walls, ground/landscape around a building.

The following are indicators of a possible obstruction in your sewer line:
• Water comes up in floor drains, showers or toilets.
• Toilets, showers or floor drains below ground level drain very slowly.

What to do if there is a spill:

Immediately notify the City of American Canyon. Our crews locate the blockage and determine if it is in the public sewer; if it is the crew removes the blockage and arranges for cleanup.

If the backup is in your private internal plumbing or in the private service laterals, you are required to immediately:
• Control and minimize the spill by shutting off or not using the water
• Keep sewage out of the storm drain system using
sandbags, dirt and/or plastic sheeting
• Call a plumbing professional to clear blockages and make repairs as needed. Look in the yellow pages under
“Plumbing Drain & Sewer Cleaning” or “Sewer
Contractors.”
• Always notify your sewer/public works department or
public sewer district of sewage spills.

Spill cleanup inside the home:

For large clean ups, a professional cleaning firm should be contacted to clean up impacted areas. If you hire a
contractor, it is recommended to get estimates from more than one company. Sometimes, homeowner’s insurance
will pay for the necessary cleaning due to sewer backups.

Not all policies have this coverage, so check with your agent.

If you decide to clean up a small spill inside your home, protect yourself from contamination by observing the
following safety measures. Those persons whose
resistance to infection is compromised should not attempt this type of clean up.

Other Tips:
• Keep children and pets out of the affected area until cleanup has been completed.
• Turn off heating/air conditioning systems
• Wear rubber boots, rubber gloves, and goggles during
cleanup of the affected area.
• Discard items that cannot be washed and disinfected
(such as: mattresses, rugs, cosmetics, baby toys, etc.) • Remove and discard drywall and insulation that has
been contaminated with sewage or flood waters.
• Thoroughly clean all hard surfaces (such as flooring, concrete, molding, wood and metal furniture,
countertops, appliances, sinks and other plumbing
fixtures) with hot water and laundry or dish detergent. • Help the drying process with fans, air conditioning units, and dehumidifiers.
• After completing cleanup, wash your hands with soap
and water. Use water that has been boiled for 1 minute (allow the water to cool before washing your hands) OR
use water that has been disinfected (solution of 1/8
teaspoon of household bleach per 1 gallon of water). Let it stand for 30 min. If water is cloudy, use ¼ teaspoon of household bleach per 1 gallon of water.
• Wash clothes worn during cleanup in hot water and
detergent (wash apart from uncontaminated clothes).
• Wash clothes contaminated with sewage in hot water
and detergent. Consider using a Laundromat until your
onsite wastewater system has been professionally
inspected and serviced.
• Seek immediate attention if you become injured or ill.

Spill cleanup outside the home:
• Keep children and pets out of the affected area until cleanup has been completed.
• Wear rubber boots, rubber gloves, and goggles during
cleanup of affected area.
• Clean up sewage solids (fecal material) and place in
properly functioning toilet or double bag and place in
garbage container.
• On hard surfaces areas such as asphalt or concrete, it is safe to use a 2% bleach solution, or ½ cup of bleach to 5 gallons of water, but don’t allow it to reach a storm drain as the bleach can harm the environment.
• After cleanup, wash hands with soap and water. Use
water that has been boiled for 1 minute (allow to cool
before washing your hands) OR use water that has been
disinfected (solution of 1/8 teaspoon of household
bleach per 1 gallon of water). Let it stand for 30 min. If water is cloudy, use ¼ teaspoon of household bleach per 1 gallon of water.
• Wash clothes worn during cleanup in hot water and
detergent (wash apart from uncontaminated clothes).
• Wash clothes contaminated with sewage in hot water
and detergent. Consider using a Laundromat until your
onsite wastewater system has been professionally
inspected and serviced.
• Seek immediate attention if you become injured/ill.

CAUTION!
When trying to locate a sewer problem,
never open manholes or other public
sewer structures. Only our crews are
allowed to open & inspect these structures.

Call for assistance: (707) 647-4550
197
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Door Hanger
198
On (date) ____________________, at (location)
_______________________________________ ,
we responded to a reported blockage of the
sanitary sewer service to your property.

We discovered a blockage in:
o The sanitary sewer main and cleared the line
o Your sanitary sewer lateral, which is your
responsibility to maintain.

If you require assistance to clear your portion of
the lateral you can search for “Sewer Contractors”
or “Plumbing Drains & Sewer Cleaning”. If you
plan to hire a contractor, we recommend getting
estimates from more than one company.

American Canyon representative notes:

American Canyon representative:

For questions or comments, please call
City of American Canyon
(707) 647-4550
City of American Canyon
On (date) ____________________, at (location)
_______________________________________ ,
we responded to a reported blockage of the
sanitary sewer service to your property.

We discovered a blockage in:
o The sanitary sewer main and cleared the line
o Your sanitary sewer lateral, which is your
responsibility to maintain.

American Canyon representative notes:

American Canyon representative:

For questions or comments, please call
City of American Canyon
(707) 647-4550
City of American Canyon
199
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. OERP Page 27 APPENDIX D:

Sanitary Sewer Overflow/Backup Response Workbook
200
© 2004-2019 DKF Solutions Group, LLC. All rights reserved. Rev. 9-3-19 Overflow Emergency Response Plan
Sanitary Sewer Overflow and Backup
Response Workbook
201
© 2004-2019 DKF Solutions Group, LLC. All rights reserved.

Sanitary Sewer Overflow/Backup Response Workbook
q If this is a Category 1 SSO greater than or equal to 1,000 gallons, immediately contact the Sewer Supervisor at (707) 647-5330 or the Public Works Superintendent to make the 2-hour notification to CalOES. q Refer to the Regulatory Reporting Guide for additional reporting requirements. q If there is a backup into a residence or business: Immediately contact Tiffany Roduit, Claims Specialist at York Risk Services Group/PLAN JPA Claims Team at (925) 349-3878 telephone or (925) 808-5072 cell. If you do not receive a call back within 30 minutes, call Alex Davis, Claims Supervisor at (925) 349-3890 telephone or (925) 349- 3890 cell
q To have water samples analyzed: CalTest Labs, 1885 N. Kelly Road, Capa CA 94558 (707) 258-4000
q For any media inquiries/requests: City Manager (707) 647-5323 or Public Works Director (707) 647-4558
Maintenance Crew:
q Follow the instructions on the Overflow/Backup
Response Flowchart and complete forms in this
workbook as indicated.
q Complete the chain of custody record (to the right) and deliver this workbook to the Sewer Supervisor.

Sewer Supervisor:
q Review the SSO Event Checklist and the forms in this
booklet. Contact the Maintenance Crew for additional
information if necessary.
q Complete the Collection System Failure Analysis
Form.
q Enter data into CIWQS.
q Complete the Chain of Custody record (right) and file this booklet
Print Name:

Initial:

Date:

Time:

Print Name:

Initial:

Date:

Time:

City of American Canyon Overflow Emergency Response Plan Don’t forget to take photos!
202
© 2004-2019 DKF Solutions Group, LLC. All rights reserved.

City of American Canyon Overflow Emergency Response Plan SSO Event Checklist
Date of SSO: SSO Location/Name:

CIWQS Event ID #: Category? £ 1 £ 2 £3 OES#:

Property Damage? £ Yes £ No Service Request #:
o Effort made to contain and return a portion/all to
the sanitary sewer
o Pictures/video taken of overflow
o Pictures taken of affected/unaffected area
o If property damage, start that process
o Pictures taken of containment efforts
o If Cat 1 > 1000 gals:

OES Control #
o Impacted waters identified?
o No impacted waters?
o SSO Report Form Complete (includes fields for
all required fields in CIWQS, and a sketch of
SSO)
o Volume Estimation Worksheet(s) done
o Start Time Determination Form done
o Initial review of forms is complete (ensure
consistency with dates, times, volumes, and
other data)
o Review of photos and videos (label/date)
o Start Folder for all documentation for this SSO
event. Put everything in it (SR, Field Reports,
Worksheets/Forms, follow-up work orders, notes,
pics, drawings, etc. CIWQS print outs and
emails)
o Failure Analysis
o TV to determine cause
o Review Asset History
o Determine next steps to prevent recurrence
o Document findings and next steps on SSO
Report
o Submit Draft in CIWQS w/in 3 business days (for
Categories 1 and 2 only)
o Print CIWQS Draft hard copy and email
o Review CIWQS, SSO Report, Worksheets, CMMS,
and any other documentation to ensure data is
consistent (e.g. dates, times, volumes, cause,
follow-up action, etc.
o Attach photos, forms etc. to CIWQS
o Submit Ready to Certify in CIWQS (with sufficient
time for LRO review)
o Print CIWQS Ready to Certify and email
o Hand folder to LRO
o LRO review folder and CIWQS verify accurate and
consistent data
o Certify in CIWQS (within 15 calendar days for
Categories 1 & 2, 30 days after the month for
Category 3)
o Print Certified CIWQS and email
o Any changes? Change in CIWQS and hard copies
and explain changes, print our current version
o Move completed folder to SSO Binder
o For 50, 000 gallons or larger
o Follow Water Quality Monitoring and Sampling
procedures
o Map of where samples were taken
o Sampling results
o Write Technical Report
o Attach to CIWQS
o Add to SSO Folder/Binder
o If any changes are made to SSMP
o Update SSMP and link on CIWQS to SSMP
o Add change to SSMP Change Log
o If change is substantive, re-certify SSMP
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Regulatory Reporting
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City of American Canyon Overflow Emergency Response Plan Regulatory Reporting Guide A-1
Deadline Category 1 SSO Category 2 SSO Category 3 SSO
2 hours after awareness
of SSO If the spill is greater than or
equal to 1,000 gallons, call
CalOES.
- -
As soon as possible If SSO impacts private property that may be a failure of the sewer main and/or if a claim for damages may be submitted against the city, notify PLAN JPA. 48 Hours after
awareness of SSO If 50,000 gal or more were not
recovered, begin water quality
sampling.
- -
3 Business Days after
awareness of SSO
Submit Draft Spill Report in the
CIWQS database.

Submit Draft Spill Report in
the CIWQS database. -
15 Days after response
conclusion Certify Spill Report in CIWQS.

Update as needed until 120
days after SSO end date.

Certify Spill Report in the
CIWQS database. Update
as needed until 120 days
after SSO end time.
-
30 Days after end of
calendar month in which
SSO occurred - -
Certify Spill Report in
CIWQS. Update as
needed until 120 days
after SSO end date.
45 days after SSO end
date If 50,000 gal or more were not
recovered, submit SSO
Technical Report in CIWQS.
- -
Note: For reporting purposes, if one SSO event results in multiple appearance points, complete one SSO report in the CIWQS SSO Online Database, and report the location of the SSO failure point, blockage or location of the flow condition that caused the SSO, including all the discharge points associated with the SSO event.

Category Definition
1 Discharges of untreated or partially treated wastewater of any volume resulting from an enrollee’s sanitary sewer system failure or flow condition that:
- Reach surface water and/or reach a drainage channel tributary to a surface water; or - Reach a Municipal Separate Storm Sewer System (MS4) and are not fully captured and returned to the sanitary sewer system or not otherwise captured and disposed of properly.

Any volume of wastewater not recovered from the MS4 is considered to have reached surface water unless the storm drain system discharges to a dedicated storm water or groundwater infiltration basin (e.g., infiltration pit, percolation pond). 2 Discharges of untreated or partially treated wastewater of 1,000 gallons or greater resulting from an enrollee’s sanitary sewer system failure or flow condition that do not reach surface water, a drainage channel, or a MS4 unless the entire SSO discharged to the storm drain system is fully recovered and disposed of properly. 3 All other discharges of untreated or partially treated wastewater resulting from an enrollee’s sanitary sewer system failure or flow condition.

Private
Lateral
Sewage
Discharge
(PLSD)
Discharges of untreated or partially treated wastewater resulting from blockages or other problems within a privately-owned sewer lateral connected to the enrollee’s sanitary sewer system or from other private sewer assets. PLSDs that the enrollee becomes aware of may be voluntarily reported to the California Integrated Water Quality System (CIWQS) Online SSO Database. 205
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City of American Canyon Overflow Emergency Response Plan Regulatory Reporting Contacts and Authorization A-2
Authorized Personnel:

The following are authorized to perform regulatory reporting of SSOs:
• Public Works Superintendent
• Public Works Supervisors
The City’s Legally Responsible Officials (LROs) are authorized to electronically sign and certify SSO reports in CIWQS.
• Primary LRO: Public Works Director
• Secondary LRO: Jason Holley, City Manager
Contact Telephone/Email
CAL OES (800) 852-7550
York Risk Services Group/PLAN JPA
Claims Team
Tiffany Roduit, Claims Specialist
Office: (925) 349-3878
Cell: (925) 808-5072 cell
Alex Davis, Claims Supervisor
(925) 349-3890
CalTest Labs Phone: (707) 258-4000
Address: 1885 N Kelly Road, Napa, CA 94558
San Francisco Regional Water Quality
Control Board
Phone: (510) 622-2300
Fax: (510) 622-2460
State Water Resources Control Board
Armando Martinez
(916) 341-5586
[email protected]
206
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City of American Canyon Overflow Emergency Response Plan Regulatory Reporting Checklist A-3

NOTIFICATIONS
CAL OES (800) 852-7550
Notification Date/Time:

Name of Who You Spoke To:

OES Control Number:

Napa County Health Department (707) 253-4471
Notification Date/Time:

Name of Who You Spoke To:

Left Message: ¨
CalTest Labs (707) 258-4000
Notification Date/Time:

Name of Who You Spoke To:

Left Message: ¨
York Risk Services Group/PLAN JPA Claims Team
• Tiffany Roduit, Claims Specialist (925) 349-3878 or (925) 808-5072 cell • Alex Davis, Claims Supervisor: (925) 349-3890
Notification Date/Time:

Name of Who You Spoke To:

Left Message: ¨
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Flowchart
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City of American Canyon Overflow Emergency Response Plan Overflow/Backup Response Flowchart B-1: Page 1
Start Here

1. Document arrival time.

2. Consider the need to call out additional staff,
contractor or mutual aid assistance.

3. If it is possible that this is a Category 1 SSO
greater than or equal to 1,000 gallons,
immediately contact the Sewer Supervisor or
Publis Works Superintendent to make the 2-
hour notification to CalOES.

YES

BEGIN DIVERSION AND CONTAINMENT, AS NECESSARY

1. DIVERT AWAY FROM SENSITIVE AREAS:
a. Cover unplugged storm drains w/mats, or use dirt/other material to divert sewage away from sensitive areas (e.g., schools, playgrounds, intersections, etc.) b. ENSURE PUBLIC CONTACT DOES NOT OCCUR. Use cones/barricades to isolate area.

2. CONTAIN SSO & RETURN TO SYSTEM, IF POSSIBLE:
a. Plug storm drain catch basins or use rubber mats to cover basin inlet and divert flow to catch basin b. Build/excavate a berm to channel flow to downstream sanitary sewer manhole (barricade manhole if left open)
c. Use bypass pumps to pump around blockage until it can be removed d. Divert to low area of ground where it can be collected later

3. PHOTOGRAPH HOW THE SSO WAS DIVERTED/CONTAINED, AS APPROPRIATE NO
Does the
SSO/backup appear
to be due to a problem
in the Cityowned/maintained
sewer line?
This is a Private Lateral Sewage Discharge (PLSD)

1. Notify the property owner that the blockage is in their lateral and that the City does not have legal authority to maintain or perform work on privately-owned laterals.

2. Give customer the “Your Responsibilities as a Private Property Owner” pages.

3. Recommend to customer they hire a contractor to clear their line.

4. If customer is not home:
• Complete Door Hanger and leave on customer’s door.
• Leave a message on the customer’s voicemail.

5. If the property owner is unable or unwilling to address the cause of the overflow, immediately contact your supervisor and discuss whether Code Enforcement, the County Department of
Environmental Health or Regional Water Quality Control Board should be notified.

6. If you are directed to to break the stoppage and clean up the PLSD, Be sure to document City staff time and equipment used for potential billing purposes, and take pictures.

1. Document the service call according to City procedures.

2. STOP. Do not continue to PAGE 2

ADDRESS CAUSE OF SSO/BACKUP ASAP

1. For pump station related SSO/Backups refer to that station’s Emergency Response Plan.

2. For SSO/Backups not related to a pump station, relieve the stoppage. Note the distance from the manhole and catch/remove debris that could cause another stoppage. After flow has returned to normal, clean the pipe thoroughly.

3. Photograph staff activities while clearing the blockage, as appropriate.

Go to
PAGE 2
209
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City of American Canyon Overflow Emergency Response Plan Overflow/Backup Response Flowchart B-1: Page 2

1. Consider the need to sample surface waters the SSO may have reached:
• If preliminary volume estimates of the SSO are 50,000 gallons or greater, begin collecting as soon as possible but no later than 48 hours after becoming aware of the SSO.
• If people are fishing or swimming in the waters, collect samples regardless of the volume of the SSO.

2. Refer to and follow the sampling standard operating procedure (SOP).

Contain/recover/clean up as much of the SSO in the waters and shoreline as possible. Contact the Sewer Supervisor to request outside assistance, as appropriate.

NO
YES
Is it
feasible/practical to
contain/recover any of
the SSO from the surface
waters?
Has the SSO
reached surface
waters?
YES
NO

STORM DRAIN CLEANING SOP

1. Seal or berm the storm drain immediately downstream of point the SSO reached

2. Photograph impacted storm drain catch basins before cleaning

3. Vacuum any visible sewage – Record the volume of sewage recovered

4. Using fresh water, flush impacted sections of storm drain with 3X amount of SSO, if possible – Record volume of flush water

5. Ensure all visible signs of sewage have been removed

6. Return flush water to sanitary sewer – Record volume of flush water recovered

7. Photograph storm drain catch basins after cleaning is completed YES
NO
Were
storm drains
impacted?

IMPACTED AREA CLEANUP, AS NECESSARY

1. Assign staff to begin cleanup. If you might use the are measured volume method to estimate the volume, draw a sketch of the SSO footprint and capture dimensions before washing it down.

2. Remove all signs of gross pollution with a shovel, broom, and bucket. (toilet paper, solids, grease, etc.)

3. Flush area w/dechlorinated water – Unless raining.
(3X amount of SSO, if possible)
a. Setup berm/other means to contain all water so it can be returned to sewer b. Don’t use disinfectants if they may enter storm drain system and not be fully recovered or if they may enter a water body

4. Address saturated soil with removal and/or in-place treatment, depending on the extent of the contamination, the location, and land use. Take measures to prevent accidental contact by the public. NOTE: addressing saturated soil may involve returning to the site one or more days after the SSO event.

5. Photograph the area when cleanup operations are complete Go to
PAGE 3
Continue from
PAGE 1
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City of American Canyon Overflow Emergency Response Plan Overflow/Backup Response Flowchart B-1: Page 3

1. Complete the First Responder Form

2. Ask the customer for permission to photograph
the affected area, or ask the customer to take
photos. If they decline, note on the First
Responder form.

3. Immediately contact Tiffany Roduit, Claims
Specialist at York Risk Services Group/PLAN JPA
Claims Team and provide the information from the
completed First Responder Form: (925) 349-3878
telephone or (925) 808-5072 cell. If you do not
receive a call back from Tiffany Roduit within 30
minutes, call Alex Davis, Claims Supervisor: (925)
349-3890.

4. Take a photo of the Information for the Customer
letter for documentation and then give the letter to
the customer.

Photograph the backwater prevention device or
cleanout if you can locate one on the affected building

1. Follow the routing instructions indicated on the
front of this workbook.

2. Include any photos and/or notes related to this
event.

3. Document the service call according to City
procedures
Did this
SSO cause a
sewer backup
impacting private
property?

DOCUMENTATION AND VOLUME ESTIMATION

1. Complete the SSO Report

2. In the Start Time Determination section for the SSO
Report remember that the SSO was probably
occurring for a period of time before it was reported.

3. Estimate and document SSO volume using two or
more of the worksheets provided in the SSO/Backup
Response Workbook.

REGULATORY REPORTING:

Make notifications indicated in the Regulatory Guide.

YES
Continue from
PAGE 2
NO
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SSO Report
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 1

PHYSICAL LOCATION DETAILS
Spill location name
Latitude of spill location
Longitude of spill location
County
Regional Water Quality Control Board
VOLUMES BY DESTINATION Volume Spilled
(Gallons)
Volume
Recovered
(Gallons)

2.a/2.b Estimated spill volume that reached a
separate storm drain that flows to a surface body of
water? (If not all recovered, this is a Category 1)

2.c/2d Estimated spill volume that directly reached
a drainage channel that flows to a surface water
body?
(Any volume spilled is a Category 1)

2.e/2.f Estimated spill volume discharged directly to
a surface water body? (Any volume spilled is a
Category 1)

2.g/2.h Estimated spill volume discharged to land?
(Includes discharges directly to land, and
discharges to a storm drain system or drainage
channel that flows to a storm water
infiltration/retention structure, field, or other nonsurface water location. Also, includes backups to building structures).

Volume Spilled Volume
Recovered
Total Volume Spilled
(Verify this matches the table in between

2.h and 3 in CIWQS)
213
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 2

DATE/TIME DETERMINATIONS

DATE TIME
Start of SSO
Agency Notified
Collection System Operator Dispatched
Collection System Operator Arrived
End of SSO
End of Spill Response
Start Time Determination/Notes
Caller Interview: Where did you see sewage spill from?
c Manhole c Inside Building c Vent/Clean Out c Catch Basin c Wet Well/Lift Station c Other:

Comments:

Last Time Caller Observed NO Spill occurring: _____________ AM / PM Date _______ /________ /________ Comments:

If the volume of the SSO and rate of flow are known, divide volume by rate of flow to get duration of SSO event. ____________Gallons ÷ ____________GPM = Minutes (SSO Duration).

Subtract the Duration from the SSO End Date/Time to establish the SSO Start Date/Time.

Other Efforts to Determine Start Time:

Other Comments Regarding Spill Start Time:

Estimated SSO Start Time: ________________ AM / PM Date: ________ / ________ / ________ SSO End Time: ________________ AM / PM Date: ________ / ________ / ________ 214
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 3

SSO FIELD REPORT
Spill location description:

Number of appearance points:

Spill appearance points: (Circle all that apply) Backflow Prevention Device Force Main Gravity Mainline Inside Building/Structure Lateral Clean Out (Private / Public) Lower Lateral (Private / Public) Manhole Pump Station Upper Lateral (Private / Public) Other Sewer System Structure
Spill appearance point explanation. (Enter information here if “Other” or multiple appearance points were selected):

Final spill destination: (Circle all that apply) Final spill destination. (Circle all that apply).

Beach Building/Structure Combined Storm Drain Drainage Channel Other (Specify Below) Paved Surface Separate Storm Drain Street/Curb and Gutter Surface Water Unpaved Surface
Explanation of final spill destination. (Enter information if “Other” was selected. 215
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 4

SSO FIELD REPORT
Spill cause: (Circle One)
Air Relief Valve (ARV)/Blow Off Valve (BOV) Failure
Construction Diversion Failure
CS Maintenance Caused Spill/Damage
Damage by Others Not Related to CS Construction/Maintenance (Specify Below) Debris from Construction
Debris from Lateral
Debris-General
Debris-Rags
Debris Wipes/Non-Dispersible
Flow Exceeded Capacity (Separate CS Only)
Grease Deposition (FOG)
Inappropriate Discharge to CS
Natural Disaster
Operator Error
Other (Specify Below)
Pipe Structural Problem/Failure
Pipe Structural Problem/Failure – Installation
Pump Station Failure – Controls
Pump Station Failure – Mechanical
Pump Station Failure – Power
Rainfall Exceeded Design, I and I (Separate CS Only)
Root Intrusion
Siphon Failure
Surcharged Pipe (Combined CS Only)
Vandalism
Spill cause explanation: (Required if Spill Cause is “Other”) 216
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 5

SSO FIELD REPORT
Where did failure occur?
Air Relief Valve (ARV)/Blow Off Valve (BOV) Failure Force Main Gravity Mainline Lower Lateral (Public) Manhole Other (Specify Below) Pump Station Failure – Controls Pump Station Failure – Mechanical Pump Station Failure – Power Siphon Upper Lateral (Public)
Explanation of where failure occurred: (Required if Where Failure Occurred is “Other”) Was spill associated with a storm event? YES NO
Diameter of sewer pipe at the point of blockage or failure: inches Material of sewer pipe at the point of blockage or failure:

Estimated age of sewer asset at the point of blockage or failure (if applicable): years
Spill Response Activities. (Circle all that apply) Cleaned-Up Mitigated Effects of Spill Contained All or Portion of Spill Other (Specify Below) Restored Flow Returned All Spoil to Sanitary Sewer System Property Owner Notified Other Enforcement Agency Notified
Explanation of spill response activities: (Required if spill response activities is “Other”):
217
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 6

SSO FIELD REPORT
Spill corrective action taken: (Circle all that apply)
Added Sewer to Preventive Maintenance Program
Adjusted Schedule/Method of Preventive Maintenance
Enforcement Action Against FOG Source
Inspected Sewer Using CCTV to Determine Cause
Other (Specify Below)
Plan Rehabilitation or Replacement of Sewer
Repaired Facilities or Replaced Defect
Explanation of corrective action taken: (Required if spill corrective action is “Other”) Is there an ongoing investigation? YES NO
Health warnings posted? YES NO
Did spill result in beach closure? YES NO
Name of Impacted Beach(es): (Enter N/A if none)
Name of impacted surface waters:
218
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City of American Canyon Overflow Emergency Response Plan Sanitary Sewer Overflow Field Report C-1: Page 7

SSO FIELD REPORT
Water quality samples analyzed for: (Circle all that apply) Dissolved Oxygen
Other Chemical Indicators(s) – Specify Below
Biological Indicator(s) – Specify Below
No Water Quality Samples Taken
Not Applicable to the Spill
Other (Specify Below)
Explanation of water quality samples analyzed for: (Required if water quality samples analyzed for is "Other chemical indicator(s)", "Biological indicator(s)", or "Other") Water quality sample results reported to: (Circle all that apply) County Health Agency Regional Water Quality Control Board Other (Specify below) No Water Quality Samples Taken Not Applicable to this Spill Explanation of water quality sample results reported to: (Required if water quality sample results reported to is “Other”)
Method and explanation of volume estimation methods used: (Circle all that apply) Eyeball Estimate Measured Volume Duration and Flow Rate Other (Explain):
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Volume Estimation
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City of American Canyon Overflow Emergency Response Plan Volume Estimation Computations & Examples D-1: Page 1
Miscellaneous Computations & Examples
To convert inches to feet
(NOTE: for the purposes
of this worksheet, the
unit of measurement will
be in feet for formula
examples)
Divide the inches by 12 or use the chart on the right.

Example 1: 27" ÷ 12 = 2.25'
Example 2: 1¾" = ?'
1" (0.08') + ¾" (0.06') = 0.14'
Volume of one cubic foot 7.48 gallons of liquid
Area:

Two-dimensional
measurement
represented in square
feet (SQ/FT or ft2)
Square/rectangle: Area = Length x Width
Circle: Area = π x r
2 (where π ≈ 3.14 and r = radius = ½ diameter)
Triangle: Area = ½ (Base x Height)
Volume:

Three-dimensional
measurement
represented in cubic feet
(CU/FT or ft3)
Rectangle/square footprint: Volume = Length x Width x Depth Circle footprint (cylinder): Volume = π x r
2 x Depth
(where π ≈ 3.14 and r = radius = ½ diameter)
Triangle footprint: Volume = ½ (Base x Height) x Depth
Depth:

Wet Stain on Concrete or
asphalt surface
If the depth is not measurable because it is only a wet stain, use the following estimated depths: Depth of a wet stain on concrete surface: 0.0026' (1/32") Depth of a wet stain on asphalt surface: 0.0013' (1/64") These were determined to be a reasonable depth to use on the respective surfaces through a process of trial and error. One gallon of water was poured onto both asphalt and concrete surfaces. Once the area was determined as accurately as possible, different depths were used to determine the volume of the wetted footprint until the formula produced a result that (closely) matched the one gallon spilled. This process was repeated several times.

Depth:

Contained or “Ponded”
sewage
Measure actual depth of standing sewage whenever
possible. When depth varies, measure several representative sample points and determine the average. Use that number in your formula to determine volume.
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City of American Canyon Overflow Emergency Response Plan Volume Estimation Computations & Examples D-1: Page 2
Miscellaneous Computations & Examples (continued)
Area/Volume of a Rectangle or Square
Formula: Length x Width x Depth = Volume in cubic feet
25' X 12' X 0.14' = 42 Cubic Feet
Length Width Depth Volume
Multiply the volume by 7.48 gallons to determine the volume in gallons:
42 ft3. X 7.48 = 314.16 gallons
Volume gal/ft3 Volume
Area/Volume of a Right Triangle
Formula: Base x Height x Depth = Volume in cubic feet
45' X 10' X 0.5 X 0.05' x 7.48 = 84.15 gallons
Base Height Depth gal/ft3 Volume
Area/Volume of a Circle
Formula: π x r
2 x 0.785 x Depth = Volume in cubic feet
The diameter is a straight line passing from side to side through the center of a circle.

13.5' X 13.5' X 3.14 X 0.03' x 7.48 = 128.42 gallons
Radius Radius π Depth gal/ft3 Volume
12'
25'
Depth = 1 ¾"
10'
45'
Depth = 5/8"
For isosceles triangles
(two sides are equal lengths),
break it down into two right triangles
and compute area as you would for
the right triangle.

Radius = 13.5'
Depth = ¾” (0.03’)
222
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City of American Canyon Overflow Emergency Response Plan Volume Estimation: Eyeball Estimation Method (for ≤100 gallons) D-2 STEP 1: Position yourself so that you have a vantage point where you can see the entire SSO.

STEP 2: Imagine one or more buckets or barrels of water tipped over. Depending on the size of the SSO, select a bucket or barrel size as a frame of reference. It may be necessary to use more than one bucket/barrel size.

STEP 3: Estimate how many of each size bucket or barrel it would take to make an equivalent spill. Enter those numbers in Column A of the row in the table below that corresponds to the bucket/barrel sizes you are using as a frame of reference.

STEP 4: Multiply the number in Column A by the multiplier in Column B. Enter the result in Column C.

A B C
Size of bucket(s) or
barrel(s)
How many
of this size? Multiplier Estimated SSO Volume (gallons) 1 gallon water jug x 1 gallons
5 gallon bucket x 5 gallons
32 gallon trash can x 32 gallons
55 gallon drum x 55 gallons
Other: ______ gallons x _____ gallons
Estimated Total SSO Volume:

STEP 5: Is rainfall a factor in the SSO? ☐ Yes ☐No
If yes, what volume of the observed spill volume do you estimate is rainfall? gallons If yes, describe how you determined the amount of rainfall in the observed spill? STEP 6: Calculate the estimated SSO volume by subtracting the rainfall from the SSO volume:
gallons − gallons = gallons
Estimated SSO Volume Rainfall Total Estimated SSO Volume 223
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City of American Canyon Overflow Emergency Response Plan Volume Estimation: Duration and Flow Rate Comparison Method D-3 Compare the SSO to reference images below to estimate flow rate of the current overflow. NOTE: If the manhole cover in your picture has vent holes or more than one pry hole, do not use these pictures for comparison.

Describe which reference photo(s) were used and any additional factors that influenced applying the reference photo data to the actual SSO:

SSCSC Manhole Overflow Gauge: CWEA Southern Section Collections Systems Committee Overflow Simulation courtesy of Eastern Municipal Water District Flow Rate Based on Photo Comparison: gallons per minute (gpm) Start Date and Time 1.

End Date and Time 2.

SSO Event Total Time Elapsed
(subtract Line 1 from Line 2. Show in minutes.)

3. Average Flow Rate GPM
(Account for diurnal flow pattern)

4. Total Volume Estimated Using Duration
and Flow Method (Line 3 x Line 4)

5. Near View
Far View
Near View
Far View
5 gpm 25 gpm 50 gpm 100 gpm
150 gpm 200 gpm 300 gpm 400 gpm
224
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City of American Canyon Overflow Emergency Response Plan Volume Estimation: Area/Volume Method D-4: Page 1
SSO Date: Location:

STEP 1: Describe spill area surface: c Asphalt c Concrete c Dirt c Landscape c Inside Building
c Other:

STEP 2: Draw/sketch the outline (footprint) of the spill. Then break the footprint down into recognizable shapes. See example below.

1. Sketch the outline of the spill (black line)

2. Break the sketch down into recognizable shapes (circles, squares, etc.) as well as you can.

3. Determine the volume of each shape. (note: in this example, after the volume of the cirle is determined, multiply it by approximately 65% so that the overlap area won’t be counted twice.

4. If the spill is of varying depths, take several measurements at different depths and find the average. If the spill affects a dry unimproved area such as a field or dirt parking lot, determine the aread of the wetted ground in the same manner as you would on a hard surface. Using a round-point shovel, dig down into the soil until you find dry soil. Do this in several locations within the wetted area and measure the depth of the wet soil. Average the measurement/thicknes of the wet soil and determine the average depth of the wet soil.

Example (right): 2" + 1.5" + 1.25" + 3" + 5" + 1.25" = 14.0”

14.0" ÷ 6 measurements = 2.33"
Average Depth = 2.33" (0.194’)
2"

1.5"

1.25"
3"
5"

1.25"
225
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City of American Canyon Overflow Emergency Response Plan Volume Estimation: Area/Volume Method D-4: Page 2
STEP 3: Calculate the area of the footprint by completing the table below for each shape in Step 2.

If two shapes overlap, select one of the two shapes and estimate the percentage of that shape that does not overlap.

Enter that percentage in the % Not Overlapping column. This will ensure that the overlap area is only counted once.

Refer to the example on the previous page. Rectangles
Length X Width X % Not
Overlapping* = Area X Depth = Volume
ft X ft X % = ft2 X ft = ft3
ft X ft X % = ft2 X ft = ft3
ft X ft X % = ft2 X ft = ft3
Triangles
Base X Height ÷ X % Not
Overlapping* = Area X Depth = Volume
ft X ft ÷ 2 X % = ft2 X ft = ft3
ft X ft ÷ 2 X % = ft2 X ft = ft3
ft X ft ÷ 2 X % = ft2 X ft = ft3
Circles
π X Radius X Radius X % Not
Overlapping* = Area X Depth = Volume

3.14 X ft X ft X % = ft2 X ft = ft3

3.14 X ft X ft X % = ft2 X ft = ft3
Total Spill Volume (sum of all three tables above): ft3 STEP 4: Convert from cubic feet to gallons by multiplying by 7.48. ft3 x 7.48 gallons = gallons
spill volume in cubic feet Total estimated volume
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City of American Canyon Overflow Emergency Response Plan Drawing Worksheet D-5
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INSERT TAB:

Backup Forms
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City of American Canyon Overflow Emergency Response Plan Backup Forms Checklist (Backup Only) E-1
Complete this form only if there is a backup into a residence or business.

Instructions:

1. Complete the First Responder Form.

2. Contact York Risk Services Group/PLAN JPA according to the instructions on the Overflow/Backup Response Flowchart.

3. Tear the documents listed below out of this workbook, take photos of them for documentation, and then give them to the customer. Leave the First Responder Form in this workbook, do not give it to the Customer.

4. Check each item that was provided to the customer.

5. Have customer sign below.

Forms/Documents:
o E-3: Customer Information Letter
o E-4: Restoration/Remediation Firms
o E-5: Your Responsibilities as a Private Property Owner o E-6: Liability Claim Form
Documents Provided to:

Customer Name
Customer Signature
Date
Check here if customer declines to sign: o
Forms Provided by:

City of American Canyon Overflow Emergency Response Plan First Responder Form (Backup Only) E-2: Page 1
Complete this form only if there is a backup into a residence or business.

Fill out this form as completely as possible.

PERSON COMPLETING THIS FORM:

Name:

Title:

PHONE:

DATE:

TIME:

TIME STAFF ARRIVED ON-SITE:

DOES THE CUSTOMER WANT THE CITY TO CALL FOR CLEANING SERVICE? o Yes o No If no, give the customer the Cleaning Declination Form and have them sign here: __________________________ If customer called a cleaning contractor, provide name and contact number:

RESIDENT NAME:
o Owner
o Renter

IF RENT,
PROPERTY MANAGER(S):

OWNER:

ADDRESS:

PHONE:

ADDRESS:

PHONE:
# OF PEOPLE LIVING AT RESIDENCE:

Approximate Age of Home: # of Bathrooms: # of Rooms Affected:

Ask customer if you may enter the home. If so, take photos of all damaged and undamaged areas.

Numbers of Photos/Videos Taken: o Photos o Video o Customer did not provide or allow photos Where are photos/video stored?
Is nearest upstream manhole visibly higher than the drain/fixture that overflowed? o Yes o No Does property have a Property Line Cleanout or BPD? o Cleanout o BPD o Neither o Unknown
If yes, was the Property Line Cleanout/BPD operational at the time of the overflow? o Yes o No o Unknown Have there ever been any previous spills at this location? o Yes o No o Unknown Has the resident had any plumbing work done recently?
If YES, please describe:
o Yes o No o Unknown
GO TO Page 2
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City of American Canyon Overflow Emergency Response Plan First Responder Form (Backup Only) E-2: Page 2

LIVABILITY ASESSMENT

SANITARY SEWER LINE BLOCKAGE LOCATION

PLEASE CHECK THE BOXES THAT
DESCRIBE YOUR OBSERVATIONS:

On the diagram below, indicate the location of the sewer line and where the problem occurred.

Customer Cleanout Was:
o Non-Existent
o Full
o Empty
Agency
Owned/Maintained
Cleanout was:
o Non-Existent
o Full
o Empty
Recommended Follow-Up Action(s):

Did sewage go under buildings? ☐ Yes ☐ No ☐ Unsure
Affected
House
Upstream
House
Is there sufficient non-contaminated
living space for residents to stay
during cleaning including a functioning
and non-contaminated bathroom?
Advise resident to vacate premises while area is cleaned and disinfected.

NO YES
Is it after 8pm or will the cleaning and disinfection
be completed after 10pm?
Recommend to resident that they temporarily relocate while the affected area of their home is cleaned and disinfected.

Are there any residents that:
• Are pregnant?
• Are children?
• Have severe allergies/asthma?
• Have respiratory problems?
• Have a compromised immune system?
Is the area a childcare or extended care facility?
Is the food preparation area contaminated?
STOP:

Resident can stay in premises.

City of American Canyon Overflow Emergency Response Plan Customer Information Letter (Backup Only) E-3 (English) Dear Property Owner:

We recognize that sewer back flow incidents can be stressful. The City has prepared this brief set of instructions to help you minimize the impact of the loss by responding promptly to the situation.

The City is not responsible for cleanup charges or damages caused by blockages in the property owner’s sewer line or caused by code violations. At this time, the City is investigating the cause of the loss and does not assume liability for damages. However, if our investigation determines the City is responsible for this incident, the costs you incur for reasonable and necessary cleanup will be included in the settlement of your claim. Regardless of whether you or the City is responsible for the loss, it is up to you to arrange for the repair of your property and to present a claim for consideration.

You or the property owner should immediately contact a firm for clean-up of the affected areas. If you do not know of a company to call for service, refer to the Restoration/Remediation Firms list for 24-hour emergency restoration companies.

Sincerely,
The City of American Canyon
What you need to do now:
• Contact a restoration company for clean-up and removal of affected surfaces. • Do not attempt to clean the area yourself, let the company you hire handle this. • Keep people and pets away from the affected area(s).
• Turn off heating/air conditioning systems.
• Turn off any appliances that use water.
• Prevent any material from reaching floor vents to prevent contamination. • Do not remove items from the area –the company you hire will handle these contents. • If you had recent plumbing work, contact your plumber or contractor. • Contact your homeowner’s insurance carrier to report a claim. • File your claim with the City Risk Manager at 4381 Broadway, Suite 201, American Canyon CA 94503, (707- 647-4361as soon as practical. The California Government Code, Sections 900 -960, requires filing a written claim and outlines specific time lines and notice procedures that must be used. It is suggested that the claimant refer to claims law and be fully advised with respect to the exceptions and further provisions contained therein.
• Call the City’s Claims Administrator and provide a number where you can be reached: York Risk Services Group/PLAN JPA, Tiffany Roduit (925) 349-3878.

Important Legal Notice: For your protection, read carefully, obtain a reliable translation, and/or consult your attorney.

Noticia Legal Importante: Para su proteccion lea usted con cuidado debe de obtener una translacion que sea punctual y de confianza o consulte con su abogado.
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City of American Canyon Overflow Emergency Response Plan Customer Information Letter (Backup Only) E-3 (Spanish) Estimado propietario:

Reconocemos que los incidentes de flujo de retorno de alcantarillado pueden ser estresantes. La Ciudad ha preparado este breve conjunto de instrucciones para ayudarlo a minimizar el impacto de la pérdida respondiendo rápidamente a la situación.

La Ciudad no es responsable de los cargos de limpieza o daños causados por los bloqueos en la línea de alcantarillado del propietario de la propiedad o causados por violaciones al código. En este momento, la Ciudad está investigando la causa de la pérdida y no asume ninguna responsabilidad por daños y perjuicios. Sin embargo, si nuestra investigación determina que la Ciudad es responsable de este incidente, los costos en los que incurra para una limpieza razonable y necesaria se incluirán en el acuerdo de su reclamo. Independientemente de si usted o la Ciudad son responsables de la pérdida, depende de usted arreglar la reparación de su propiedad y presentar un reclamo para su consideración.

Usted o el dueño de la propiedad deben ponerse en contacto de inmediato con una empresa para la limpieza de las áreas afectadas. Si no sabe de una compañía a la que llamar para solicitar servicio, consulte la lista de empresas de restauración / remediación para compañías de restauración de emergencia las 24 horas.

Sinceramente,
La Ciudad de American Canyon
Lo que necesitas hacer ahora:
• Póngase en contacto con una empresa de restauración para la limpieza y eliminación de las superficies afectadas.
• No intente limpiar el área usted mismo, deje que la empresa que contrate se encargue de esto. • Mantenga a las personas y mascotas alejadas de las áreas afectadas. • Apague los sistemas de calefacción / aire acondicionado. • Apague cualquier aparato que use agua.
• Evite que cualquier material llegue a los respiraderos del piso para evitar la contaminación. • No elimine elementos del área: la empresa que contrate se encargará de estos contenidos. • Si tuvo trabajos de plomería recientes, comuníquese con su plomero o contratista. • Comuníquese con la compañía de seguros de su propietario para reportar un reclamo. • Presente su reclamo ante el Gerente de Riesgos de la Ciudad en 4381 Broadway, Suite 201, American Canyon CA 94503, (707-647-4361, tan pronto como sea posible. El Código del Gobierno de California, Secciones 900 -960, requiere presentar un reclamo por escrito y describe el tiempo específico) líneas y procedimientos de notificación que se deben utilizar. Se sugiere que el reclamante se refiera a la ley de reclamaciones y sea totalmente informado con respecto a las excepciones y otras disposiciones contenidas en la misma.
• Llame al Administrador de Reclamaciones de la Ciudad y proporcione un número donde se lo pueda contactar: Grupo de Servicios de Riesgo de York / PLAN JPA, Tiffany Roduit (925) 349-3878.

Important Legal Notice: For your protection, read carefully, obtain a reliable translation, and/or consult your attorney.

City of American Canyon Overflow Emergency Response Plan Restoration/Remediation Firms (Backup Only) E-4
This list is provided as a resource only and is not to be construed as exclusive, comprehensive or limiting in any way. PLAN JPA does not require or mandate the use of any of the listed firms. Qualified remediation contractors can be found on the Internet by searching “Water Damage Restoration” or “Fire & Water Damage Restoration.

Restoration Company Location Contact
American Technologies, Inc
(ATI)
25000 Industrial Boulevard
Hayward, CA 94545 (510) 429-5000
Complete Drying 751 Laurel Street #538
San Carlos, CA 94070
(650) 591-1599
(925) 525-7262
Ideal Drying 1499 Evans Avenue
San Francisco, CA 94124 (800) 379-6881
Restoration Management 535 Getty Court, Suite A
Benicia, CA 94510
(800) 400-5058
(707) 750-6320
Restoration Management 32550 Central Avenue
Union City, CA 94587
(800) 400-5058
(510) 315-5400
Montgomery Sansom Ltd 305 Adrian Road
Millbrae, CA 94030 (650) 777-9010
Britannia Cal Pacific 255 S Maple Avenue
South San Francisco CA 94080 (650) 742-6490
Four Star Cleaning &
Restoration
4302 Solar Way
Fremont, CA 94538
(800) 255-3333
(510) 796-5900
Servpro 809 Laurel Street, #422
San Carlos, CA 94070
(800) 737-8776
(650) 591-4137
Vital Restoration 9-1-1 6 South Linden Avenue Unit #9
South San Francisco, CA 94080
(650) 262-4545
(650) 873-7867
Service Master Ryon Howard, ServiceMaster National Account Manager, can dispatch teams nearest to the incident location.

Cell
(925) 330-3360
Service Master 2731 Fair Oaks Avenue
Redwood City, CA 94063 (650) 299-9080
Service Master 439 Eccles Avenue
South San Francisco, CA 94080 (415) 584-6100
Service Master 2220 W Winton Avenue
Hayward, CA 94545
(800) 480-8439
(510) 300-2990
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City of American Canyon Overflow Emergency Response Plan Your Responsibilities as a Private Property Owner (Backup Only) E-5: Page 1 How a Sewer System Works
A property owner's sewer pipes are called service laterals and are connected to larger local main and regional trunk lines. Service laterals run from the connection at the home to the connection with the public sewer. These laterals are the responsibility of the property owner and must be maintained by the property owner.

How do sewage spills happen?
Sewage spills occur when the wastewater in
underground pipes overflows through a manhole,
cleanout, or broken pipe. Most spills are relatively
small and can be stopped and cleaned up quickly,
but left unattended they can cause health hazards,
damage to homes and businesses, and threaten
the environment, local waterways, and beaches.

Common causes of sewage spills include grease
build-up, tree roots, broken/cracked pipes, missing
or broken cleanout caps, undersized sewers, and
groundwater/rainwater entering the sewer system
through pipe defects and illegal connections.

Prevent most sewage backups with a Backflow Prevention Device This type of device can help prevent sewage backups into homes and businesses. If you don’t already have a Backflow Prevention Device, contact a professional plumber or contractor to install one as soon as possible.

Is my home required to have a backflow prevention device? Section 710.1 of the Uniform Plumbing Code (U.P.C.) states: “Drainage piping serving fixtures which have flood level rims located below the elevation of the next upstream manhole cover or private sewer serving such drainage piping shall be protected from backflow of sewage by installing an approved type of backwater valve.” The intent of Section 710.1 is to protect the building interior from mainline sewer overflows or surcharges.

Additionally, U.P.C. 710.6 states:
“Backwater valves shall be located
where they will be accessible for
inspection and repair at all times and,
unless continuously exposed, shall be
enclosed in a masonry pit fitted with
an adequately sized removable
cover.”
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City of American Canyon Overflow Emergency Response Plan Your Responsibilities as a Private Property Owner (Backup Only) E-5: Page 2 Spill cleanup inside the home:

For large clean ups, a professional cleaning firm should be contacted to clean up impacted areas, If you hire a contractor, it is recommended to get estimates from more than one company. Sometimes, homeowner’s insurance will pay for the necessary cleaning due to sewer backups. Not all policies have this coverage, so check with your agent.

If you decide to clean up a small spill inside your home, protect yourself from contamination by observing the following safety measures. Those persons whose resistance to infection is compromised should not attempt this type of clean up.

Other Tips:
• Keep children and pets out of the affected area.
• Turn off heating/air conditioning systems
• Wear rubber boots, rubber gloves, and goggles during cleanup. • Discard items that cannot be washed and disinfected (such as: mattresses, rugs, cosmetics, toys, etc.) • Remove and discard drywall and insulation that has been contaminated with sewage or flood waters. • Thoroughly clean all hard surfaces (such as flooring, concrete, molding, wood and metal furniture, countertops, appliances, sinks and other plumbing fixtures) with hot water and laundry or dish detergent.
• Help the drying process with fans, air conditioning units, and dehumidifiers. • After completing cleanup, wash your hands with soap and water. Use water that has been boiled for 1 minute (allow the water to cool before washing your hands) OR use water that has been disinfected (solution of 1/8 teaspoon of household bleach per 1 gallon of water). Let it stand for 30 min. If water is cloudy, use ¼ teaspoon of household bleach per 1 gallon of water. • Wash clothes worn during cleanup in hot water & detergent (wash apart from uncontaminated clothes). • Wash clothes contaminated with sewage in hot water and detergent. Consider using a Laundromat until your onsite wastewater system has been professionally inspected and serviced.

Spill cleanup outside the home:
• Keep children and pets out of the affected area until cleanup has been completed. • Wear rubber boots, rubber gloves, and goggles during cleanup of affected area. • Clean up sewage solids (fecal material) and place in properly functioning toilet or double bag and place in garbage container.
• On hard surfaces areas such as asphalt or concrete, it is safe to use a 2% bleach solution, or ½ cup of bleach to 5 gallons of water, but don’t allow it to reach a storm drain as the bleach can harm the environment.
• After cleanup, wash hands with soap and water. Use water that has been boiled for 1 minute (allow to cool before washing your hands) OR use water that has been disinfected (solution of 1/8 teaspoon of household bleach per 1 gallon of water). Let it stand for 30 min. If water is cloudy, use ¼ teaspoon of household bleach per 1 gallon of water.
• Wash clothes worn during cleanup in hot water and detergent (wash apart from uncontaminated clothes).
• Wash clothes contaminated with sewage in hot water and detergent. Consider using a laundromat until your onsite wastewater system has been professionally inspected and serviced.

Seek immediate
attention if you
become injured or ill
during or after the
cleanup process.
236

LIABILITY CLAIM FORM
INSTRUCTIONS: Please complete the form below, attaching additional sheets as needed.

Type or print legibly in ink. Return to Front Counter at City Hall (Risk Manager), or mail to the address at the bottom of this form. Call (707) 647-4361 if you have any questions. Any person who, with the intent to defraud, presents any false or fraudulent claim may be punished by imprisonment or fine or both. NOTE: You must file a claim in compliance with Government Code Section 911.2

1. CLAIMANT’S NAME (print):

2. Claimant’s Address:

3. Amount of Claim (attach copies of all invoices or estimates:

4. Home Phone: 5. Work Phone:

6. Location of Incident:

7. Date/Time of Incident:

8. Describe the incident/accident. Include your reason for believing that the City is liable for your damages:

9. Describe all damages which you believe are a result of the incident/accident:

10. Witness(es) (Including City employees):

Name: Address Phone #
City Manager’s Office
4381 Broadway St., Suite 201
American Canyon, CA 94503
707-647-4361 Fax 707-638-0492
237

11. If amount claimed is over $10,000, indicate where jurisdiction rests:  Limited Civil Case  Unlimited Civil Case

12. Address to which notices are sent, if different from above:

Name: Phone #:

Address:

13. Signature of Claimant: Date:

INSERT TAB:

City of American Canyon Overflow Emergency Response Plan Collection System Failure Analysis F-1: Page 1

OFFICE USE ONLY
Incident Report # Prepared By
SSO/Backup Information
Cause
Summary of Historical SSOs/Backups/Service Calls/Other Problems Date Cause Date Last Cleaned Crew
Records Reviewed By: Record Review Date:

City of American Canyon Overflow Emergency Response Plan Collection System Failure Analysis F-1: Page 2
Recommendations
✓ Type Specific Actions Who is
Responsible?
Completion
Deadline
Who Will Verify
Completion?
No Changes or
Repairs
Required n/a n/a n/a n/a
Repair(s)
Construction
Capital
Improvement(s)
Change(s) to
Maintenance
Procedures
Change(s) to
Overflow
Response
Procedures
Training
Misc.

Comments/Notes:

Sewer Supervisor Review Date: PW Superintendent Review Date:
241
City of American Canyon
Page │ 132
Sanitary Sewer Management Plan
242
Sanitary Sewer Management Plan City of American Canyon
Page │ 133
Appendix 7.0 – Industrial Waste Permits
243
Sanitary Sewer Management Plan City of American Canyon
Page │ 134
244
Facility/Business Name:

Facility/Business Address:

Authorized Representative:

Authorized Representative Telephone:

Primary Contact Individual:

Primary Contact Telephone:

Primary Contact Address:

After Hours Contact:

After Hours Telephone:

SIC:

Permit Number:
is hereby authorized to discharge commercial wastewater from the aboveidentified facility and through the outfalls identified herein into the City of American Canyon sewer system in accordance with the conditions set forth in this Permit. Compliance with this Permit does not relieve the Permittee of its obligation to comply with any or all applicable pretreatment regulations, standards or requirements under local, State, and Federal laws, including any such regulations, standards, requirements, or laws that may become effective during the terms of this Permit. Non-compliance with any term or condition of this Permit shall constitute a violation of the City of American Canyon Sewer Use Ordinance.

This Permit is not renewable. The City reserves the right to revoke this Permit at any time. It shall become effective on and expires at midnight on .

WASTEWATER DISCHARGE PERMIT

COMMERCIAL
In accordance with the provisions of the City of American Canyon Sewer Use Ordinance:
245
Permit # Page 2 of 4
SECTION A: SEWER SERVICE CHARGE DETERMINATION
Sewer service charges are calculated in accordance with provisions of the City of American Canyon Comprehensive User Fee Schedule. This Permit requires a permit fee to be paid annually.

SECTION B: PERMIT REQUIRED
Every Significant Industrial User (SIU) and any other Industrial User (IU) or Commercial User deemed necessary by the City, including this facility, must possess a Wastewater Discharge Permit. The Permittee must keep this Permit and other required materials and documents posted at all times in a conspicuous place. This information must be made available to all employees and other environmental departments. Other environmental permits must be made available to the appropriate City personnel upon request. Terms and conditions of this Permit are subject to modification by the City of American Canyon Public Works Director.

SECTION C: PERMIT CONDITIONS
1) Permitee shall follow all current and applicable “Best management Practices (BMPs). 2) Safety Data Sheets (SDS) for all chemicals and materials must be kept at the Facility, be updated regularly and available for review upon the City Inspector’s request. 3) Monitoring Analysis and Frequency: The City may collect samples and have them analyzed for any constituents deemed necessary. The Permittee will pay all costs associated with all sampling events and the analysis.
4) Facility Records: All records of any events where waste was off-hauled or disposed of by the Permittee, or any company contracted by the Permittee, must be kept on file and available for audit for a minimum of three years. Copies of these records may be requested for submittal on a regular basis by City staff, if deemed necessary.
5) Duty to Comply: The Permittee must comply with all conditions of this Permit per the City’s Sewer Use Ordinance and the City’s Enforcement Response Plan. Failure to comply with the requirements of this Permit may be grounds for administrative action or enforcement proceedings, including civil or criminal penalties, injunctive relief, and summary abatements, including shut-off of discharge. Please review the Sewer Use Ordinance and the City’s Municipal Code for Local Limits and Specific Prohibitions applicable to all Users. Both documents can be found on the City’s website. 6) Duty to Mitigate: The Permittee shall take all reasonable steps to minimize or correct any adverse impact to the public treatment plant, the collection system or the environment resulting from non-compliance with this Permit.
7) This Permit may be terminated for the following reasons:
a) Tampering with monitoring equipment.
b) Refusing to allow timely access to the facility premises and records. c) Falsifying submittals to the City.
246
Permit # Page 3 of 4
d) Failure to pay fines.
e) Failure to pay sewer charges.
f) Failure to meet compliance with any part or subpart of this Wastewater Discharge Permit. g) Failure to meet compliance with any part or subpart of the City Sewer Ordinance. h) Failures to pay City for Permit fees.
i) Closure of the business or facility.
8) Property Rights: The issuance of this Permit does not convey any property rights of any sort, or any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any violation of Federal, State, or local laws or regulations. 9) Non-transferability of Permits: This Permit and its conditions apply only to holder of the Permit and cannot be transferred.
10) Definitions
The terms used in this Permit shall have the same meanings as defined in the City’s Municipal Code, Sewer Use Ordinance and Enforcement Response Plan.
11) Prohibitive Standards
The Permittee shall comply with all discharge standards in the City’s Sewer Use Ordinance and Sewer User Ordinance.
12) Compliance with Applicable Pretreatment Standards and Requirements Compliance with this Permit does not relieve the Permittee from its obligations regarding compliance with any and all applicable local, State, and Federal pretreatment standards and requirements, including any such standards or requirements that may become effective during the term of this Permit. 13) Right of Entry
A representative of the City, bearing proper credentials and identification, shall be permitted to enter all properties served by the City for the purpose of inspection, surveillance, observance, and monitoring procedures (including measuring, sampling and testing). This includes authority to enter any Industrial or Commercial User’s discharge source, treatment or record keeping location with authority to copy records. 14) Removed Substances
All hazardous and non-sewer waste, including solids, sludge, filter backwash, septic tank and oil-grease trap wastes or other pollutants removed in the course of treatment or control of wastewater’s shall be disposed of in accordance with Section 405 of the Clean Water Act and Subtitles C and D of the Resource conservation and Recovery Act. The required “Waste Haulers Report” and manifests must be completed and kept on file at the facility and retained for at least three years.
247
Permit # Page 4 of 4
SECTION D. OPERATION AND MAINTENANCE OF POLLUTION CONTROLS

1. Proper Operation and Maintenance
The Permittee shall at all times properly operate and maintain all facilities, systems of treatment and control and monitoring devices, which are installed or used by the Permittee to achieve or monitor compliance with the conditions of this Permit. This maintenance will be conducted at the owner’s expense and to the satisfaction of the City and accessible at all times to City personnel.

SECTION E: ADDITIONAL REPORTING REQUIREMENTS

1. Planned Changes
The Permittee shall give notice to the City 30 days prior to any facility expansion, production increase, or process modifications that result in new or substantially increased discharges or a change in the nature of the discharge.

2. Duty to Provide Information
The Permittee shall furnish the City within five days any information the City may request to determine whether cause exists for modifying, revoking and re-issuing or terminating this Permit, or to determine compliance with this Permit. The Permittee shall also, upon request, furnish to the City within 10 days any records required by this Permit.

SECTION F: ENFORCEMENT
All Users are subject to all the provisions for the City’s Enforcement Response Plan. This plan details specific violations, circumstances, and enforcement responses.
248
Sanitary Sewer Management Plan City of American Canyon
Page │ 139
Appendix 7.1 – Industrial Waste Inspection Schedule
249
Sanitary Sewer Management Plan City of American Canyon
Page │ 140
250
Java Detour New
Wal-Mart Supercenter #1651/Deli 2016
Canyon Café 2018
Crave Café 2018
Double Tree by Hilton
Gaia Restaurant 2018
Dunkin Donuts 2018
Peking Express 2018
Safeway Inc. #1883 2018
South Kelly Grill 2018
Jack In The Box 2019
Junction Brewery & Grill 2019
K&B Food and Liquor, Parry's Market 2019
Le Paris Artisan Gourmet Café 2019
Mi Zacatecas Mexican Restaurant 2019
Round Table Pizza 2019
Starbucks Coffee #6465 2019
Starbucks Coffee #9901 2019
Taco Bell #31850 (DBA for Golden Gate Bell, LLC) 2019
Tacos Michoacan 2 2019
Wingstop Restaurant 2019
Ristorante La Strada 2020
McDonalds #31541 2020
Laso 2020
Mountain Mikes Pizza 2020
Del Monte Meat Co, Inc. 2020
Hilo Hawaiian BBQ 2020
Jamba Juice #769 2020
Los Cantaros Taqueria 2020
Papa Murphy's (Kashdev Inc.) 2020
Thai Kitchen 2020
Subway #28240 2020
Sonic (DBA for Norcal American Canyon, LLC) 2020
Panda Express #1383 2020
Restaurant Inspection Schedule INSPECTION YEAR
251
Sanitary Sewer Management Plan City of American Canyon
Page │ 142
252
Sanitary Sewer Management Plan City of American Canyon
Page │ 143
Appendix 7.2 – FOG Inspection Report
253
Sanitary Sewer Management Plan City of American Canyon
Page │ 144
254
Fog Inspection Report for Food Services
Inspector: Time Inspection Started:

Date: Time Inspection Completed:

Inspection Type:

Facility Information
Facility Name: _______________________________________ Phone: ______________________________________ Facility Correspondent: _______________________________ Address: _____________________________________ Type of Facility
Fast food Dinner Grocery Bakery Deli Meat Market Donut Shop Ice Cream Other: ________________________________________
Grease Removal System
Type: Interceptor Trap Manual Automatic None N/A Other: _________________ Size: _____________ gal Location: ________________________________________________________________ Condition: Good (grease is being trapped) Poor (grease is passing on into the sewer) Grease system Depth: _____in Solid Depth: ______in % of Solid in System (max 25%): ________ Maintenance Records
Cleaning Firm or Hauler: _____________________________________________________________________________ Phone: ___________________
Grease removal on a schedule: Yes No Explain: _____________________________________________ Date of last service: ___________________________
Maintenance Records are available for review: Yes No
Maintenance Records available for review Dates of Records 255
Best Management Practices Yes No Comments:

Screening devices in sinks
Sink garbage disposal unit used
Food and Grease Scraped off pots, pans,
plates & utensils to trash before washing
Establishment recycles waste cooking oil
Wash water discharged to sewer
grease trap or interceptor cleaned regularly
Solid waste storage covered
outdoor grease and oil storage containers
are covered
Spills and leaks are cleaned up properly
BMP/Outreach Posters guides accessible
Outreach Provided:

Compliance Status
In Compliance Non-compliance
Recommended Enforcement
Non-Compliance Verbal/Written Notice Notice of Violation Notice to Comply Stop Work Fine Comments:

Follow-up Date:

Name & Title of Correspondent: _______________________________________________________________________ Correspondent Signature: _________________________________________ Date: ____________________________ Inspector Signature: _____________________________________________ Date: _____________________________ 256
Sanitary Sewer Management Plan City of American Canyon
Page │ 147
Appendix 7.3 – Public Awareness Materials
257
Sanitary Sewer Management Plan City of American Canyon
Page │ 148
258
259
260
261
262
263
264
Sanitary Sewer Management Plan City of American Canyon
Page │ 155
Appendix 8.0 – Sewer System Master Plan
265
Sanitary Sewer Management Plan City of American Canyon
Page │ 156
266
Sewer Master Plan
City of American Canyon
May 2016
267
GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37

CITY OF AMERICAN CANYON

SEWER MASTER PLAN

AMERICAN CANYON, CALIFORNIA
Project No. 02536 - 8411338
Prepared for:

Mr. Jason Holley, Public Works Director
City of American Canyon
4381 Broadway, Suite 201
American Canyon, CA 94503
Prepared by:

Matthew J. Winkelman, P.E.

Project Engineer
Reviewed by:

Ted Whiton, P.E.

QA/QC
2235 Mercury Way, Suite 150
Santa Rosa, CA 95407
(707) 523-1010
May, 2016
268
Statement of Limitations
This report: has been prepared by GHD for the City of American Canyon (the City) and may only be used and relied on by the City for the purpose agreed between GHD and the City.

GHD otherwise disclaims responsibility to any person other than the City arising in connection with this report. GHD also excludes implied warranties and conditions, to the extent legally permissible.

The services undertaken by GHD in connection with preparing this report were limited to those specifically detailed in the report and are subject to the scope limitations set out in the report.

The opinions, conclusions and any recommendations in this report are based on conditions encountered and information reviewed at the date of preparation of the report. GHD has no responsibility or obligation to update this report to account for events or changes occurring subsequent to the date that the report was prepared.

The opinions, conclusions and any recommendations in this report are based on assumptions made by GHD described in this report. GHD disclaims liability arising from any of the assumptions being incorrect.

GHD has prepared this report on the basis of information provided by the City and others who provided information to GHD (including Government authorities), which GHD has not independently verified or checked beyond the agreed scope of work. GHD does not accept liability in connection with such unverified information, including errors and omissions in the report which were caused by errors or omissions in that information.

GHD has prepared the preliminary cost estimate set out in this report (“Cost Estimates”) using information reasonably available to the GHD employee(s) who prepared this report; and based on assumptions and judgments made by GHD.

The Cost Estimates have been prepared for the purpose of establishing budgets and must not be used for any other purpose.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37i 269 Table of contents

1. Executive Summary .......................................................................................................................1

2. Introduction.....................................................................................................................................9

2.1 Background..........................................................................................................................9

2.2 Scope................................................................................................................................. 10

2.3 References.........................................................................................................................10

3. Utility Land Use Classifications....................................................................................................11

3.1 Utility Service Area.............................................................................................................11

3.2 Utility Land Use Classifications..........................................................................................11

3.3 Buildout Conditions ............................................................................................................12

4. Planning and Evaluation Criteria..................................................................................................23

4.1 Background........................................................................................................................23

4.2 Planning Criteria ................................................................................................................23

4.3 Evaluation Criteria..............................................................................................................26

5. Sewer Flows................................................................................................................................. 27

5.1 Methodology ......................................................................................................................27

5.2 Existing Sewer Flows.........................................................................................................28

5.3 Future Sewer Flows ...........................................................................................................29

5.4 Summary of Sewer Flows..................................................................................................32

6. Hydraulic Evaluation ....................................................................................................................41

6.1 System Description............................................................................................................41

6.2 Hydraulic Model .................................................................................................................42

6.3 System Performance .........................................................................................................43

7. Recommended Improvement Projects.........................................................................................47

7.1 Improvements to Address Current Deficiencies ................................................................47

7.2 Improvements for Planned Growth....................................................................................49

8. Capital Improvements Plan..........................................................................................................51

8.1 Estimates of Probable Cost ...............................................................................................51

8.2 Prioritized Capital Improvements Plan...............................................................................54 Table index
Table 1 Existing Condition Sewer Flow Rates 1. ......................................................................................1 Table 2 Sewer Collection System Near-Term Capital Improvements (0 – 10 Yrs)..................................2 Table 3 Sewer Collection System Long-Term Capital Improvements (11 – 20 Yrs) ...............................3 GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | i 270 Table 4 Utility Land Use Classifications ................................................................................................. 11 Table 5 Proposed Watson Ranch Development Intensity 1. ..................................................................12 Table 6 Other Proposed Development Projects in Planning and Approval Phase ................................13 Table 7 Sewer Collection System Planning Criteria...............................................................................24 Table 8 Sewer Collection System Evaluation Criteria............................................................................26 Table 9 Existing Condition Sewer Flow Rates 1. ....................................................................................29 Table 10 Existing ADWF by Utility Land Use Classification...................................................................29 Table 11 ADWF Unit Flow Factors for Future Development..................................................................30 Table 12 Estimated Sewer ADWF for Watson Ranch............................................................................30 Table 13 Estimated Sewer Flow ADWF for Highway 29 PDA ...............................................................31 Table 14 Estimated Sewer Flow ADWF for Other Known Projects .......................................................31 Table 15 Estimated Sewer Flow ADWF for Undeveloped Parcels ........................................................32 Table 16 Summary of Sewer Flows .......................................................................................................32 Table 17 Buildout Conditions Sewer Flow Rates ...................................................................................32 Table 18 Gravity Pipeline Lengths by Diameter.....................................................................................42 Table 19 Recommended Improvement Projects to Address Current Deficiencies................................49 Table 20 Recommended Improvement Projects for Planned Growth....................................................50 Table 21 Construction Unit Costs...........................................................................................................52 Table 22 Sewer System Capital Improvements Plan.............................................................................55 Figure index
Figure 1 Sewer Basins .............................................................................................................................5 Figure 2 Recommended Sewer Capital Improvement Projects ...............................................................7 Figure 3 City Limits and Sphere of Influence .........................................................................................15 Figure 4 Sewer Service Area .................................................................................................................17 Figure 5 Utility Land Use Classifications................................................................................................19 Figure 6 Watson Ranch Utility Land Use Classifications .......................................................................21 Figure 7 Sewer Basins ...........................................................................................................................33 Figure 8 Watson Ranch and PDA Developments ..................................................................................35 Figure 9 Other Known Development Projects........................................................................................37 Figure 10 Undeveloped Parcels .............................................................................................................39 Figure 11 Sewer System Schematic ......................................................................................................45 ii | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 271 Figure 12 Recommended Near-Term CIP Projects ...............................................................................57 Figure 13 Recommended Long-Term CIP Projects ...............................................................................59 Appendices
Appendix A – Sanitary Sewer Flow Monitoring and Inflow / Infiltration Study, V&A (August 2014) Appendix B – Existing Conditions Model
Appendix C – Existing Conditions Model with CIP Fixes
Appendix D – Buildout Conditions Model
Appendix E – Buildout Conditions Model with CIP Fixes
Appendix F – CIP Project Descriptions
Appendix G – CIP Project Cost Estimates
GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | iii 272

1. Executive Summary
This 2016 Sewer Master Plan (SMP) provides the City with an evaluation of the collection system capacity under existing and buildout conditions, and provides recommendations to address hydraulic deficiencies and to accommodate planned growth. The SMP is based on the latest planning information as of December 2015 for land use and known development projects in the planning and approval stages. The master plan was also prepared in collaboration with the City’s 2016 Potable Water Master Plan (PWMP), with the purpose of correlating indoor potable water demands to sewer flows for future development.

Hydraulic evaluation of the sewer collection system was based on flow metering data recorded in early 2014 within the sewer service area (SSA), which includes the City limits and sphere of influence. Measured flows were prepared for use in a hydraulic model to assess the performance of the collection system under various flow conditions including average dry weather flow (ADWF), peak dry weather flow (PDWF), and peak wet weather flow (PWWF). ADWF is the average flow rate over a 24-hour period during dry weather months, and PDWF is the peak flow rate occurring within that same 24-hour period. The PWWF is the peak dry weather flow plus the peak infiltration and inflow rate resulting from a 24-hour, 10-year return frequency design storm. Table 1 provides a summary of sewer collection system flows for each primary sewer basin in the City’s collection system. Figure 1 depicts the sewer basins within the collection system.

Table 1 Existing Condition Sewer Flow Rates 1.

Sewer Basin ADWF
(mgd)
PDWF
(mgd)
Peak I/I
(mgd)
PWWF
(mgd)
PWWF /
ADWF
Main Basin 1 0.030 0.040 0.390 0.430 14.3
Main Basin 2 0.120 0.210 0.260 0.470 3.9
Main Basin 3 0.100 0.160 0.980 1.140 11.4
Main Basin 4 0.410 0.710 2.410 3.120 7.6
Sunset Meadows 1 0.220 0.370 4.270 4.640 21.1
Sunset Meadows 2 0.073 0.121 0.433 0.554 7.6
Industrial 0.197 0.325 1.507 1.832 9.3
Totals 1.150 1.936 10.25 12.19 -

1. Flows recorded by V&A from Jan 15 to Mar 6, 2014. I/I rates normalized to 24-hour, 10-year design storm.

Wet weather has the greatest influence on peak flows within the Main Basins 1 and 3, and in the Sunset Meadows Basin, particularly in the Rio Del Mar area. Pipelines in the Rio Del Mar area are some of the oldest pipelines in the collection system and were installed at a time with lesser performance standards for water tightness compared to today’s industry standards. Addressing infiltration and inflow (I/I) in this basin would reduce peak capacity requirements in local sewers, as well as all downstream conveyance infrastructure. Other sewer basins having lower I/I rates do not have the same potential for eliminating capacity upgrades because removal of I/I can be a difficult and expensive undertaking, and there is a point of diminishing returns where capacity upgrades become the more cost-effective option.

The primary goal of having adequate conveyance capacity in the collection system is to minimize the chance of having sanitary sewer overflows (SSO) during peak flow events. This can be achieved using two approaches: 1) minimize I/I entering the collection system; and 2) eliminating flow restrictions by replacing undersized pipes and pumps with larger facilities that can handle the GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 1 273 peak flows. The recommended projects addressing hydraulic deficiencies are a combination of both approaches.

The recommended capital improvements plan (CIP) for the sewer collection system addresses current deficiencies and needed improvements to accommodate planned growth. Table 2 lists the CIP projects recommended for the near term (0 to 10 years). These near-term projects are prioritized based on need and benefits to the City. Projects that will reduce I/I entering the collection system are given top priority. The project drivers, funding sources, and estimated cost are provided for each project.

Table 2 Sewer Collection System Near-Term Capital Improvements (0 – 10 Yrs) CIP Project Driver Funding
Source
Estimated
Cost
SS1 Rio Del Mar Basin Reduce I/I and reduce peak flow in local sewers and Main Basin PS
Wastewater
Operations
$7,170,000
SS2 Napa Logistics and
Green Island Pump
Station
Increase capacity of Green Island
PS, abandon Tower Road PS, and
serve airport area development
Wastewater
Operations and
Wastewater
Capacity
$18,800,000
SS3 Huntington Way Bypass peak flows away from
Sunset Meadows PS to the Main
Basin PS, and upgrade capacity of
bypass sewer
Wastewater
Operations
$4,580,000
SS4 Broadway, north of
American Canyon
Rd
Reduce I/I and peak flows to Main
Basin PS, and serve Watson Ranch
Wastewater
Operations and
Wastewater
Capacity
$2,540,000
SS5 Summerfield Project Improve collection system
hydraulics and access
Wastewater
Operations
$370,000
SS6 Theresa Ave and Los
Altos Dr
Reduce I/I and peak flows to Main
Basin PS, and replace/rehabilitate
sewers in poor condition
Wastewater
Operations
$2,050,000
Total Near-Term CIP $35,510,000
Project SS1 includes I/I reduction in the Rio Del Mar basin by rehabilitating existing sewer mains, manholes and laterals to create a more watertight collection system. This project consists of wet weather reconnaissance to identify the pipes contributing the highest levels of I/I, as well as preand post-construction flow monitoring to measure effectiveness of peak flow reductions. The project is budgeted to rehabilitate 50 percent of the sewers, manholes and laterals in the basin.

Projects SS3, SS4, SS5, and SS6 are budgeted for capacity upgrades and by replacing sewers that are currently leaking, some level of I/I reduction would occur. However, it is recommended that these basins also be investigated as potential targets for I/I reduction projects at the same time investigations are performed in the Rio Del Mar basin. Based on the findings during this wet weather reconnaissance, the City may determine that more extensive I/I reduction could result in cost savings over the capacity upgrade approach. This could have the added benefit of further reducing peak flows at the Main Basin Pump Station (MBPS). Timing is also a consideration because project SS4 serves the Watson Ranch development.

Capital improvement projects that can be implemented over the long-term (11 to 20 years) are also needed to address existing deficiencies and accommodate planned growth, but are not as urgent as the near-term projects. Project SS7, the MBPS, is the highest priority because it serves Watson 2 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 274 Ranch. However, the capacity needed is related to the amount of I/I reduction achieved with the near-term CIP projects. The timing of the Watson Ranch development will impact when project SS7 is completed. Further, an alternative project may be selected for improvements at MBPS, wherein an existing pond could be used to temporarily store peak flow volumes and/or upstream flows could be diverted to the Sunset Meadows Pump Station (which would require upgrade of that pump station). The recommended long-term CIP projects are listed in Table 3, and represent capacity upgrades without factoring for I/I reduction in upstream sewers. The project drivers, funding sources, and estimated cost are provided for each project. The CIP project locations are shown in Figure 2 and detailed summaries are provided in Appendix F.

Table 3 Sewer Collection System Long-Term Capital Improvements (11 – 20 Yrs) CIP Project Driver Funding
Source
Estimated
Cost
SS7 Main Basin Pump
Station
Upgrade capacity to meet peak
flows and serve Watson Ranch
Wastewater
Operations and
Wastewater
Capacity
$12,860,000
SS8 Broadway, Cartagena
Way to Mobile Home
Park Entrance
Address hydraulic deficiency Wastewater
Operations
$680,000
SS9 Elliott Drive south of
Northampton
Address hydraulic deficiency Wastewater
Operations
$1,090,000
SS10 Broadway north of
Rio Del Mar
Address hydraulic deficiency Wastewater
Operations
$1,030,000
Total Long-Term CIP $15,660,000
Projects SS8, SS9, and SS10 are all capacity upgrade projects that replace existing sewers with larger diameter pipelines. Although targeted I/I reduction projects could be an option, it is unlikely that the I/I reduction could be done more cost-effectively and there is risk that the I/I reduction would not achieve targeted results. Therefore, it is recommended that the City move forward with capacity upgrades for these three projects.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 3 275 *
*
*
*
*
This area
drains to
Main 1
This area
drains to
Main 3
This area
served by Napa
Sanitation District
This area
is not
served.

Industrial
Sunset
Meadows 1
Main
1 Main 2
Main 3
Main 4
Sunset
Meadows 2
Fagan Creek
Jameson Canyon Creek
Fagan Slough
American Canyon Creek
Fagan Creek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr
Broadway
Newell Dr
Figure 1
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© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number Revision 08411338 Date 05 May 2016 o
City of American Canyon
Sewer Master Plan
Sewer Basins
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic Horizontal Datum: North American 1983 Grid: NAD 1983 StatePlane California II FIPS 0402 Feet Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
Sewer Basins
* Pump Station
Napa County
Solano County
Main Basin
Pump Station
Wastewater
Treatment
Plant
Kimberly
Pump Station
(sub-basin to
Main 4)
Green Island
Pump Station
Tower Road
Pump Station
Sunset Meadows
Pump Station
Napa River
276
*
*
*
*
*
!
!
!
!
!
!
!
!
#*
*#
#*
!
!
!
! ! ! ! ! ! !!! !
! !! ! !!
!
!
!!
! !
SS2
SS2
SS7
SS5
SS2
SS9
SS1
SS1
SS1
SS3
SS2
SS1
SS10
SS1
SS1
SS4
SS1
SS6
SS8
SS4
Fagan Creek
Jameson Canyon Creek
Fagan Slough
American Canyon Creek
Fagan Creek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr Broadway
Newell Dr
Figure 2
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 2 - Recommended Sewer CIPs.mxd 0 1,500 3,000 Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number Revision 28411338 Date 05 May 2016 o
City of American Canyon
Sewer Master Plan
Recommended Sewer
Capital Improvement Projects
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015; City Limits, American Canyon, 2013; ETSSA, American Canyon, 2016. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic Horizontal Datum: North American 1983 Grid: NAD 1983 StatePlane California II FIPS 0402 Feet Paper Size 8.5" x 11" (ANSI A)
Napa County
Solano County
City Limits
Sanitary Sewer Service Area
Existing System:

Gravity Main
Force Main
* Pump Station
CIP Projects:

2. Introduction

2.1 Background
The City of American Canyon (the City) is located in Napa County between the City of Vallejo and City of Napa. Prior to incorporation as a City in 1992, sewer collection and wastewater treatment for the area was provided by the American Canyon County Water District, wherein sewer flows for the area were treated at a facility located at the current Main Basin Pump Station location. In 1975, the City began sending its treated and untreated wastewater to the Napa Sanitation District’s wastewater treatment plant. In 2002, the City completed construction of a new water reclamation facility to treat all sewer flows from the City’s sewer service area, which is the same basic system layout as today.

The City’s sewer collection system serves residential, commercial, and industrial customers and encompasses the City limits and its sphere of influence, which includes a portion of the Airport Industrial Area to the north of the City. The service area also extends east of Highway 29 between Watson Lane to the south and Fagan Creek to the north in unincorporated Napa County.The current area served is approximately 6.3 square miles with an overall potential service area of over

8.5 square miles.

Over time, the sewer collection system has been modified primarily to serve growth. During that time, the collection system has aged and deteriorated, such that peak flows have increased due to the influence of infiltration and inflow (I/I) caused by rainwater and groundwater. Increased flows have caused a reduction in available hydraulic capacity within the collection system, resulting in a higher potential for sanitary sewer overflow (SSO) and reduced capacity to accommodate growth.

The sewer collection system has been studied at various points in time to evaluate system performance, including studies in 1987, 1996, and 2001. These studies are now outdated, as the City’s plan for growth has evolved over time. The City is interested in gaining an understanding of system performance that is based on new planning documents, including current growth projections and water demands.

The sewer collection system consists of approximately 53 miles of sewer mains, five pump stations, and 5 miles of sewer force main. The sewer collection system is divided into three primary sewer basins:
 Main Basin: Encompasses the southern portion of the City service area and conveys primarily residential flows to the Main Basin Pump Station (a.k.a., Building E);  Sunset Meadows: Encompasses the middle portion of the City service area and conveys a combination of residential and commercial flows to the Sunset Meadows Pump Station; and  Industrial Area: Encompasses the northern portion of the City service area and conveys industrial flows to the Tower Road and Green Island Pump Stations.

The sewer collection system includes gravity pipelines that range in size from 4- to 24-inches in diameter and force mains that range in size from 4- to 18-inches in diameter. Pipelines are constructed primarily of PVC, vitrified clay, and asbestos cement. Flows from the sewer collection system are conveyed to the following pump stations:
 Main Basin Pump Station (MBPS): Located at the western end of American Canyon Road, the MBPS serves approximately 2.4 square miles. Flow is pumped northerly approximately GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 9 278 10,030 feet via an 18-inch force main located at the western edge of the City to the WRF.

The capacity of the existing pump station is 3,000 gallons per minute (gpm);  Sunset Meadows Pump Station (SMPS): Located approximately ½-mile north of the MBPS along Wetlands Edge Road just north of Rio Del Mar. The SMPS serves approximately 1.2 square miles. Flow is pumped approximately 120 feet via an 8-inch force main into the MBPS 18-inch force main. The capacity of the existing pump station is 650 gpm;  Green Island Pump Station (GIPS): Located at the intersection of Green Island Road and Commerce Boulevard, the GIPS serves approximately 2.3 square miles. Flow is pumped via a 12-inch force main directly into the 18-inch force main located in Commerce Boulevard. The capacity of the existing pump station is 600 gpm;
 Tower Road Pump Station (TRPS): Located at the western end of Tower Road and adjacent to the Napa County Airport, the TRPS serves approximately 0.4 square miles. Flow is pumped directly into the 18-inch force main located adjacent to the railroad. The capacity of the existing pump station is 1,400 gpm; and
 Kimberly Pump Station (KPS): Located in the southwest corner of the City’s service area, the KPS serves a small portion of the MBPS (0.06 square miles). Flow is pumped via a 4-inch force main in Kimberly Drive to the gravity sewer system, which flows northerly towards the MBPS. The capacity of the existing pump station is 175 gpm.

Pump stations convey flows to the WRF, which is located at the western edge of the service area adjacent to the Napa River. The WRF treats the wastewater to Title 22 standards and discharges to either the Napa River, via wetlands, or to the City’s recycled water distribution system.

2.2 Scope
The purpose of this master plan is to create a new hydraulic model that reflects development that has occurred since the last update in 2001, and identifies system improvements needed to eliminate existing system deficiencies and to enhance the system to accommodate planned growth.

Specifically this master plan achieves the following objectives:
 Evaluate hydraulic performance of the existing sewer collection system, including pipelines and pump stations;
 Update existing and projected future sewer flows based on the latest information available from the City; and
 Identify and prioritize capital improvement projects that address current system deficiencies and will meet projected buildout demands.

2.3 References
The following references were provided by the City and used in preparing this master plan:
 Wastewater Collection System Master Plan, West Yost & Associates (December 1996)  Sanitary Sewer Analysis, Hydroscience Engineers (December 2001)  Rio Del Mar Sanitary Sewer Project Technical Memorandum, Hydroscience Engineers (October 8, 2004)
 Bay Rock and Newell Scally Sanitary Sewer Impact Analysis Technical Memorandum, Hydroscience Engineers (June 28, 2005)
 Sanitary Sewer Flow Monitoring and Inflow / Infiltration Study, V&A (August 2014)  Potable Water Master Plan, GHD (May 2016)
10 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 279

3. Utility Land Use Classifications

3.1 Utility Service Area
The City currently provides sewer service to customers located within the City limits, as well as the Airport Industrial Area and a few pockets within the unincorporated County area. Figure 3 shows the boundaries for the American Canyon City Limits and Sphere of Influence as published by LAFCO of Napa County.

The SSA covers the City of American Canyon and its sphere of influence, including the area extending north into the Airport Industrial Area to Fagan Creek. The service area also extends east of Highway 29 between Watson Lane to the south and Fagan Creek to the north in unincorporated Napa County. Figure 4 depicts the SSA as published by LAFCO of Napa County.

3.2 Utility Land Use Classifications
For the purpose of updating the utility master plans, the twenty land use categories listed under the City and County General Plans were consolidated into ten utility land use classifications in order to simplify the process of generating sewer demands. The ten classifications are described in Table 4.

Figure 5 depicts the classifications spatially within the City’s water and sewer service areas and are based on the City of American Canyon’s published Zoning Map (2012) and the County’s Land Use Map from the 2009 General Plan (Figure AG/LU-3).

Table 4 Utility Land Use Classifications
Utility Land Use Classifications Description
Single-family Single family dwelling units (RE, RR, RS, SP-1SF) Multi-family Multi-family dwelling units (RM, RH, PC, SP-1CR) Commercial Sale or rental of goods and the provision of services other than classified as public or quasi-public or industrial (CN, CC)
Industrial Onsite production of goods by methods not agricultural in nature, distribution, warehousing and storage activities, research and development, and vehicle and equipment
services other than those classified as commercial (SP-2, L1, G1)
Institutional/Governmental Public areas, including churches, schools, lodges, and government or public buildings (P)
Landscape Parks and streetscapes
Open Space Open space areas, creek areas, water quality basins and detention basins other than landscape (OS)
Watson Ranch Designated area within the Watson Ranch SPA Recreation Areas designated for recreation other than landscape and open space (REC)
Agricultural Areas used for agricultural production
GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 11 280

3.3 Buildout Conditions
Buildout conditions assume that current plans for development projects in the planning and approval stages will be completed and that all other undeveloped land will be developed in accordance with the City Zoning Map and County Land Use Map. Currently identified projects in the planning and approval stages are described below based on information available as of December 2015.

3.3.1 Watson Ranch
This project covers approximately 300 acres in the area shown in Figure 5. The proposed project includes residential neighborhoods with parks and an elementary school, and a mixed use commercial area with a hotel, winery, farmers market and restaurants. Figure 6 shows the Specific Plan Land Use Map from the Watson Ranch Specific Plan – Administrative Draft (November 2014) adjusted to the utility land use classifications listed in Table 4. Table 5 provides a breakdown of acres and units by utility land use classification.

Table 5 Proposed Watson Ranch Development Intensity 1.

Utility Land Use Classification Acres Intensity
Single Family 163 1,030 Units
Multi-family 9 223 Units
Commercial 37 200-room Hotel

93.5 ksf Commercial
Landscape 50 Parks
Institutional/Governmental 10 Elementary School
600 Students

1. Acres and intensity from the Watson Ranch Specific Plan – Administrative Draft (November 2014).

3.3.2 Highway 29 Priority Development Area (PDA)
The Highway 29 Priority Development Area is about 225 acres along the transportation corridor running north/south through the heart of American Canyon. The City’s Zoning Map is consistent with approved PDA land uses and Table 4 depicts the utility land use classifications for estimating future sewer flows, as based on future water demands.

3.3.3 Miscellaneous Projects
Other proposed development projects that were in the planning and approval process as of July 2015 are listed in Table 6 along with estimated sewer flows. These projects will be incorporated into the buildout condition scenarios for the utility master plans. 12 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 281 Table 6 Other Proposed Development Projects in Planning and Approval Phase Project Name Intensity and Zoning
Estimated
Sewer Flow
(gpd)
Napa Logistics Park 2,846 ksf Industrial 58,633
Napa Junction III (A-C) 18.5 ksf Commercial
148 Apts. Commercial
100-room Hotel Commercial
2,544
22,923
7,500
Village at Vintage Ranch 158 Apts. Multi-family 30,620
Napa Airport Corporate Center 5 Bldgs. Industrial 4,700 Canyon Estates 38 Homes
Single Family
12,000
Valley View Senior Housing
Multi-family
15,300 1.
255/256 Lombard Road Industrial 1,900

1. Estimated.

3.3.4 Other Development
There may be other developments approved between now and General Plan buildout which have not yet been submitted for consideration. For undeveloped property that has the potential for development under the approved General Plans water demands and sewer flows will be estimated using gallons per day per acre based on average demands/flows for developed properties with the same utility land use classification.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 13 282 Fagan Creek
Jameson
Canyon Cree k
Fa ga n
Sloug h
Am erican Canyon Creek
Fag an Cre ek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr
Broad way
Newel l Dr
Figure 3
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 3 - City Limits and SOI.mxd 0 1,500 3,000
Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number
Revision 2
8411338
Date 29 Apr 2016 o City of American Canyon
Sewer Master Plan
City Limits and
Sphere of Influence
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; City Limits, American Canyon, 2013. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic
Horizontal Datum: North American 1983
Grid: NAD 1983 StatePlane California II FIPS 0402 Feet
Paper Size 8.5" x 11" (ANSI A)
City Limits
Sphere of Influence
Source:

Sphere of Influence and City Limits,
LAFCO of Napa County, 2013
Napa County Napa County
Solano County Solano County
Napa River
283
*
*
*
*
*
Fagan Creek
Jameson Canyon Creek
Fagan Slough
American Canyon Creek
Fagan Creek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr Broadway
Newell Dr
Figure 4
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 4 - Sewer Service Area.mxd 0 1,500 3,000 Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number Revision 28411338 Date 05 May 2016 o
City of American Canyon
Sewer Master Plan
Sewer
Service Area
Data source: USDA, Imagery, 2014; County of Napa, Roads & City Limits, 2015; GHD, Sewer System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic Horizontal Datum: North American 1983 Grid: NAD 1983 StatePlane California II FIPS 0402 Feet Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
Sphere of Influence
* Pump Station
Napa County
Solano County
Source:

Sanitary Sewer Service Area,
LAFCO of Napa County,September, 2014
Main Basin
Pump Station
Wastewater
Treatment
Plant
Kimberly
Pump Station
Green Island
Pump Station
Tower Road
Pump Station
Sunset Meadows
Pump Station
Napa River
284
Sheehy
Creek
Mud
Slough
She eh y Creek
China Slough
China
Slough
Sh ee hy
Creek
C arneros
C reek
Fagan
Slo ug h
Jameson
C a nyo n Creek
North Slough
Ame rican
Ca nyon Cre ek
Soscol Creek
F agan
Creek
Wetlands Edge Rd
American Can yon Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson L n
Eucalyptus Dr
Broad way
Newel l Dr
Figure 5
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Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number
Revision 2
8411338
Date 29 Apr 2016 o City of American Canyon
Sewer Master Plan
Utility Land Use
Classifications
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic
Horizontal Datum: North American 1983
Grid: NAD 1983 StatePlane California II FIPS 0402 Feet
Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
Agriculture
Commercial
Industrial
Institutional/Governmental
Landscape
Multi-Family
Open Space
Recreation
Single-Family
Watson Ranch
Napa Napa
County County
Solano Solano
County County
Source:

City Zoning Map, 2012
County Land Use Map, 2009
American Canyon Comments, 2016
Napa River
285
North
Slough
Donaldson Way E
S Napa Junction Rd
Rio Del Mar
Napa Junction Rd
Paoli Loop Rd
Rolling Hills Dr
Cantada Way
Eucalyptus Dr
Horizon
Ct
Selvino
Ct
Melvin Rd
Antonina
Ave
LosAltos Dr
Farentino
Pl
Newell Dr
Klamath
Ct
Horizon Way
Poco Way
Hess Dr
Broad way
Watson L n
So rrento L n
Su mmerwo od
Dr
Tapestry Ln
Terrazzo Ln
Theresa Ave
Cassayre Dr
Lombard Rd
Main St
Figure 6
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 6 - Watson Ranch Utility Land Use Classifications.mxd 0 450 900
Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number
Revision 2
8411338
Date 29 Apr 2016 o City of American Canyon
Sewer Master Plan
Watson Ranch
Utility Land Use Classifications
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic
Horizontal Datum: North American 1983
Grid: NAD 1983 StatePlane California II FIPS 0402 Feet
Paper Size 8.5" x 11" (ANSI A)
City Boundary
Sanitary Sewer Service Area
Commercial
Institutional/Governmental
Landscape
Multi-Family
Single-Family
Source:

Watson Ranch Specific Plan -
Administrative Draft, Nov 2014
286

4. Planning and Evaluation Criteria

4.1 Background
The City has conducted planning and evaluation of the sewer collection system since its incorporation in 1992. In 1996, the City completed the Wastewater Collection System Master Plan (West Yost & Associates), for the purpose of establishing capital improvement projects that would eliminate existing system deficiencies and accommodate the growth projected in the City’s General Plan. In 2001, the City completed the Sanitary Sewer System Analysis (HydroScience Engineers), which focused primarily on evaluating the system’s ability to accommodate a 20-year, 24 hour design storm event as requested in the City’s 2000 National Pollutant Discharge Elimination System (NPDES) permit for the WRF. Guidelines used in the planning and design of the sewer collection system were developed in these previous studies and updated as necessary for alignment with current industry norms.

The City’s Public Works Department Engineering Standard Plans and Specifications for Public Improvements (Standards), dated May 2005, includes minimum design standards for sewer facilities, particularly sewer mains and their appurtenances, primarily for new development. While the Standards adequately delineate guidelines for construction, they do not specifically address overall evaluation and performance of the collection system.

In addition, existing flow rates for the sewer collection system were documented in the Sanitary Sewer Flow Monitoring and Inflow / Infiltration Study (V&A, August 2014) and subsequent analysis.

V&A’s 2014 study focused on system hydraulics downstream of the proposed Watson Ranch development project and included flow monitoring and analysis for the Main Basin. Subsequent analysis included flow calculations for the City’s other sewer collection system basins (i.e., Sunset Meadows and Industrial Area).

In order to perform the required hydraulic evaluation of existing and buildout sewer flow scenarios for the collection system and develop the Capital Improvement Plan (CIP), it is necessary to identify planning and evaluation criteria. Development of these criteria enables identification of deficiencies and to judge the effectiveness of alternative improvements. Planning and evaluation criteria include:
 Sewer flow peaking;
 Pipe flow depth to diameter ratio (d/D);
 Pipe material coefficient;
 Minimum and maximum pipe slope and flow velocity;
 Design rainfall event; and
 System reliability goals.

4.2 Planning Criteria
Planning criteria establish the minimum design standards for infrastructure improvements in the sewer collection system. Table 7 lists the planning criteria established for the City’s sewer collection system.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 23 287 Table 7 Sewer Collection System Planning Criteria
Item Criteria
Flow Scenarios  Average Dry Weather Flow (ADWF) – the average dry weather wastewater flows (base flow)
 Peak Dry Weather Flow (PDWF) – the highest diurnal base flow
 Peak Wet Weather Flow (PWWF) – the highest rainfall
induced wet weather flow
Wastewater Flow Peaking
Factors  Dry weather peaking factor = PDWF/ADWF
 Wet weather peaking factor = PWWF/ADWF; also expressed as the infiltration and inflow (I/I) component of wet weather flow
Pipe Material Coefficient
(Manning’s “n” Value)  n = 0.013 for new and existing pipes Design Rainfall Event  10-year, 24 hour recurrence event

4.2.1 Flow Scenarios and Sewer Flow Peaking Factors
Sewer flows were developed by V&A in its August 2014 report and subsequent analysis for the collection system. This included the development of ADWF, PDWF, and PWWF, which were used to develop flow rates for the hydraulic model. Peaking factors were then determined as the ratio between the ADWF, PDWF, and PWWF prepared in V&A’s work. These peaking factors were used in lieu of reference standards as they are based on actual City sewer collection system performance as measured between January and March 2014.

Hydraulic modeling for existing conditions used the flows and corresponding peaking factors determined by V&A. The peaking factors were then used to determine PDWF and PWWF for modeling of future conditions, wherein ADWF was determined through analysis of land use water demand converted to sewer flow and that base flow was adjusted using the peaking factors.

A description of each flow rate presented in V&A’s analysis and that was used in hydraulic modeling for this master plan is provided below.

Average Dry Weather Flow (ADWF)
ADWF is the normal anticipated dry weather sewer flow. ADWF was determined for each sewer basin by V&A through its flow monitoring analysis of the sewer system.

Peak Dry Weather Flow (PDWF)
PDWF is the peak base flow that occurs during a typical diurnal variation. PDWF was determined by V&A through its flow monitoring analysis of the sewer collection system. The range of dry weather peaking factors for the City that resulted from V&A’s flow analysis was 1.33 to 1.75.

Peak Wet Weather Flow (PWWF)
PWWF is the sum of the PDWF and peak I/I flow. PWWF was determined by V&A through its flow monitoring analysis of the sewer collection system.

Per City Standards, I/I is assumed at a rate of 4,000 gallons per day per inch-diameter-mile (GPDIDM) for sewer mains and laterals, which converts to approximately 2.8 gallons per minute per inch-diameter mile (GPMIDM). V&A’s analysis estimated I/I distribution at 6 to 55 GPMIDM. The 24 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 288 large range can be attributed to differences between portions of the sewer collection system, including factors such as system age and pipe material.

The 1996 master plan used historical I/I rates to estimate an I/I rate of 600 gallons per day per acre (GPDA). For comparison of this I/I rate to GPMIDM, the I/I rate for the 1,534-acre Main Basin would be 2.0 GPMIDM. Based on flow monitoring, V&A estimated I/I distribution in the Main Basin at 13.9 GPMIDM, which is substantially higher than the 1996 estimate.

4.2.2 Pipe Material Coefficient (Manning’s “n” Value)
Pipe capacity depends on many factors, including slope, pipe roughness, and the pipe shape. The Continuity Equation and the Manning Equation for steady-state flow are used to calculate flow in a sewer pipe. The Manning coefficient “n” is a friction coefficient and varies with respect to pipe material, size of pipe, depth of flow, smoothness of pipe and joints, and extent of root intrusion. For sewer pipes, the Manning coefficient “n” typically ranges between 0.011 and 0.017.

City Standards specify a Manning’s “n” value of 0.015 for existing sewer mains and 0.013 for new mains. The 1996 master plan used a 0.013 “n” value.

The typical Manning’s “n” factor found during research was n=0.013. This factor is relatively conservative for new sewers and accepted by general engineering practice for evaluation of existing sewers. The following sewer agencies use a Manning’s “n” of 0.013 for existing and new mains: Napa Sanitation District, Dublin San Ramon Services District, Union Sanitary District, City of Vacaville, City of Santa Rosa, City of Rohnert Park, City of Healdsburg, and Town of Windsor.

Use of the City’s Standard of 0.015 for existing sewer mains, together with the d/D standard presented in Section 4.3 may present overly conservative estimates of hydraulic deficiency in the sewer collection system.

Manning’s “n” value of 0.013 is used in this master plan for evaluation existing and new sewer mains.

4.2.3 Design Rainfall Event
Modeling analyses are based on a design rainfall event, defined as the rainfall associated with a specific return frequency rain event. Design rainfall events typically are 10-year events (a storm event likely to occur once in ten years), although some sewer agencies consider a 20-year event for large trunk sewers. The duration of the event used for modeling purposes can vary from 4 to 24 hours, or longer, as based on review of the contribution of I/I to the collection system. For example, a collection system with a high contribution of infiltration is best represented by a longer duration, typically 24 hours.

The 1996 master plan (West Yost) used a 5-year, 4 hour design storm event, as that was the design storm used by the City for prior master planning analyses (CH2Mhill 1996 I/I Reduction Analysis). That storm event was selected based on correlation with the peak I/I rate for the Main Basin between the 1996 I/I Reduction Analysis and estimated peak I/I rates prepared by West Yost using circular chart records from the Parshall Flume at the Main Basin Pump Station.

V&A’s synthetic hydrograph analysis, which was based on flow monitoring data collected in 2014, produced a good correlation with a 10-year, 24 hour design storm event per the NOAA Precipitation-Frequency Atlas of the Western United States (NOAA Atlas). V&A’s report also notes a good fit for the 10-year, 24 hour design storm event with NOAA Atlas 2-hour and 6-hour durations.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 25 289

4.2.4 Pump Stations and Force Mains
The following criterion applies to the City’s sewer pump stations and force mains:
 Firm Capacity: PWWF served with largest pump out of service and primary power down  No. of pumps: duty pumps as needed for range of flows, two minimum; one standby  Force Main Flow Velocity: Maximum velocity at 7 fps

4.3 Evaluation Criteria
Evaluation criteria set the minimum conditions that must be met for the sewer collection system include pipe capacity and flow velocity. Table 8 lists the evaluation criteria established for the City’s sewer collection system.

Table 8 Sewer Collection System Evaluation Criteria
Item Criteria
Pipe Capacity (d/D Ratio) • Capacity of gravity sewers calculated by the Manning Equation
• d/D = 0.75 for sewer mains 10-inch diameter and smaller • d/D = 0.5 for sewer mains 12-inch diameter and greater Minimum and Maximum Pipe
Slopes and Flow Velocities
• Minimum velocity = 2.5 feet per second (fps) for gravity mains flowing full
• Minimum slope = 0.5% for 8” gravity mains
• Maximum slope = 15% for gravity mains
• Maximum velocity = 7 fps for force mains

4.3.1 Pipe Capacity (d/D Ratio)
 The design capacity of a pipeline is often determined by a set ratio of the design flow depth “d” to the pipeline diameter “D”, or “d/D”. When designing gravity sewer pipelines, it is common practice to set flow depth criteria by the size of the pipeline. Design d/D ratios typically range from 0.5 to 0.9. The maximum capacity of gravity sewers occurs at a d/D ratio of about 0.9, but using something less provides a safety factor for the potential build-up of solids before scheduled maintenance can occur, regardless of the pipe diameter.  City Standards conform to this typical range and are used in this master plan. Standards include a d/D ratio of 0.75 for new sewer mains 10-inch diameter and smaller and 0.5 for sewer mains 12-inch diameter and greater.

4.3.2 Minimum and Maximum Pipe Slopes and Flow Velocities Per City Standards, and as used for this master plan, the minimum slope for 8-inch sewers is 0.5%, or 0.5 feet per 100 feet. The minimum design slope for larger diameter sewers is based on achieving a minimum flow velocity of 2 fps when the pipe is flowing full. Hydraulic evaluation of the existing sewer collection system uses PDWF velocity to identify areas with low velocity which require additional cleaning or maintenance. The maximum slope for gravity sewers is 15%, or 15 feet per 100 feet. The minimum slope for sewer laterals is 2.0%, or 0.25 feet per foot.

City Standards do not specifically address maximum velocity in sewer pipelines. Maximum velocity is typically not recommended to exceed 7 fps for gravity and force mains due to the potential for liquids and solids to separate in the flow.
26 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 290

5. Sewer Flows

5.1 Methodology
Estimated flows for the City’s sewer collection system are based on various data including water billing records, flow monitoring data collected by V&A Consulting Engineers (V&A) in 2014, WRF flow data, and land use information for planned developments provide by the City.

For hydraulic evaluation of the wastewater collection system, PDWF and PWWF are loaded into model scenarios for existing and future conditions. The PDWF and PWWF for existing conditions are based on the flow monitoring work performed by V&A with the PWWF normalized to the design storm. The PDWF for each basin is then distributed throughout each basin based on the distribution of indoor potable water demand established from water billing records. Estimated I/I is distributed by inch-diameter-mile of pipe in each basin. Having the base and peak flows established for existing conditions, estimated base flows for future development are then added to simulate the buildout conditions.

The sewer collection system is split into three primary sewer basins shown in Figure 7. Sewer flow patterns vary in each sewer basin, with the base and peak flows varying depending on several factors including land use type (i.e., industrial vs. residential customers) for base flows and the condition of the existing sewer mains for peak flows. Therefore each basin has its own unique base flows and peaking factors that are established from measured flows.

5.1.1 Flow Meter Data
Flow meter data provides the basis for the cumulative base and peak flows in each collection system sewer basin. V&A prepared estimates for base flow (ADWF), PDWF, and PWWF for the Main Basin and Sunset Meadows Basin following the flow monitoring effort that was conducted between January 15 and March 6, 2014. The flow meter data recorded by V&A correlates to the City’s WRF influent meter data for the same time period. For the Industrial sewer basin V&A used the City’s flow meter at the WRF to determine ADWF, PDWF and PWWF in that basin. V&A’s Sanitary Sewer Flow Monitoring and Inflow / Infiltration Study (2014) and subsequent analysis for the Industrial Basin are provided in Appendix A.

5.1.2 Water Billing Records
Water billing records provide the basis for distributing ADWF within each sewer basin. Records for the period August 2013 through July 2014 are used to establish recent water demand patterns and additional analysis is performed to differentiate between winter demands (December through February) and summer demands (July through September). From this analysis and discussions with City staff to identify process water demands for industrial customers, estimated indoor water demands are estimated for each account. Estimated indoor water demands for each customer are used as the basis for distributing ADWF sewer flows within each basin.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 27 291 Commercial and industrial customers utilizing process water are generally located in the northern portion of the City’s sewer service area, within the Industrial sewer basin. Process water accounts for approximate forty-five percent of the water demand in this basin. Process water was subtracted from potable water demands when determining indoor water use and sewer flows.

5.1.3 Hydraulic Model Flow Distribution
Distribution of flows within the collection system for hydraulic modeling is based on two factors:

1. Measured base flows for each sewer basin were distributed based on indoor water use determined from evaluation of water billing data.

2. I/I flows are distributed within each sewer basin based on inch-diameter-mile of pipe. This methodology is modified in some locations where specific information was provided by the City that would scale I/I flows up or down (i.e., areas of known high wet weather flow).

Base flows are aggregated into model nodes by associating nodes (i.e., manholes) with contributing parcels. The PDWF is calculated by using the peaking factors measured by V&A in each basin and applied to ADWF for the node. The I/I component is added to the pipelines.

5.1.4 Future Conditions
For the General Plan buildout scenario the existing wastewater flows are updated to account for planned development projects and buildout of undeveloped parcels in accordance with the City’s zoning map. Development projects in the planning and approval phase as of December 2015 were identified by the City including estimated wastewater flows for each project. Wastewater flows for undeveloped parcels are projected based on unit demand factors estimated from indoor water demands by utility land use category. In aggregate, these modified demands represent the buildout scenario.

5.2 Existing Sewer Flows
The following section provides a summary of existing sewer flows for each sewer basin. Flows are presented in ADWF, PDWF, and PWWF. Various factors are also provided to give context to these base and peak flows, including the estimated quantity of wet weather flow contribution (Peak I/I) and the ratio between PWWF and ADWF. Sewer flow unit demands are also provided for each utility land use classification to provide a basis for determining future condition flows.

5.2.1 Summary of Existing Sewer Flows
Sewer flow rates for each sewer basin are presented in Table 9. An estimation of I/I flow was determined by V&A through the evaluation of metered flows and the preparation of 10-year, 24-hour design storm synthetic hydrograph for each basin. The ratio between PWWF and ADWF provides insight regarding general collection system capacity within a sewer basin, wherein the higher the ratio, the higher the likelihood for capacity deficiencies. 28 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 292 Table 9 Existing Condition Sewer Flow Rates 1.

Approximately 40 percent of the total sewer collection system I/I is found in the Main Basin, or 80 percent when including wet weather overflow into the Main Basin from Sunset Meadows 1 Basin.

The ratio of PWWF to ADWF, or wet weather peaking factor, is highest in Sunset Meadows 1 Basin, which makes that basin a high priority for identifying potential capacity deficiencies and I/I rehabilitation projects.

5.2.2 Evaluation of Sewer Flows
Existing base sewer flow rates (ADWF) by utility land use category are provided in Table 10 on a “per acre” basis. They represent the average of the ADWF per acre for each parcel served within the utility land use category.

Table 10 Existing ADWF by Utility Land Use Classification Utility Land Use
Classification
Total Parcels Served
(acres)
ADWF
(gpd/acre)
Single-family 834 1,008
Multi-family 89 657
Commercial 132 1,283
Industrial 566 247
Institutional/Governmental 100 179
Landscape 0 0
Open Space 0 0
Watson Ranch 1. 11 50
Commercial 0 0
Agricultural 2. 241 <1

1. Includes existing residence on two of the Watson Ranch parcels.

2. Includes existing residence on the Green Island Vineyard parcel.

5.3 Future Sewer Flows
Future flows are based on planned development projects and buildout of undeveloped parcels in accordance with the City’s zoning map. Anticipated development includes completion of the Watson Ranch and Napa Valley Ruins & Gardens project, buildout of the Highway 29 Priority Development Area, completion of known development projects currently in the planning and approval process, and buildout of undeveloped parcels. Future ADWF for known projects utilized estimated flows provided by the City. For all other undeveloped parcels where future flows are unknown, future GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 29 293 ADWF is estimated by using projected potable water indoor use by utility land use classification from the PWMP. Figures 8 through 10 show the locations of the projects and parcels contributing to future sewer flows. ADWF unit flows are converted to PDWF based on peaking factors determined by V&A for existing conditions.

Peak I/I flows for the design storm are assumed to remain constant within each sewer basin, where potential increases are offset by system rehabilitation projects completed by the City to remove I/I.

The City may even reduce I/I in Sunset Meadows 1 Basin or Main Basin 4 over time, but since development could occur faster than I/I reduction it is assumed that it will remain unchanged for modeling hydraulic conditions.

5.3.1 ADWF Unit Flows by Utility Land Use Classification  ADWF unit flows for future development are presented in Table 12. These unit flows are applied in all cases of new development except for development projects in the planning and approval stages, where projected flows have already been established with the City. They are equivalent to the potable water indoor use factors stated in the City’s PWMP.

Table 11 ADWF Unit Flow Factors for Future Development
Utility Land Use
Classification
ADWF 1.
(gpd/acre)
Single-Family 1,415
Multi-Family 2,800
Commercial 900
Industrial 370
Institutional/Governmental 170
Watson Ranch - 1. ADWF unit flow factors are based on indoor potable water use as presented in the City’s PWMP, Table 12.  Unit flows are typically applied on a per acre basis to undeveloped parcels based on utility land use classifications. Unit flows are not established for landscape, open space, recreation, and agricultural land use classifications.

5.3.2 Watson Ranch
Watson Ranch is a mixed-use project which consists of approximately 300 acres east of the railroad tracks, north of Vintage Ranch and south of Watson Lane, as shown in Figure 8. Future sewer flows for Watson Ranch were estimated using information provided by the City for the Watson Ranch Specific Plan – Administrative Draft, Table 2-3 (November 2014) as a guideline. Table 13 provides a summary of the estimated sewer ADWF by utility land use classification. Estimated ADWF was assigned to parcels based on percent of total area for the project.

Table 12 Estimated Sewer ADWF for Watson Ranch
Utility Land Use
Classification Units Acres ADWF (gpd) ADWF (gpd/acre)
Single-Family 1,030 163 273,980 1,680
Multi-Family 223 9 35,680 3,965
Commercial - 37 22,821 617
Institutional/Governmental - 10 3,600 360
Total 336,081
30 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 294

5.3.3 Highway 29 Priority Development Area (PDA)
The Highway 29 Priority Development Area (PDA) consists of development along the Highway 29 Commercial Corridor, as shown in Figure 8. Future development within the PDA was estimated by identifying undeveloped parcels and then calculating ADWF for those parcels based on utility land use classification and corresponding unit flow factors from Table 12. A summary of existing and buildout flows for the PDA is provided in Table 14.

Table 13 Estimated Sewer Flow ADWF for Highway 29 PDA
Utility Land Use
Classification
Existing Conditions Buildout Conditions
Acres ADWF (gpd) Acres ADWF (gpd)
Multi-Family 8 3,306 18 29,810
Commercial 104 66,654 143 101,205
Industrial 14 51 144 4,097
Institutional/Governmental 7 264 8 1,739
Total 133 70,275 313 136,851

5.3.4 Other Known Development Projects
The City provided estimated future flows for several known development projects currently in the planning and approval stage. These projects are shown in Figure 9 and the estimated ADWF as of December 2014 is presented in Table 15.

Table 14 Estimated Sewer Flow ADWF for Other Known Projects Other Known Development Projects Acres ADWF (gpd)
Napa Logistics I & II 218 35,178
Napa Junction III (A-C) 17 32,967
Village at Vintage Ranch 8 30,620
Napa Airport Corporate Center 37 4,700
Canyon Estates 70 12,000
Valley View Senior Housing 1. 3 8,400
255 Lombard 3 275
265 Lombard 3 305
Total 359 124,445

1. Estimated based on 3 acres of Multi-Family demand.

The City is considering building a winery waste receiving station at the location of the Tower Road Lift Station. The waste would be hauled from interested wineries to the City’s facility in tanker trucks, and then pumped into the collection system for conveyance to the WRF for treatment. The City would control the number of vehicles received on any given day, and the timing of when they would be received. The hydraulic model assumes a 250 gpm future loading rate for the facility.

5.3.5 Undeveloped Parcels
Undeveloped parcels as of July 2014 that are not otherwise included in another development project were assumed to be developed for the buildout scenario. For these parcels, the acreage was multiplied by the unit demand factor for the appropriate utility land use classification in order to estimate the ADWF. Table 16 presents the estimated ADWF for undeveloped parcels by utility land use classification.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 31 295 Table 15 Estimated Sewer Flow ADWF for Undeveloped Parcels Undeveloped Parcels Acres ADWF (gpd)
Single Family 54 76,679
Industrial 393 141,608
Watson Lane Annexation 1. 11 12,427
Total 458 239,114

1. Two parcels at north end of Watson Ranch are not included in the Specific Plan.

5.4 Summary of Sewer Flows
A summary of the existing and buildout sewer flows is presented in Table 17. According to the Final Urban Water Management Plan, 2010 the population of the City under buildout conditions will be 30,426. This equates to a per capita ADWF of 62 gpd. Table 18 provides flow rates for buildout conditions by sewer basin.

Table 16 Summary of Sewer Flows
Utility Land Use Classification
Existing Conditions Buildout Conditions
Acres
Served ADWF (gpd) Acres Served ADWF (gpd)
Single-Family 827 750,130 951 838,809
Multi-Family 96 73,221 132 171,711
Commercial 132 116,134 171 150,685
Industrial 566 191,540 1,243 381,215
Institutional/Governmental 100 12,585 109 14,061
Landscape 0 0 0 0
Open Space 0 0 0 0
Watson Ranch 11 267 302 336,114
Recreation 0 0 0 0
Agricultural 241 62 241 62
Total 1,973 1,143,939 3,149 1,892,658
Table 17 Buildout Conditions Sewer Flow Rates
Sewer Basin ADWF
(mgd)
PDWF
(mgd)
Peak I/I
(mgd)
PWWF
(mgd)
PWWF /
ADWF
Main Basin 1 0.378 0.504 0.390 0.894 2.4
Main Basin 2 0.132 0.231 0.260 0.491 3.7
Main Basin 3 0.140 0.225 0.212 0.437 3.1
Main Basin 4 0.414 0.717 2.410 3.127 7.6
Sunset Meadows 1 0.372 0.626 4.270 4.896 13.2
Sunset Meadows 2 0.102 0.169 0.433 0.602 5.9
Industrial 0.575 0.948 1.507 2.455 4.3
Totals 2.113 3.420 9.48 12.90 -
With I/I assumed to remain constant from existing to buildout conditions, the wet weather peaking factor (PWWF/ADWF) is lower for each basin (i.e., Main Basin 1 reduced from 14.3 to 2.4).

Maintaining I/I levels within the sewer collection system allows for growth (increase in ADWF). I/I contribution for the hydraulic model remains the highest in the Sunset Meadows 1 Basin (Rio Del Mar area).
32 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 296 *
*
*
*
*
This area
drains to
Main 1
This area
drains to
Main 3
This area
served by Napa
Sanitation District
This area
is not
served.

Industrial
Sunset
Meadows 1
Main
1 Main 2
Main 3
Main 4
Sunset
Meadows 2
Fagan Creek
Jameson Canyon Creek
Fagan Slough
American Canyon Creek
Fagan Creek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr
Broadway
Newell Dr
Figure 7
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 7 - Sewer Basins.mxd 0 1,500 3,000 Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number Revision 28411338 Date 05 May 2016 o
City of American Canyon
Sewer Master Plan
Sewer Basins
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic Horizontal Datum: North American 1983 Grid: NAD 1983 StatePlane California II FIPS 0402 Feet Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
Sewer Basins
* Pump Station
Napa County
Solano County
Main Basin
Pump Station
Wastewater
Treatment
Plant
Kimberly
Pump Station
(sub-basin to
Main 4)
Green Island
Pump Station
Tower Road
Pump Station
Sunset Meadows
Pump Station
Napa River
297
Fagan Creek
Jameson
Canyon Cree k
Fa ga n
Sloug h
Am erican Canyon Creek
Fag an Cre ek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr
Broad way
Newel l Dr
Figure 8
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 8 - Watson Ranch and PDA.mxd 0 1,500 3,000
Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number
Revision 2
8411338
Date 29 Apr 2016 o City of American Canyon
Sewer Master Plan
Watson Ranch and
PDA Developments
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, PW System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic
Horizontal Datum: North American 1983
Grid: NAD 1983 StatePlane California II FIPS 0402 Feet
Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
Commercial
Industrial
Institutional/Governmental
Landscape
Multi-Family
Single-Family
Napa County Napa County
Solano County Solano County
Hwy 29
PDA
Watson
Ranch
Napa River
298
Fagan Creek
Jameson
Canyon Cree k
Fa ga n
Sloug h
Am erican Canyon Creek
Fag an Cre ek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr
Broad way
Newel l Dr
Figure 9
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 9 - Other Known Development Projects.mxd 0 1,500 3,000
Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number
Revision 2
8411338
Date 29 Apr 2016 o City of American Canyon
Sewer Master Plan
Other Known
Development Projects
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, PW System and Customers, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic
Horizontal Datum: North American 1983
Grid: NAD 1983 StatePlane California II FIPS 0402 Feet
Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
255/256 Lombard
Canyon Estates
Napa Airport Corporate Center
Napa Junction III
Napa Logistics I & II
Valley View
Village at Vintage Ranch
Napa County Napa County
Solano County Solano County
Napa River
299
Fagan Creek
Jameson
Canyon Cree k
Fa ga n
Sloug h
Am erican Canyon Creek
Fag an Cre ek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr
Broad way
Newel l Dr
Figure 10
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 10 - Undeveloped Parcels.mxd 0 1,500 3,000
Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number
Revision 2
8411338
Date 29 Apr 2016 o City of American Canyon
Potable Water Master Plan
Undeveloped Parcels
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Undeveloped Parcels, 2015. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic
Horizontal Datum: North American 1983
Grid: NAD 1983 StatePlane California II FIPS 0402 Feet
Paper Size 8.5" x 11" (ANSI A)
City Limits
Sanitary Sewer Service Area
Undeveloped Parcels
Napa County Napa County
Solano County Solano County
Napa River
300

6. Hydraulic Evaluation
A hydraulic model of the City’s sewer collection system was utilized for this master plan to evaluate the existing and proposed buildout conditions. The hydraulic evaluation identifies issues that must be resolved to alleviate existing hydraulic deficiencies and for the preparation of future system expansions.

6.1 System Description
The City’s sewer collection system is divided into three primary sewer basins and consists of approximately 53 miles of sewer mains, five pump stations, and 5 miles of sewer force main, which is described in the next subsections. Collection system pipelines and pump stations are shown in figures included in Appendices B through E and a schematic of the sewer collection system is shown in Figure 11.

6.1.1 Sewer Basins
The sewer collection system is divided into three primary sewer basins:
 Main Basin: Encompasses the southern portion of the City service area and conveys primarily residential flows to the Main Basin Pump Station (a.k.a., Building E). The Main Basin was further divided into four subbasins based on flow monitoring locations prepared by V&A;
 Sunset Meadows: Encompasses the middle portion of the City service area and conveys a combination of residential and commercial flows to the Sunset Meadows Pump Station. The Sunset Meadows Basin was further divided into two subbasings based on flow monitoring locations prepared by V&A; and
 Industrial Area: Encompasses the northern portion of the City service area and conveys industrial flows to the Tower Road and Green Island Pump Stations.

6.1.2 Pipelines and Pump Stations
The sewer collection system includes gravity pipelines that range in size from 4- to 24-inches in diameter and force mains that range in size from 4- to 18-inches in diameter. Pipelines are constructed primarily of PVC, vitrified clay, and asbestos cement. Flows from the sewer collection system are conveyed to the following pump stations, which are described in Section 2:
 Main Basin Pump Station (MBPS)
 Sunset Meadows Pump Station (SMPS)
 Green Island Pump Station (GIPS)
 Tower Road Pump Station (TRPS)
 Kimberly Pump Station (KPS)
Pump stations convey flows to the City WRF, which is located at the western edge of the service area adjacent to the Napa River. The WRF treats the wastewater to Title 22 standards and discharges to either the Napa River or to the City’s recycled water distribution system.

The modeled sewer collection system totals over 20 miles of pipelines. Pump stations and associated force mains were not included in the hydraulic model, though the sewer collection GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 41 301 system flows conveyed to each pump station were compared to each pump station’s firm capacity and the maximum flow velocity criterion established in Section 4.3.

A summary of the modeled sewer collection system pipelines is shown in Table 19. Pipe material information by pipe diameter was not available for the preparation of this master plan document.

Table 18 Gravity Pipeline Lengths by Diameter
Diameter Length (LF)
4-inch 278
6-inch 57,323
8-inch 158,359
10-inch 23,646
12-inch 29,862
14-inch 1,103
15-inch 11,316
21-inch 1,078
24-inch 925
Total 283,891

6.2 Hydraulic Model
Hydraulic models have previously been prepared for the 1996 and 2001 Sewer Master Plans.

Previous models were prepared using Hydra developed by Pizer. The hydraulic methods used in the Hydra program were determined to be too simplistic for use in the current master plan and the software does not have the capability to account for complex hydraulics. SewerCAD by Bentley was initially selected due to its ease of use; ability to use the product as a stand-alone application or work within AutoCAD or MircoStation; and the built-in conversion utilities from CAD, GIS and database files. During model development, GHD needed to utilize a different modeling platform in order to accurately convey flows through the flow split located in Rio Del Mar at its intersection with Rio Grande. H2O Map Sewer (10.5, SP1, Update #7) developed by Innovyze was selected to meet project hydraulic modeling needs.

6.2.1 Model Inputs
Pipelines to be included in the model were exported from the prior Hydra model; however, model flows were not exported due to the availability of metered sewer flows and water billing records for the collection system. The following general modeling input data was utilized in the creation of the hydraulic model:
 Manning’s “n” value: 0.013 for all pipes.
 Ground elevations were extracted from a topographic GIS shapefile based on information from Napa County. The elevation for each manhole was assigned by linearly interpolating between the 5 foot contours in the GIS shapefile.
 Junctions were placed at all manholes.
 Pipe lengths were based on GIS mapping or as-built mapping (record drawings). 42 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 302  Static model runs were made under the PDWF and PWWF flow scenarios described in Section 4 for current flows and under the PWWF scenario for future buildout flows.  Pipe diameters included in the model ranged from 6- to 24-inches.  Pipe diameters are of nominal size.
 Sewer flows are expressed in gallons per minute (gpm) or million gallons per day (mgd) and were assigned to manholes based on the analysis presented in Section 5.

6.3 System Performance
The performance of the City’s sewer collection system was analyzed using static flow simulations under PDWF and PWWF scenarios for the existing and buildout conditions. The goal of the hydraulic analysis is to identify system improvements that would be required to address current and future system flows.

6.3.1 Existing Conditions
The existing sewer collection system was analyzed using two flow scenarios (PDWF and PWWF) with the current flows, as discussed in Section 5. The existing modeled pipes and junctions were evaluated using the pipe capacity (d/D) ratio and minimum and maximum pipe slope and velocity criteria presented in Section 4. The hydraulic model results for the existing conditions are included in Appendix B.

In general, the velocities in a majority of the existing pipelines were below the recommended minimum of 2 fps for the PDWF scenario, which is primarily the result of minimal pipe slopes throughout the system. This may contribute to additional City effort for cleaning pipelines to clear blockages and reduce odors. Velocities are improved for the PWWF scenario, with I/I contributing additional flow in the collection system.

Peak flows within the model also exceeded the capacity of the Main Basin, Sunset Meadows, and Green Island Pump Stations. CIPs SS2, SS3, and SS7 address the capacity at each pump station.

The City also indicated concern for collection system hydraulics between Cartagena Way and Westpark located in Main Basin 4. Relocation of the sewer at the area of concern was addressed in the hydraulic model. CIP SS5, also known as the Summerfield project, addresses City concerns at this location in the collection system.

The peak flow velocity for existing pump stations is less than the maximum velocity criterion of 7 fps.

6.3.2 Existing Conditions with CIP Fixes
The PWWF existing conditions model scenario was updated to incorporate the CIP projects identified to alleviate existing hydraulic conditions. The hydraulic model results for the existing conditions scenario with CIP fixes in place are included in Appendix C.

A few areas of minor hydraulic deficiencies remained after implementation of the CIP projects in the model, including pipe capacity exceeding the 0.75 d/D limit for the pipeline in American Canyon GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 43 303 Road immediately upstream of the Main Basin Pump Station and minimal freeboard remaining in four manholes located in the upper reaches of Main Basin 4.

The peak flow velocity for the MBPS force main would increase to approximately 9 fps with the increase in pumping capacity provided in the existing conditions model with CIP fixes implemented.

This flow velocity exceeds the design maximum of 7 fps, and should be accounted for during design. Detailed design should include smoothing out of pumping rates by using variable frequency drives (VFDs), consideration for number of pumps to handle the range of anticipated flows (ADWF to PWWF), and the effect of peak flows and associated flow velocities attributed to I/I reduction in the Main Basin.

6.3.3 Buildout Conditions
The existing sewer collection system with the implementation of CIP projects was analyzed using two flow scenarios (PDWF and PWWF) with the future flows, as discussed in Section 5. The existing modeled pipes and junctions were evaluated using the pipe capacity (d/D) ratio and minimum and maximum pipe slope and velocity criteria presented in Section 4. The hydraulic model results for the existing conditions are included in Appendix D.

Two locations within the sewer collection system exceeded the pipe capacity limit of 0.75 d/D, including approximately 2,004 linear feet (LF) of the existing 6- and 10-inch gravity sewer in Broadway between Donaldson Way East and American Canyon Road and 2,110 LF of the existing 8-inch gravity sewer in Broadway north of Rio Del Mar.

6.3.4 Buildout Conditions with CIP Fixes
The PWWF future conditions model scenario was updated to incorporate the CIP projects identified to alleviate future hydraulic conditions. The hydraulic model results for the future conditions scenario with CIP fixes in place are included in Appendix E.

The same areas of minor hydraulic deficiencies as in the Existing Conditions with CIP Fixes model remained after implementation of the CIP projects in the model. As discussed in Section 7, reduction of I/I in the sewer collection system will improve the general hydraulic performance of the system and likely alleviate areas shown in the model with minor hydraulic deficiencies.

Peak flow velocity for the MBPS force main should be evaluated during detailed design, as noted under the prior section.
44 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 304 Tower Road
Area
Gravity System
Tower Road
Pump Station
(to be abandoned)
WWTP
Green Island
Pump Station
Sunset Meadows
Pump Station
Main Basin
Pump Station
Force Main
Force Main
Force Main
Force Main
Green Island
Area
Gravity System
Sunset Meadows
Basin
Gravity System
Main Basin
Gravity System
Future Gravity Sewer Overflow/Relief
Gravity Sewer
Kimberly
Pump Station
Force
Main
Plot Date: 18 March 2016 - 9:31 AM Cad File No: N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\06-CAD\Figures\848411138 Figure 10 Sewer System Schematic.dwg Figure
Date
Revision
Job Number
2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 523 1010 F 1 707 527 8679 E [email protected] W www.ghd.com City of American Canyon
Sewer Master Plan
Sewer System Schematic
8411338
18 Mar 2016
11 305

7. Recommended Improvement Projects
Recommended improvement projects are primarily focused on upsizing existing pipelines to increase hydraulic capacity, increase the firm capacity at pump stations to handle anticipated peak flows, and reduce the contribution of I/I within the collection system where cost effective. Most of these improvements address existing deficiencies while also accommodating future growth in the Airport area and Watson Ranch. Improvements are focused on reducing the potential for sanitary sewer overflow (SSO) and associated environmental and cost impacts, with designs conforming to established design criteria (see Section 4).

7.1 Improvements to Address Current Deficiencies
The hydraulic evaluation identified a number of deficiencies with the current sewer collection system including pipelines and pump stations with insufficient hydraulic capacity to convey peak flows for existing and/or future conditions. Improvement projects will enable the City to resolve the current hydraulic deficiencies within the sewer collection system and support the buildout condition of existing communities. In addition, the City identified certain pipes with known structural deficiencies that are also addressed with the CIP projects.

All of the existing capacity deficiencies are related to I/I entering the system in that pipes have adequate capacity to handle peak dry weather flows, but not peak wet weather flows.

Improvements that address I/I typically include lining sewer mains and laterals and rehabilitating manholes to minimize leaking (infiltration) into the collection system. Improvements also address known illicit connections from the storm drain system, roof leaders, yard drains and basement pumps (inflow). I/I programs typically require flow monitoring in sub-basins with high I/I flows, nighttime reconnaissance during wet weather, CCTV inspections and smoke testing to identify target neighborhoods for rehabilitation.

Results from I/I reduction projects vary from neighborhood to neighborhood, and they are dependent on several factors including extent of rehabilitation of a main and its appurtenances, and the percentage of a basin rehabilitated. For example, lining a sewer main but not rehabilitating the manholes and laterals may have little benefit. Likewise, rehabilitating one block in a neighborhood may not be effective because water flows down the trench to the next block and enters the system at that location.

In general, the wastewater industry does not have clear manual of practice for addressing I/I.

Reported results vary and in general one can conclude that at least 40 percent of a sub-basin needs to be fully rehabilitated (mains, manholes and laterals) to get meaningful results. As a percentage of PWWF reduction, results are typically in the 15 to 50 percent range as measured at the sub-basin level. Moving downstream the reduction in peak flow as a percentage is reduced due to attenuation of flow in the collection system and therefore the benefit is not as great for downstream infrastructure.

For these reasons the recommended CIP projects are budgeted around capacity upgrade costs rather than I/I reduction, with the exception of project SS1 in the Rio Del Mar neighborhood.

However, it would be worthwhile for the City to investigate potential I/I reduction projects in other neighborhoods to evaluate whether or not the cost and potential benefit would be improved over the recommended capacity upgrade projects. The scope of this master planning effort is not sufficiently detailed to make that determination.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 47 306  SS1 consists of I/I rehabilitation within the Rio Del Mar area, including approximately 2.1 miles of 6- and 8-inch gravity sewers, 60 manholes, and 230 sewer laterals. The assumed method for rehabilitation is cured-in-place pipe (CIPP) lining for sewer mains and laterals and epoxy coating or similar for manholes. Reduction of I/I within the Rio Del Mar area is anticipated to have multiple benefits, including: reduced potential for an SSO in the project area and downstream system; and reduction in conveyance needs, including energy costs associated with pumping excess I/I in the downstream system (i.e., at the Main Basin Pump Station);
 SS2 consists of upgrading the firm capacity for the Green Island Road Pump Station (GIPS) to 950 gallons per minute (gpm) to meet current hydraulic conditions. The project involves the construction of a new pump station at the existing pump station site;  SS3 consists of pipeline upsizing and relaying of sewers to alleviate hydraulic conditions related to the sewers located downstream of the flow split at the intersection of Rio Del Mar and Rio Grande, including the Sunset Meadows Pump Station (SMPS). The project scope consists of pipeline upsizing of approximately 3,134 LF of existing 15-inch gravity sewer with a 24- to 30-inch gravity sewer between Rio Del Mar and American Canyon Road. The project also consists of relaying 268 LF of 10-inch gravity sewer in Rio Del Mar downstream of the flow split to restrict the amount of flow conveyed towards SMPS. Alternatives to be considered for this project during preliminary design include: construction of a parallel sewer in lieu of replacing the existing sewer; and diverting all flows to SMPS and upgrading SMPS capacity, which would reduce the hydraulic demand on MBPS;  SS4 consists of pipeline upsizing of approximately 2,004 LF of the existing 6- and 10-inch gravity sewer in Broadway between Donaldson Way East and American Canyon Road with a 15-inch gravity sewer to address hydraulic deficiencies and a known pipeline defect (i.e., bottom missing from a portion of the pipeline);
 SS5 consists of relocating approximately 430 LF of existing 8-inch gravity sewer that connects Westpark, Cartagena Way, and Independence Drive to access City concerns for hydraulic performance and access limitations. The relocated pipeline would consist of approximately 485 LF of 8-inch gravity sewer;
 SS6 consists of pipeline upsizing of approximately 3,318 LF of the existing 6-inch gravity sewer in Theresa Avenue and Los Altos Drive with an 8- to 10-inch gravity sewer to address hydraulic deficiencies;
 SS7 consists of upgrading the firm capacity for the Main Basin Pump Station (MBPS) to 6,330 gpm to meet current PWWF hydraulic conditions. The project involves the construction of a new pump station at the existing pump station site. Modifications to the MBPS sewer basin could reduce the pump station’s peak flow capacity, including: use of an existing pond at the pump station site to temporarily store peak flows; reduction of I/I from various upstream projects; and redirection of additional flows towards the SMPS;  SS8 consists of pipeline upsizing of approximately 1,111 LF of the existing 10-inch gravity sewer in Broadway between Cartagena Way and the Mobile Home Park Entrance with a 15- inch gravity sewer to address hydraulic deficiencies;
 SS9 consists of pipeline upsizing of approximately 601 LF of the existing 12- and 15-inch gravity sewers in Elliott Drive and Chaucer Lane with 18- to 24-inch gravity sewers to address hydraulic deficiencies; and
 SS10 consists of pipeline upsizing of approximately 2,110 LF of the existing 8-inch gravity sewer in Broadway north of Rio Del Mar with a 10-inch gravity sewer to address hydraulic deficiencies. The scope of this project could be reduced if I/I reduction from implementing CIP project SS1 is significant.
48 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 307 A summary of the recommended sewer collection system improvement projects is presented in Table 19.

Table 19 Recommended Improvement Projects to Address Current Deficiencies Project
ID
Proposed Pipe
Size/ Pump
Station Capacity
Targeted Deficiencies
SS1 Rehabilitation 1. Reduce I/I in collection system to increase hydraulic capacity SS2 950 gpm Increase firm capacity for Green Island Pump Station from 600 gpm 2.

SS3 24 & 30-inch Increase hydraulic capacity and restrict flows to SMPS SS4 15-inch Increase hydraulic capacity and replace deteriorated pipeline SS5 8-inch Improve collection system hydraulics and access SS6 8 & 10-inch Increase hydraulic capacity
SS7 6,330 gpm Increase firm capacity for Main Basin Pump Station from 3,000 gpm 2.

SS8 15-inch Increase hydraulic capacity
SS9 18 & 24-inch Increase hydraulic capacity
SS10 10-inch Increase hydraulic capacity

1. Trenchless rehabilitation of 6- and 8-inch pipelines, manholes, and sewer laterals.

2. Firm capacity is defined as capacity without primary power and largest pump out of service.

7.2 Improvements for Planned Growth
Improvements to the sewer collection system to accommodate planned growth primarily focus on serving planned development in the Airport area and connecting the Watson Ranch development to the collection system.

CIP projects SS2, SS4, and SS7 need additional capacity to accommodate the future development projects. The following is a description of the additional capacity requirements:
 SS2 consists of various improvements to serve future developments southeast of the Napa County Airport, including Napa Logistics. Improvements include: upgrading the firm capacity for the Green Island Road Pump Station (GIPS) from 950 to 1,455 gpm to meet future hydraulic conditions; construction of approximately 5,832 LF of 10- and 21-inch gravity sewer in between the Tower Road Pump Station (TRPS) and GIPS, including sewer under the railroad west of TRPS and in the airport property, in the future Devlin Road extension, and in Green Island Road; and abandonment of the TRPS and 18-inch force main between TRPS and GIPS;
 SS4 consists of pipeline upsizing of an additional 1,922 LF of the existing 6- and 10-inch gravity sewer in Broadway between Donaldson Way East and American Canyon Road with a 15-inch gravity sewer to address hydraulic deficiencies and serve future customers including Watson Ranch; and
 SS7 consists of upgrading the firm capacity for the MBPS from 6,330 to 6,864 gpm to serve future customers including Watson Ranch.

A summary of the recommended improvement projects for planned growth is presented in Table 20.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 49 308 Table 20 Recommended Improvement Projects for Planned Growth Project
ID
Proposed Pipe Size/ Pump Station
Capacity Targeted Development
SS2 GIPS from 950 to 1,455 gpm
Pipes: 10 & 21-inch
Industrial customers southeast of
Napa County Airport
SS4 15-inch Watson Ranch development
SS7 MBPS from 6,330 to 6,864 gpm Watson Ranch development 50 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 309

8. Capital Improvements Plan
The CIP is intended to provide a roadmap for the construction or replacement of sewer infrastructure to address the current and future sewer flows within the City. Nine projects are recommended and have been prioritized to meet more critical and time dependent needs first, whether to correct existing system deficiencies or accommodate pending development projects, and then address longer term issues and future planned growth over an extended timeframe. Project assumptions, cost estimations, and project prioritizations for these projects are discussed below.

The detailed project descriptions and cost estimates for each CIP project are included in this report as Appendix F and Appendix G, respectively.

8.1 Estimates of Probable Cost
The estimates of probable cost in this CIP should be considered as order-of-magnitude estimates for planning purposes only. The total project cost consists of the construction cost, design and technical effort, construction management effort, and a contingency fund. Land acquisition and/or City degradation fees are not included in the cost estimates.

Construction costs are based on a Class 5 (planning-level) estimate of probable cost as defined by the Association for the Advancement of Cost Engineering, International (AACE). AACE defines the “Class 5” estimate as follows:

Generally prepared on very limited information, where little more than proposed plan type, its location, and the capacity are known, and for strategic planning purposes such as but not limited to market studies, assessment of viability, evaluation of alternate schemes, project screening, location and evaluation of resource needs and budgeting, long-range capital planning, etc. Some examples of estimating methods used would include cost/capacity curves and factors, scale-up factors, and parametric and modeling techniques. Typically, very little time is expended in the development of this estimate. The typical expected accuracy ranges for this class estimate are -20% to -50% on the low side and +30% to +100% on the high side.

Construction costs are based on the July 2015 Engineering News Record Construction Cost Index (ENR CCI) for San Francisco, CA (11,155).

8.1.1 Construction Cost
Construction costs associated with sewer projects typically include the efforts and materials for the following items:
 Mobilization and demobilization
 Temporary traffic control
 Potholing to identify existing utilities
 Shoring and trench safety
 Trench dewatering
 Handling, treatment and disposal of contaminated soil and groundwater  Construction or replacement of collection system and supporting infrastructures A summary of the unit costs associated with each item is presented in Table 21. The unit cost estimates are based on previous project experience and contractor/supplier-provided information.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 51 310 Adjustments to the cost estimates can be made in the future by applying a ratio of the future ENR CCI to the value used herein.

Estimated unit costs for pipelines includes pipe material, trenching (at minimum cover), installation, backfill, fittings and appurtenances, connections, pavement restoration, testing, and traffic control.

Sewer pipelines are assumed to be SDR 26 or AWWA C900 PVC for pipelines 15-inch and smaller, AWWA C905 PVC for pipelines 18-inch and larger. Method of rehabilitation for sewer pipelines, including sewer laterals is cured-in-place pipe (CIPP). Method of rehabilitation for sewer manholes is epoxy coating or similar.

Costs were developed for construction of sewer pump stations ranging in size from 2.1 to 9.9 million gallons per day (mgd). The costs are for a typical wet well / dry well pump station, with associated improvements for valve vault, generator, electrical and instrumentation, and limited grading and access impacts. Costs were based on published cost curves (Pumping Station Design, Second Edition, Sanks, 2000), with adjustment for ENR CCI values.

Table 21 Construction Unit Costs
Item Unit Cost
Mobilization and demobilization 6% of construction costs Temporary traffic control 5% of construction costs 1.

Potholing to identify existing utilities $12/linear foot (LF) Shoring and trench safety $20/LF
Trench dewatering $40/LF 2.

Temporary bypass pumping $5 to $30/LF 3.

Handling, treatment and disposal of contaminated soil and groundwater
$10/LF
Construction or replacement of collection system and supporting infrastructures
 8” SDR 26 PVC Sewer Pipe (invert 10’ or less) $91/LF
 8” SDR 26 PVC Sewer Pipe (invert over 10’ to 18’) $108/LF  8” SDR 26 PVC Sewer Pipe (invert 18’ or more) $125/LF  10” SDR 26 PVC Sewer Pipe (invert 10’ or less) $104/LF  10” SDR 26 PVC Sewer Pipe (invert over 10’ to 18’) $123/LF  12” SDR 26 PVC Sewer Pipe (invert 10’ or less) $118/LF  12” SDR 26 PVC Sewer Pipe (invert over 10’ to 18’) $138/LF  15” SDR 26 PVC Sewer Pipe (invert 10’ or less) $138/LF  15” SDR 26 PVC Sewer Pipe (invert over 10’ to 18’) $161/LF  18” C905 PVC Pipe (invert over 10’ to 18’) $183/LF
 18” C905 PVC Pipe (invert 18’ or more) $208/LF
 24” C905 PVC Pipe (invert 10’ or less) $199/LF
 24” C905 PVC Pipe (invert over 10’ to 18’) $228/LF
 27” C905 PVC Pipe (invert 10’ or less) $293/LF
 27” C905 PVC Pipe (invert over 10’ to 18’) $329/LF
52 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 311 Item Unit Cost
 30” C905 PVC Pipe (invert over 10’ to 18’) $359/LF
 Reconnect Sewer Lateral $5,000/each (EA)
 48” Diameter Manhole (invert 10’ or less) $8,000/EA
 48” Diameter Manhole (invert over 10’ to 18’) $10,000/EA  48” Diameter Manhole (invert 18’ or more) $15,000/EA
 60” Diameter Manhole (invert 10’ or less) $15,000/EA
 60” Diameter Manhole (invert over 10’ to 18’) $20,000/EA  60” Diameter Manhole (invert 18’ or more) $25,000/EA 4.  21” Tunneled Pipeline (CIP-SS2) $750/LF
 18” Steel Tunnel Casing $750/LF 5.
 30” Steel Tunnel Casing $1,000/LF 6.
 42” Steel Tunnel Casing $1,500/LF 7.
 Tunneling Sending and Receiving Pits Lump sum 8.
 6” Pipe – Cured-in-Place Pipe (CIPP) Rehabilitation $90/LF  8” Pipe – Cured-in-Place Pipe (CIPP) Rehabilitation $120/LF  Sewer Lateral Rehabilitation $8,000/EA
 Sewer Manhole Rehabilitation $4,000/EA
 Sewer Pipeline Cleaning and CCTV Inspection $10/LF
 Miscellaneous Utility Relocations Lump sum 9.
 Additional Pavement Restoration in Caltrans R/W Lump sum 10.

1. Temporary traffic control increased to 10% for anticipated high traffic areas.

2. Trench dewatering was increased to $80/LF for projects with deep utility trenching.

3. Temporary bypass pumping varied depending on anticipated effort.

4. Very deep 60” diameter manholes associated with CIP-SS2 (Napa Logistics and Green Island Road Pump Station) unit cost: $50,000/EA.

5. Tunnel casing under Southern Pacific Railroad west of Tower Road Pump Station for CIP-SS2.

6. Tunnel casing under Southern Pacific Railroad in Green Island Road for CIP-SS2.

7. Tunnel casing under creek located north of American Canyon Middle School for CIP-SS3.

8. Lump sum amounts based on anticipated scope of work, including depth of pits.

9. Lump sum amount based on anticipated scope of work for specific project.

10. Lump sum amount based on anticipated scope of work paving within Caltrans right-of-way in addition to standard trench paving.

8.1.2 Design and Technical Effort
Design and technical efforts include the costs for the following items:
 Completing the pipeline and infrastructure designs
 Land surveys
 Geotechnical surveys
 Environmental review
 Permitting (excluding permits associated with land acquisition) The costs for the design and technical efforts are estimated to be approximately 25% of the construction cost based on previous project experience.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 53 312

8.1.3 Construction Management Effort
Construction management efforts include the costs for the following items:
 Site inspections
 Project management
 Engineering services during construction
The costs for the construction management efforts are estimated to be approximately 12% of the construction cost based on previous project experience.

8.1.4 Contingency
The actual project costs can vary greatly due to a number of possible external factors, including but not limited to climate, market conditions, government policy and material pricing. An additional 25 percent of the construction cost is added to the overall cost as a contingency to ensure appropriate levels of financing for the CIP.

8.2 Prioritized Capital Improvements Plan
The CIP will be implemented in stages based on the priority assigned to each project. The projects are prioritized according to the condition of the existing infrastructures, the existing and future sewer flows, the anticipated timing of developments within the City, and the complexity of the project. The CIP projects presented in Table 22 are prioritized using the above criteria, in which Project SS1 has the highest priority and Project SS10 has the lowest priority. The total project cost for the sewer system Capital Improvements Plan is $51,170,000. The estimates for each CIP project are rounded to the nearest $10,000.

I/I rehabilitation for the sewer collection system in the vicinity of Rio Del Mar was given the highest priority, which was based on the cumulative benefit of I/I reduction in the collection system, including the following: reduce the potential for sanitary sewer overflow (SSO) from hydraulicallydeficient pipelines within and downstream of the project area; and reduction in conveyance needs, including energy costs associated with pumping excess I/I in the downstream system. Project SS1 is scoped to be an I/I rehabilitation project in lieu of capacity enhancement project, wherein existing pipelines would be lined with cured-in-place pipe (CIPP) or similar in lieu of replaced with larger pipelines.

Modification to the existing sewer collection system between the Green Island Pump Station (GIPS) and Tower Road Pump Station (TRPS) was given the next highest priority, which was based on addressing hydraulic deficiency for the GIPS and to serve planned development in the sewer basin (e.g., Napa Logistics). Project SS2 consists of pump station replacement for GIPS, extension of a new sewer main between GIPS and TRPS, and abandonment of the TRPS and 18-inch force main between the TRPS and GIPS. Other high priority projects address current deficiencies for collection system hydraulics that have the highest potential for SSO, as based on modeling results for surcharging of sewer pipelines, will be implemented first.

The order of the project implementation may change in the future due to changes in sewer demand, infrastructure deterioration, land development, and funding availability. Based on current priorities CIP projects SS1 through SS6 are considered near-term priorities and should be completed over the next 10 years. CIP projects SS7 through SS10 are of a lower priority or need more time for other projects to be completed and could be completed 11 to 20 years from now. For example, Project SS7 has a high priority but would benefit by having projects SS1, SS3, SS4 and SS6 54 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 313 completed before designing the upgrades to the Main Basin Pump Station. The locations of the near-term and long-term CIP projects are shown in Figures 12 and 13.

CIP projects are funded from two sources, wastewater capacity fees and wastewater rates.

Wastewater capacity fees are paid by new development to offset their impact on the system. This “Wastewater Capacity” revenue is then used to construct capacity improvements required to meet the needs of new growth. Wastewater rates, the monthly service charges levied by the wastewater utility, pays for all operating expenses as well as debt covenants and replacement and rehabilitation of capital assets. This “Wastewater Operations” revenue is used to cover operating expenses including the cost of treatment, power and chemicals, salaries and benefits for wastewater utility staff, and timely replacement and rehabilitation of wastewater infrastructure. Table 22 lists the near and long-term CIP projects and estimated costs and funding sources.

Table 22 Sewer System Capital Improvements Plan
CIP Project Funding Source Project Cost
Near-Term CIP Projects (0 – 10 Years)
SS1 Rio Del Mar Basin Wastewater Operations $7,170,000
SS2 Napa Logistics and Green Island Pump
Station
Wastewater Operations
and Wastewater Capacity $18,800,000
SS3 Huntington Way Wastewater Operations $4,580,000
SS4 Broadway North of American Canyon
Road
Wastewater Operations
and Wastewater Capacity $2,540,000
SS5 Summerfield Project Wastewater Operations $370,000
SS6 Theresa Avenue and Los Altos Drive Wastewater Operations $2,050,000 Long-Term CIP Projects (11 – 20 Years)
SS7 Main Basin Pump Station Wastewater Operations
and Wastewater Capacity $12,860,000
SS8 Broadway, Cartagena Way to Mobile
Home Park Entrance
Wastewater Operations $680,000
SS9 Elliott Drive South of Northampton Wastewater Operations $1,090,000 SS10 Broadway North of Rio Del Mar Wastewater Operations $1,030,000 Total CIP $51,170,000
Preliminary design for each project should include an evaluation of the feasibility for I/I rehabilitation in lieu of upsizing of existing infrastructure. Reduction of I/I has multiple benefits for the City’s sewer system, including:
 Alleviating hydraulic conditions within the collection system;  Reducing the scope and cost of downstream projects;
 Reducing energy costs associated with pumping excess I/I to the WRF; and  Reducing energy and other infrastructure costs associated with treating excess I/I at the WRF.

The City may consider a pilot project to test the effectiveness of I/I reduction, wherein pre- and postconstruction flow monitoring and assessment would be used to demonstrate I/I reduction for specific collection system improvements. CCTV inspection records should also be used to identify specific collection system defects in order to define the rehabilitation scope of improvements.

GHD | Report for City of American Canyon – Sewer Master Plan, 02536/8411338/37 | 55 314 The scope of improvements for pump station projects should be based on providing a firm capacity capable of handling anticipated buildout PWWF. Pump design should also consider handling anticipated low flows and maintaining minimum and not exceeding maximum flow velocities, instrumentation and SCADA provisions, and easy site access. 56 | Report for City of American Canyon - Sewer Master Plan, 02536/8411338/37 | GHD 315 *
*
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*
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#*
#*
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! ! ! ! ! ! !!! !
! !! ! !!
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!!
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SS2
SS2
SS5
SS2
SS1
SS1
SS1
SS3
SS2
SS1
SS1
SS1
SS4
SS1
SS6
SS4
Fagan Creek
Jameson Canyon Creek
Fagan Slough
American Canyon Creek
Fagan Creek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr Broadway
Newell Dr
Figure 12
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 12 - Recommended Sewer CIPs - Near Term.mxd 0 1,500 3,000 Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number Revision 28411338 Date 05 May 2016 o
City of American Canyon
Sewer Master Plan
Recommended Near Term
CIP Projects
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015; City Limits, American Canyon, 2013; ETSSA, American Canyon, 2016. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic Horizontal Datum: North American 1983 Grid: NAD 1983 StatePlane California II FIPS 0402 Feet Paper Size 8.5" x 11" (ANSI A)
Napa County
Solano County
City Limits
Sanitary Sewer Service Area
Existing System:

Gravity Main
Force Main
* Pump Station
Near Term CIP Projects:

Existing Deficiency
!!!!!! Future Development
#* Pump Station
Main Basin
Pump Station
Wastewater
Treatment
Plant
Kimberly
Pump Station
Green Island
Pump Station
Tower Road
Pump Station
Sunset Meadows
Pump Station
Napa River
316
*
*
*
*
*
SS7#
SS9
SS10
SS8
Fagan Creek
Jameson Canyon Creek
Fagan Slough
American Canyon Creek
Fagan Creek
North
Slough
American Canyon Rd
Wetlands Edge Rd
Green Island Rd
Tower Rd
Airport Blvd
Watson Ln
Eucalyptus Dr Broadway
Newell Dr
Figure 13
N:\US\Santa Rosa\Projects\02536 - American Canyon\02536-8411338 Master Plan Updates\08-GIS\Maps\Figures\Sewer\Master Plan\Final\Fig 13 - Recommended Sewer CIPs - Long Term.mxd 0 1,500 3,000 Feet
© 2012. While every care has been taken to prepare this map, GHD (and DATA CUSTODIAN) make no representations or warranties about its accuracy, reliability, completeness or suitability for any particular purpose and cannot accept liability and responsibility of any kind (whether in contract, tort or otherwise) for any expenses, losses, damages and/or costs (including indirect or consequential damage) which are or may be incurred by any party as a result of the map being inaccurate, incomplete or unsuitable in any way and for any reason.

Job Number Revision 28411338 Date 05 May 2016 o
City of American Canyon
Sewer Master Plan
Recommended Long Term
CIP Projects
Data source: USDA, Imagery, 2014; County of Napa, Roads, 2015; GHD, Sewer System and Customers, 2015; City Limits, American Canyon, 2013; ETSSA, American Canyon, 2016. Created by:afisher2 2235 Mercury Way Suite 150 Santa Rosa CA 95407 USA T 707 523 1010 F 707 527 8679 E [email protected] W www.ghd.com Map Projection: Lambert Conformal Conic Horizontal Datum: North American 1983 Grid: NAD 1983 StatePlane California II FIPS 0402 Feet Paper Size 8.5" x 11" (ANSI A)
Napa County
Solano County
City Limits
Sanitary Sewer Service Area
Existing System:

Gravity Main
Force Main
* Pump Station
Long Term CIP Projects:

Existing Deficiency
#* Pump Station
Main Basin
Pump Station
Wastewater
Treatment
Plant
Kimberly
Pump Station
Green Island
Pump Station
Tower Road
Pump Station
Sunset Meadows
Pump Station
Napa River
317
Wastewater Collection System CIP Summary
Table 1: Summary of Recommended Wastewater Collection System CIP Projects CIP Project Wastewater
Operations
Wastewater
Capacity Total Project
SS1 Rio Del Mar Basin $7,170,000 $0 $7,170,000
SS2 Napa Logistics and Green Island
Pump Station $2,400,000 $16,400,000 $18,800,000
SS3 Huntington Way $4,580,000 $0 $4,580,000
SS4 Broadway north of American
Canyon Rd $1,280,000 $1,260,000 $2,540,000
SS5 Summerfield Project $370,000 $0 $370,000
SS6 Theresa Avenue and Los Altos
Drive $2,050,000 $0 $2,050,000
SS7 Main Basin Pump Station $11,990,000 $870,000 $12,860,000 SS8 Broadway, Cartagena Way to
Mobile Home Park Entrance $680,000 $0 $680,000
SS9 Elliott Drive south of
Northampton $1,090,000 $0 $1,090,000
SS10 Broadway north of Rio Del Mar $1,030,000 $0 $1,030,000 Total Budget $32,640,000 $18,530,000 $51,170,000
318
CIP – SS1 Rio Del Mar, Los Altos Drive to Rio Grande
Hydraulic evaluation of the existing 12-inch gravity sewer in Rio Del Mar between Los Altos Drive and Rio Grande finds that the pipeline is undersized to convey existing peak wet weather flows. This capacity deficiency results in surcharging of the sewer and potential sanitary sewer overflow.

CIP SS1 includes reduction of infiltration and inflow (I/I) in the sewer basin tributary to this pipeline. The tributary basin includes approximately 4.2 miles of 6- and 8-inch gravity sewer pipelines with associated manholes and approximately 450 sewer laterals that serve residential and commercial properties.

Predesign for the project should characterize the distribution of I/I within the sewer basin, including the location and quantity of infiltration and inflow sources. Due to a lack of specific data for the distribution of I/I within the project area, an assumption needed to be made regarding I/I contribution: two-thirds (66.7 percent) of the I/I is assumed to be contributed by 50 percent of the pipelines and associated laterals.

Characterization of I/I within the project area is recommended prior to beginning project design.

Pre- and post-construction flow monitoring is also recommended to quantify the amount of I/I in the project area relative to the scope of improvements and associated cost for the I/I rehabilitation. The project cost for CIP SS1 includes budget for flow monitoring and further study of the sewer basin, with the goal to define the scope of project improvements.

Rehabilitation of the existing sewer system includes lining of sewer mains, lower and upper laterals, and manholes, which constitutes “full” rehabilitation with an approximate I/I reduction rate of 70 percent for the rehabilitation components. Pre- and post-construction flow monitoring will demonstrate the effectiveness for I/I reduction, and inform the City of the need, if applicable, for further I/I reduction or capacity enhancements in the sewer basin.

CIP SS1 includes rehabilitation of approximately 2.1 miles of the existing 6- and 8-inch gravity sewers, 60 manholes, and 230 sewer laterals. The assumed method for rehabilitation is cured-in-place pipe (CIPP) lining for sewer mains and laterals and epoxy coating or similar for manholes. The project scope includes coordination with residents for lateral improvements and bypass pumping during lining work.

Rehabilitation is targeted at restoring approximately 44 percent (1,131 gpm) of the estimated 2,561 gpm I/I for the 10-year design storm in the upstream sewer basin. By removing this I/I in the upstream basin, the amount of flow pumped at the Main Basin PS and treated at the City’s wastewater treatment plant would be reduced; costs associated with pump station improvements and conveying and treating flows would also be reduced. CIP SS1 may also be combined with related CIP projects in the sewer basin tributary to Rio Del Mar for I/I reduction in lieu of capacity enhancement for those projects. This may result in a reduced scope of improvements for CIP SS10 if adequate I/I reduction can be achieved in the pipelines located upstream of that project in Broadway.

Figure 1 provides an illustration of project improvements. The pipelines highlighted for potential I/I reduction are generally consistent with anecdotal information provided by the City in October 2015 for pipelines to be targeted for I/I rehabilitation.
319
Figure 1
Table 1: CIP – SS1 Summary
CIP Component Description
Proposed Improvements
 Rehabilitate 11,040 LF (2.1 miles) of 6- and 8-inch gravity sewer by CIPP lining
 Rehabilitate 60 manholes by epoxy coating or similar method  Rehabilitate 230 sewer laterals, including lower and upper laterals by CIPP lining or similar method
Additional Project
Considerations
 Obtain rights-of-entry from private properties for sewer lateral work
 Construction permits
Project Cost Total (1) $7,170,000 – Wastewater Operations (1) Detailed information for the project cost is provided in Appendix G. 320
CIP – SS2 Napa Logistics and Green Island Road Pump Station Various sewer system improvements are necessary to accommodate development in the sewer basins tributary to the existing Tower Road Pump Station (TRPS) and Green Island Pump Station (GIPS).

Capacity upgrade is also needed for GIPS to pump the estimated future peak wet weather flow rate of 1,455 gallons per minute (gpm), inclusive of the Napa Logistics development. According to pump station data provided by the City, the existing firm capacity for GIPS is approximately 600 gpm; the existing firm capacity for TRPS is approximately 1,400 gpm. Note: firm capacity is defined as one primary pumping unit out of service and the availability of a secondary power source (i.e., standby diesel generator). TRPS does not have a generator, so the statement regarding firm capacity only regards pumping capacity.

The existing peak wet weather flow conveyed to GIPS is estimated at 950 gpm; the peak flow rate increases to 1,455 gpm for future conditions, which includes rerouting of a portion of the basin flows currently tributary to TRPS.

Improvements planned to serve development within the basin include open cut and tunneled construction of 8- to 21-inch diameter gravity pipelines that vary in depth from 8 feet to over 30 feet deep. Pipeline improvements include tunneled construction under the railroad west of TRPS and in the airport property, in the proposed Devlin Road Extension, within Green Island Road, and under the railroad in Green Island Road. Pump station improvements include replacement of the existing GIPS within the pump station site with a new pump station. The new pump station has a firm capacity (i.e., one pump in standby and backup power generation available) of 1,455 gpm. In order to handle the range of dry and wet weather flows conveyed to the new pump station, the new pump station should be equipped with multiple pumps, potentially including small and large capacity pumps.

The existing TRPS is abandoned, with tributary flows now conveyed to GIPS. The TRPS site is anticipated to be converted to a winery truck waste disposal station.

Land acquisition is not included in project planning.

Figure 2 provides an illustration of project improvements.

The cost provided in Table 2 for upgrading GIPS to meet existing flow conditions is $2.4 million. The cost to upgrade the pump station and construct other project components to meet buildout flow is $16.4 million, for a total CIP cost of $18.8 million.
321
Figure 2
Table 2: CIP – SS2 Summary
CIP Component Description
Proposed Improvements
 Construct a new 1,455 gpm capacity Green Island Pump
Station (GIPS) to replace the existing pump station
 Construct associated piping and appurtenances at the GIPS site, including emergency generator
 Construct 1,421 LF of 10-inch gravity sewer between TRPS and Middleton Way, including 119 LF of gravity sewer
tunneled under the railroad west of TRPS
 Construct 4,530 LF of 21-inch gravity sewer by tunneling in Devlin Road and Green Island Road
 Abandon TRPS and 18-inch force main between TRPS and
GIPS
Additional Project
Considerations
 CEQA review, environmental and construction permits, OSHA Tunnel Classification and right-of-way agreement with the railroad for tunneling under the railroad
Project Cost Total (1)
$2,400,000 – Wastewater Operations
$16,400,000 – Wastewater Capacity
$18,800,000 – Project Total
(1) Detailed information for the project cost is provided in Appendix G. 322
CIP – SS3 Huntington Way, Rio Del Mar to American Canyon Road The existing 15-inch gravity sewer in Huntington Way and the American Canyon Middle School property between Rio Del Mar and American Canyon Road is undersized to convey existing peak wet weather flows. This capacity deficiency results in surcharging of the sewer and potential sanitary sewer overflow within the school property and into the creek located within the school property. During peak flow events, the existing flow split at the intersection of Rio Del Mar and Rio Grande conveys a portion of the wastewater flow west towards the Sunset Meadows Pump Station (SMPS), which results in surcharging of a portion of the sewer between Rio Grande and SMPS.

CIP SS3 includes relaying of 268 LF of the existing 10-inch gravity sewer located west of the flow split to restrict the amount of flow conveyed towards SMPS to 650 gallons per minute (gpm), which is the pump station’s firm capacity. Flow reduction to the west at the flow split maintains collection system capacity in the downstream pipelines and SMPS.

CIP SS3 also includes upsizing of 3,134 LF of the existing 15-inch gravity sewer located south of the flow split to a 24- to 30-inch gravity sewer. Alignment of the new sewer would be parallel to the existing sewer, which is located within school property (easement) and Huntington Way. Existing sewer laterals and local collector sewers in the project vicinity would be connected to the new sewer. Trenchless crossing of the creek is anticipated.

Predesign analysis should consider alternatives for CIP SS3, including the following:
 Alternative 1: Construct a new pipeline parallel to the existing 15-inch pipeline. This alternative may reduce the amount of bypass pumping needed during construction, but may necessitate the acquisition of additional easement area. Preliminary evaluation of this alternative finds that it may have a lower capital cost ($2,910,000).  Alternative 2: Divert all or a portion of flow towards SMPS in order to reduce the peak flow demand in the existing 15-inch gravity sewer in Huntington Way, within the American Canyon Middle School property, and at the Main Basin Pump Station (MBPS). This alternative would involve: replacement of the existing 10- to 15-inch gravity sewer between the flow split and SMPS; upsizing of SMPS to up to 3,774 gpm; and construction of a new force main between SMPS and the 18-inch MBPS force main. Depending on the quantity of flow diverted to SMPS, the existing 15-inch sewer located south of the flow split could be used to convey a portion of the flow to MBPS. Preliminary evaluation of this alternative finds that it may have a higher capital cost ($6,350,000); however, the reduction in peak flow at MBPS may result in a cost savings at MBPS that is similar to or greater than the additional cost for CIP SS3.

Alternative 2 may not be feasible to construct due to site constraints at SMPS. The existing pump station is located within a small, narrow property with four adjoining residential properties. Significant bypass pumping may be required to take the existing pump station offline so that the new pump station can be constructed within the footprint of the existing pump station. Impacts to adjacent properties and to vehicles and pedestrians in Wetlands Edge Road would need to be mitigated. Detailed feasibility study is recommended to determine the feasibility of a substantial modification to SMPS.

Hydraulic capacity could be restored within the existing 15-inch pipeline by removing approximately 70 percent (2,087 gpm) of the estimated 2,991 gpm infiltration/inflow (I/I) for the 10-year design storm in the upstream sewer basin. Predesign analysis for CIP SS3 should evaluate the feasibility of removing I/I to offset a portion or all of the CIP SS3 improvements, with a secondary benefit of reducing the amount of I/I that is pumped at the SMPS and MBPS and treated at the City’s wastewater treatment plant. Predesign analysis may be combined with study of the Rio Del Mar sewer basin, which is described in CIP SS1.

Figure 3 provides an illustration of project improvements. 323
Figure 3
Table 3: CIP – SS3 Summary
CIP Component Description
Proposed Improvements
 Relay 286 LF of 10-inch gravity sewer to the west of the Rio Del Mar and Rio Grande intersection to restrict flows to 650 gpm conveyed to SMPS
 Replace 3,134 LF of 15-inch gravity sewer with 24- to 30-inch gravity sewer
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations
 Easement / right-of-way considerations – Temporary and potentially permanent easements within American Canyon
Middle School property
 Environmental permitting for crossing of the creek located within the school property and construction permits
Project Cost Total (1) $4,580,000 – Wastewater Operations (1) Detailed information for the project cost is provided in Appendix G. 324
CIP – SS4 Broadway, Donaldson Way East to American Canyon Road The existing 10-inch gravity sewer in Broadway between Donaldson Way East and American Canyon Road is undersized to convey existing peak wet weather flows. Also, City inspection of the three pipelines immediately upstream of American Canyon Road finds that the bottom of those pipelines is missing, which is suspected to be a significant factor for infiltration/inflow (I/I) during peak wet weather events. The capacity deficiency, together with the noted pipeline condition results in surcharging of the sewer and potential sanitary sewer overflow. Under future flow conditions, the pipeline between Donaldson Way and Poco Way is undersized to convey peak wet weather flows.

CIP SS4 includes upsizing 3,926 LF of the existing 6- and 10-inch gravity sewer to a 15-inch gravity sewer. Alignment of the new sewer would be parallel to the existing sewer, which is located in the southbound lane of Highway 29 (Caltrans right-of-way). Pipe bursting may not be feasible given the close proximity of a water main to the sewer alignment. Trenchless construction should be considered during project predesign to minimize disruption to highway traffic operations. Night work is also anticipated.

Hydraulic capacity could be restored within the existing pipeline north of Donaldson Way East by removing approximately 64 percent (178 gpm) of the estimated 276 gpm infiltration/inflow (I/I) for the 10- year design storm in the upstream sewer basin. Hydraulic capacity cannot be restored within the existing pipeline south of Donaldson Way East because the capacity deficiency exceeds the I/I in the upstream sewer basin.

Replacement of the damaged pipelines will reduce the amount of I/I contribution into the collection system by approximately 486 gpm for the 10-year design storm. Hydraulic evaluation of the collection system accounts for this reduction in I/I, including sizing of downstream CIP projects (e.g., Main Basin Pump Station).

This project is needed, in part, to serve future development.

Figure 4 provides an illustration of project improvements. 325
Figure 4
Table 4: CIP – SS4 Summary
CIP Component Description
Proposed Improvements
 Replace 3,926 LF of 6- and 10-inch gravity sewer with 15-inch gravity sewer
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations
 Easement / right-of-way considerations – Potential temporary easements on private properties located west of and adjacent to Highway 29 to facilitate construction activities
 Caltrans encroachment permitting
Project Cost Total (1)
$1,280,000 – Wastewater Operations
$1,260,000 – Wastewater Capacity
$2,540,000 – Project Total
(1) Detailed information for the project cost is provided in Appendix G. 326
CIP – SS5 Summerfield Project
The existing 8-inch pipeline located between Westpark, Independence Drive, and Cartagena Way has hydraulic deficiencies and is difficult for City staff to access manholes.

CIP SS5 includes the relocation of approximately 430 LF of existing 8-inch gravity sewer with approximately 485 LF of new 8-inch gravity sewer. Alignment of the new sewer would be in Westpark and Cartagena Way, including the parking lot at the east end of Cartagena Way. Existing sewers would be abandoned in place. Existing sewer laterals and local collector sewers in the project vicinity would be connected to the new sewer.

Figure 5 provides an illustration of project improvements.

Figure 5
Table 5: CIP – SS5 Summary
CIP Component Description
Proposed Improvements
 Abandon 430 LF of 8-inch gravity sewer located between Westpark, Independence Drive, and Cartagena Way
 Construct 485 LF of 8-inch gravity sewer to relocate
abandoned sewer
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations  Construction permits
Project Cost Total (1) $370,000 – Wastewater Operations Detailed information for the project cost is provided in Appendix G. 327
CIP – SS6 Theresa Avenue and Los Altos Drive, north of Rio Del Mar The existing 6-inch gravity sewer in Theresa Avenue and Los Altos Drive located north of Rio Del Mar is undersized to convey existing peak wet weather flows. This capacity deficiency results in surcharging of the sewer and potential sanitary sewer overflow. Additionally, this gravity sewer contains sags, offset joints, and potentially illicit connection(s).

CIP SS6 includes upsizing 3,318 LF of the existing 6-inch gravity sewer to an 8- to 10-inch gravity sewer.

Alignment of the new sewer would be in Theresa Avenue and Los Altos Drive, either parallel to the existing sewer or within the existing pipeline’s alignment. Existing sewer laterals and local collector sewers in the project vicinity would be connected to the new sewer. Pipe bursting should be considered during project predesign; however, reconnection of sewer laterals, bypass pumping needs, and potential impacts to adjacent utilities may eliminate this alternative.

Hydraulic capacity could be restored within the existing pipeline by removing approximately 57 percent (236 gpm) of the estimated 416 gpm infiltration/inflow (I/I) for the 10-year design storm in the upstream sewer basin. I/I removal in the upstream basin would also reduce the amount of flow pumped at the Main Basin PS and treated at the City’s wastewater treatment plant. This project may be combined with CIP SS4.

Figure 6 provides an illustration of project improvements. 328
Figure 6
Table 6: CIP – SS6 Summary
CIP Component Description
Proposed Improvements
 Replace 3,318 LF of 6-inch gravity sewer with 8- and 10-inch gravity sewer
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations  Construction permits
Project Cost Total (1) $2,050,000 – Wastewater Operations (1) Detailed information for the project cost is provided in Appendix G. 329
CIP – SS7 Upsize Main Basin Pump Station
The firm capacity for the existing Main Basin Pump Station (MBPS) is 3,000 gallons per minute (gpm), which is based on operation of three of the four pumps with the fourth pump in standby mode. Existing peak wet weather flow conveyed to MBPS is estimated at 6,330 gpm; the peak flow rate increases to 6,864 gpm for future conditions. Exceeding the pump station capacity could result in significant sanitary sewer overflow at the pump station site and at low points in the upstream collection system. The existing equalization basins at MBPS are assumed to not contribute storage of wastewater for the benefit of reducing the peak flow rates to be pumped by MBPS.

Increase of capacity from 3,000 gpm to 6,864 gpm is anticipated to require the construction of a new pump station at the MBPS site. Construction of a new pump station would allow for operation of the existing pump station during construction. In order to handle the range of dry and wet weather flows conveyed to MBPS, the new pump station should be equipped with multiple pumps, potentially including small and large capacity pumps.

Hydraulic capacity could be restored for the MBPS by removing approximately 73 percent (3,864 gpm) of the estimated 5,298 gpm infiltration/inflow (I/I) for the 10-year design storm in the upstream sewer basin.

This amount of I/I reduction is not considered feasible since it may not be achieved even with complete replacement of the upstream collection system (including sewer mains and laterals).

Predesign analysis should consider alternatives for CIP SS7, including the following:
 Alternative 1: Improve the existing pond at the pump station site in order to temporarily store peak flows during storm events. Preliminary evaluation of this alternative finds that this alternative may have a lower capital cost ($8,570,000) compared to a large capacity increase for the pump station. However, a detailed feasibility study is recommended for use of the pond that considers various factors for use of the pond, including: available storage volume, environmental impacts, resource agency permitting, hydraulic considerations, pond lining needs, etc. Use of an extended period simulation (EPS) model may improve the City’s understanding of collection system hydraulics relative to peak flow demand at the MBPS.  Alternative 2: This alternative assumes that project SS3 Alternative 2 is implemented, diverting flow to the SMPS and upsizing those facilities to handle the additional flow. If that alternative were to be implemented than the cost of upgrading the MBPS would be reduced to $5,140,000.

Useable storage volume for the pond is calculated as follows, which should be further evaluated during a feasibility study: based on review of aerial mapping, the pond area is approximately 2.3 acres. Assuming an average storage depth of 5 feet, the pond would hold approximately 3.75 million gallons (MG) of wastewater. It may be feasible to increase the pond storage depth by excavation of the pond bottom or raising of the surrounding levee
70 percent reduction in I/I is generally accepted in the wastewater industry as the upper bound for I/I rehabilitation projects. To achieve that level of I/I reduction, complete rehabilitation of the upstream collection system may be required, which is anticipated to be cost prohibitive. The approximate cost for rehabilitation of one mile of sewer mainline and associated manholes and sewer laterals is $3 million. The addition of upper lateral rehabilitation increases this cost. The project cost provided on the following page is $12.86 million. That budget would afford the rehabilitation of approximately 4.3 miles of I/I rehabilitation.

Upon more detailed I/I study of the MBPS sewer basin, it may require rehabilitation of more than 4.3 miles of sewer main and associated manholes and laterals to achieve the I/I reduction necessary to avoid upgrade of the pump station.

Predesign for the pump station improvements should evaluate partial reduction of I/I contributing to the MBPS in order to reduce the scope of pump station improvements and the flow velocity within the pump station’s existing 18-inch discharge force main to under 10 feet per second (fps).

Figure 7 provides an illustration of project improvements. 330
Figure 7
Table 7: CIP – SS7 Summary
CIP Component Description
Proposed Improvements
 Construct a new 6,864 gpm capacity pump station
 Construct associated piping and appurtenances at the pump station site, including emergency generator
Additional Project
Considerations  CEQA review, environmental and construction permits Project Cost Total (1)
$11,990,000 – Wastewater Operations
$870,000 – Wastewater Capacity
$12,860,000 – Project Total
(1) Detailed information for the project cost is provided in Appendix G. 331
CIP – SS8 Broadway, Cartagena Way to Mobile Home Park Entrance The existing 10-inch pipeline located in Broadway between the entrance to the Las Casitas mobile home park and Cartagena Way is undersized to convey peak wet weather flow.

CIP SS8 includes the upsizing of 1,111 LF of existing 10-inch gravity sewer to a 15-inch sewer. Alignment of the new sewer would be in Broadway, either parallel to the existing sewer or within the existing pipeline’s alignment. Existing sewer laterals and local collector sewers in the project vicinity would be connected to the new sewer. Pipe bursting should be considered during project predesign; however, reconnection of sewer laterals, bypass pumping needs, and potential impacts to adjacent utilities may eliminate this alternative.

Hydraulic capacity could be restored within the existing pipeline by removing approximately 25 percent (28 gpm) of the estimated 111 gpm infiltration/inflow (I/I) for the 10-year design storm in the upstream sewer basin. I/I removal in the upstream basin would also reduce the amount of flow pumped at the Main Basin Pump Station and treated at the City’s wastewater treatment plant.

Figure 8 provides an illustration of project improvements.

Figure 8
Table 8: CIP – SS8 Summary
CIP Component Description
Proposed Improvements
 Replace 1,111 LF of 10-inch gravity sewer with 15-inch gravity sewer in Broadway
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations  Construction permits
Project Cost Total (1) $680,000 – Wastewater Operations (1) Detailed information for the project cost is provided in Appendix G. 332
CIP – SS9 Elliott Drive, Bedford Lane to Northampton Drive and Chaucer Lane, Northampton Drive to West American Canyon Road
The existing 12-inch gravity sewer in Elliott Drive starting just south of Bedford Lane and the existing 15- inch sewer in Chaucer Lane to the north of Northampton Drive are undersized to convey existing peak wet weather flows. These capacity deficiencies result in surcharging of the sewers and potential sanitary sewer overflow.

CIP SS9 includes upsizing 601 LF of the existing 12- and 15-inch gravity sewer in Elliott Drive and Chaucer Lane to 18- to 24-inch gravity sewers.

Alignment of the new sewers would be in Elliott Drive and Chaucer Lane, either parallel to the existing sewers or within the existing pipelines’ alignments. Existing sewer laterals and local collector sewers in the project vicinity would be connected to the new sewers. Pipe bursting should be considered during project predesign; however, reconnection of sewer laterals, bypass pumping needs, and potential impacts to adjacent utilities may eliminate this alternative.

Hydraulic capacity could be restored within the existing pipelines by removing approximately 38 percent (442 gpm) of the estimated 1,178 gpm infiltration/inflow (I/I) for the 10-year design storm in the upstream sewer basin. I/I removal in the upstream basin would also reduce the amount of flow pumped at the Main Basin Pump Station and treated at the City’s wastewater treatment plant.

Figure 9 provides an illustration of project improvements. 333
Figure 9
Table 9: CIP – SS9 Summary
CIP Component Description
Proposed Improvements
 Replace 601 LF of 12- and 15-inch gravity sewer with 18- to 24-inch gravity sewer
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations  Construction permits
Project Cost Total (1) $1,090,000 – Wastewater Operations (1) Detailed information for the project cost is provided in Appendix G. 334
CIP – SS10 Broadway north of Rio Del Mar
The existing 8-inch gravity sewer in the western margin of the Broadway / Highway 29 right-of-way (Caltrans) between Rio Del Mar and Napa Junction Road is undersized to convey existing peak wet weather flows. This capacity deficiency results in surcharging of the sewer and potential sanitary sewer overflow. Addressing the hydraulic deficiency would also address potential structural issues with the pipelines.

CIP SS10 includes upsizing 2,110 LF of the existing 8-inch gravity sewer to a 10-inch gravity sewer.

Alignment of the new sewer would either be parallel to the existing sewer or within the existing pipeline’s alignment. Existing sewer laterals and local collector sewers in the project vicinity would be connected to the new sewer. Pipe bursting and trenchless construction should be considered during project predesign to minimize disruption to highway traffic operations. Night work is also anticipated.

Hydraulic capacity could be restored within the existing pipeline by removing approximately 55 percent (172 gpm) of the estimated 310 gpm infiltration/inflow (I/I) for the 10-year design storm in the upstream sewer basin, which overlaps with the sewer basin associated with CIP SS1. I/I removal in the upstream basin would also reduce the amount of flow pumped at the Main Basin PS and treated at the City’s wastewater treatment plant.

Figure 10 provides an illustration of project improvements. 335
Figure 10
Table 10: CIP – SS10 Summary
CIP Component Description
Proposed Improvements
 Replace 2,110 LF of 8-inch gravity sewer with 10-inch gravity sewer
 Connect sewer laterals and local collector sewers to the new gravity sewer
Additional Project
Considerations
 Easement / right-of-way considerations – Potential temporary easements on private properties located west of and adjacent to Highway 29 to facilitate construction activities
 Caltrans encroachment permitting
Project Cost Total (1) $1,030,000 – Wastewater Operations (1) Detailed information for the project cost is provided in Appendix G. 336
City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
Date:

CIP Project; CIP-SS1: Rio Del Mar Basin Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $226,000 $226,000 Temporary Traffic Control (5%) 1 LS $189,000 $189,000
Temporary Bypass Pumping 1 LS $332,000 $332,000
Cleaning and CCTV Inspection 11,040 LF $10 $110,400
6" Pipe - CIPP Rehabilitation 6 7,800 LF $90 $702,000
8" Pipe - CIPP Rehabilitation 8 3,240 LF $120 $388,800
Sewer Lateral Rehabilitation 230 EA $8,000 $1,840,000
Sewer Manhole Rehabilitation 60 EA $4,000 $240,000
Pre- and Post-Construction I/I Assessment 1 LS $150,000 $150,000 Subtotal (Rounded) $4,179,000
Construction Subtotal (Rounded) $4,180,000
Contingency (25%) (Rounded) $1,045,000
Total Estimate of Probable Construction Cost (Rounded) (1) $5,230,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $1,307,500 Inspection/CM/ESDC (12% of Construction) $627,600
Easement/Land Acquisition (1) 0
Project Total (Rounded) $7,170,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - CIP-SS1 1 Planning-Level Opinion of Probable Project Cost 337 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
Date:

CIP Project; CIP-SS2: Napa Logistics and Green Island Pump Station (Exist.) Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
New Green Island Pump Station (950 gpm) 1 LS $1,400,000 $1,400,000 Subtotal (Rounded) $1,400,000
Construction Subtotal (Rounded) $1,400,000
Contingency (25%) (Rounded) $350,000
Total Estimate of Probable Construction Cost (Rounded) (1) $1,750,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $437,500 Inspection/CM/ESDC (12% of Construction) $210,000
Easement/Land Acquisition (1) 0
Project Total (Rounded) $2,400,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - (E) CIP-SS2 2 Planning-Level Opinion of Probable Project Cost 338 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
Date:

CIP Project; CIP-SS2: Napa Logistics and Green Island Pump Station (Future) Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $604,000 $604,000 Temporary Traffic Control (3%) 1 LS $302,000 $302,000
Potholing 1 LS $36,000 $36,000
Shoring and Trench Safety 1 LS $150,000 $150,000
Dewatering 1 LS $580,000 $580,000
Temporary Bypass Pumping 1 LS $72,000 $72,000
Handling, Treatment, and Disposal of Contaminated Soil and GW 1 LS $72,000 $72,000 New Green Island Pump Station (1,455 gpm) 1 LS $1,800,000 $1,800,000 10" Pipe - Tower Rd PS to Devlin Rd (invert 10' or less) 10 1,221 LF $104 $126,984 10" Pipe - Tower Rd PS to Devlin Rd (invert over 10' to 18') 10 81 LF $123 $9,963 18" Casing under Southern Pacific RR (10" trunk sewer to Tower Rd PS) 18 119 LF $750 $89,250 10" Pipe - Railroad Crossing to Tower Rd PS (invert 10' or less) 10 119 LF $104 $12,376 Tunneling Sending and Receiving Pits for Tunneled Portion to Tower Rd PS 1 LS $250,000 $250,000 30" Casing under Southern Pacific RR (21" trunk sewer) 30 350 LF $1,000 $350,000 21" Pipe - Devlin Rd to Green Island Pump Station (tunneled) 21 4,180 LF $750 $3,135,000 Tunneling Sending and Receiving Pits for Tunneled Portion 1 LS $1,500,000 $1,500,000 Tunneling Sending and Receiving Pits for RR Crossing (Green Island Rd) 1 LS $500,000 $500,000 15" Pipe - Railroad Crossing to Green Island PS (open cut) (invert over 10' to 18') 15 1,115 LF $161 $179,515 48" Manholes - for 8" and 12" Pipelines 26 EA $15,000 $390,000 60" Manholes (invert 18' or more) 11 EA $50,000 $550,000 Abandon Existing 18" Force Main 1 LS $5,000 $5,000
Abandon Tower Rd PS and Demolish Green Island PS 1 LS $150,000 $150,000 Misc. Utility Relocations and Lateral/Service Replacements 1 LS $100,000 $100,000 Pavement Overlay - TN $120
Subtotal (Rounded) $10,965,000
Construction Subtotal (Rounded) $10,970,000
Contingency (25%) (Rounded) $2,743,000
Total Estimate of Probable Construction Cost (Rounded) (1) $13,720,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $3,430,000 Inspection/CM/ESDC (12% of Construction) $1,646,400
Easement/Land Acquisition (1) 0
Project Total (Rounded) $18,800,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - (F) CIP-SS2 3 Planning-Level Opinion of Probable Project Cost 339 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
Date:

CIP Project; CIP-SS3: Huntington Way Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $142,000 $142,000 Temporary Traffic Control (5%) 1 LS $119,000 $119,000
Potholing 1 LS $41,000 $41,000
Shoring and Trench Safety 1 LS $69,000 $69,000
Dewatering 1 LS $205,000 $205,000
Temporary Bypass Pumping 1 LS $18,000 $18,000
Handling, Treatment, and Disposal of Contaminated Soil and GW 1 LS $35,000 $35,000 10" Pipe (invert 10' or less) 10 268 LF $104 $27,872
24" Pipe (invert 10' or less) 24 213 LF $199 $42,387
24" Pipe (invert over 10' to 18') 24 46 LF $228 $10,488 27" Pipe (invert 10' or less) 27 151 LF $293 $44,243
27" Pipe (invert over 10' to 18') 27 1,236 LF $329 $406,644 30" Pipe (invert over 10' to 18') 30 1,488 LF $359 $534,192 60" Manholes for 18" - 36" Pipes (invert over 10' to 18') 4 EA $20,000 $80,000 60" Manholes for 18" - 36" Pipes (invert 18' or more) 6 EA $25,000 $150,000 42" Casing under Creek (27" trunk sewer) 200 LF $1,500 $300,000 Tunneling Sending and Receiving Pits for Creek 1 LS $250,000 $250,000 Reconnect Sewer Laterals 32 EA $5,000 $160,000
Misc. Utility Relocations 1 LS $30,000 $30,000
Subtotal (Rounded) $2,665,000
Construction Subtotal (Rounded) $2,670,000
Contingency (25%) (Rounded) $668,000
Total Estimate of Probable Construction Cost (Rounded) (1) $3,340,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $835,000 Inspection/CM/ESDC (12% of Construction) $400,800
Easement/Land Acquisition (1) 0
Project Total (Rounded) $4,580,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - CIP-SS3 4 Planning-Level Opinion of Probable Project Cost 340 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
ALT. 1 - Construct Parallel 15-inch Sewer Date:

CIP Project; CIP-SS3: Huntington Way Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $89,000 $89,000 Temporary Traffic Control (5%) 1 LS $75,000 $75,000
Potholing 1 LS $41,000 $41,000
Shoring and Trench Safety 1 LS $69,000 $69,000
Dewatering 1 LS $205,000 $205,000
Temporary Bypass Pumping 1 LS $18,000 $18,000
Handling, Treatment, and Disposal of Contaminated Soil and GW 1 LS $35,000 $35,000 10" Pipe (invert 10' or less) 10 268 LF $104 $27,872
15" Pipe (invert 10' or less) 15 364 LF $138 $50,232
15" Pipe (invert over 10' to 18') 15 2,770 LF $161 $445,970 48" Manholes for 10" - 15" Pipes (invert over 10' to 18') 4 EA $10,000 $40,000 48" Manholes for 10" - 15" Pipes (invert 18' or more) 6 EA $12,000 $72,000 30" Casing under Creek (15" trunk sewer) 200 LF $1,200 $240,000 Tunneling Sending and Receiving Pits for Creek 1 LS $250,000 $250,000 Misc. Utility Relocations 1 LS $30,000 $30,000
Subtotal (Rounded) $1,689,000
Construction Subtotal (Rounded) $1,690,000
Contingency (25%) (Rounded) $423,000
Total Estimate of Probable Construction Cost (Rounded) (1) $2,120,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $530,000 Inspection/CM/ESDC (12% of Construction) $254,400
Easement/Land Acquisition (1) 0
Project Total (Rounded) $2,910,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - CIP-SS3 (Alt 1) 5 Planning-Level Opinion of Probable Project Cost 341 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
ALT. 2 - Divert Flow to SMPS Date:

CIP Project; CIP-SS3: Huntington Way Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $199,000 $199,000 Temporary Traffic Control (5%) 1 LS $166,000 $166,000
Potholing 1 LS $17,000 $17,000
Shoring and Trench Safety 1 LS $28,000 $28,000
Dewatering 1 LS $84,000 $84,000
Temporary Bypass Pumping 1 LS $250,000 $250,000
Handling, Treatment, and Disposal of Contaminated Soil and GW 1 LS $14,000 $14,000 18" Pipe (invert 10' or less) 18 560 LF $159 $89,040
18" Pipe (invert over 10' to 18') 18 840 LF $183 $153,720 60" Manholes for 18" - 36" Pipes (invert 10' or less) 3 EA $15,000 $45,000 60" Manholes for 18" - 36" Pipes (invert over 10' to 18') 4 EA $20,000 $80,000 Upgrade Sunset Meadows Pump Station Capacity to 3,774 gpm 1 LS $2,500,000 $2,500,000 16" SSFM from SMPS to 18-inch SSFM 16 100 LF $250 $25,000 Connection to 18-inch SSFM 16 1 LS $15,000 $15,000
Misc. Utility Relocations 1 LS $30,000 $30,000
Subtotal (Rounded) $3,696,000
Construction Subtotal (Rounded) $3,700,000
Contingency (25%) (Rounded) $925,000
Total Estimate of Probable Construction Cost (Rounded) (1) $4,630,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $1,157,500 Inspection/CM/ESDC (12% of Construction) $555,600
Easement/Land Acquisition (1) 0
Project Total (Rounded) $6,350,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - CIP-SS3 (Alt 2) 6 Planning-Level Opinion of Probable Project Cost 342 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
Date:

CIP Project; CIP-SS4: Broadway North of American Canyon Rd (Exist.) Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $37,000 $37,000 Temporary Traffic Control (10%) 1 LS $62,000 $62,000
Potholing 1 LS $25,000 $25,000
Shoring and Trench Safety 1 LS $41,000 $41,000
Dewatering 1 LS $121,000 $121,000
Temporary Bypass Pumping 1 LS $31,000 $31,000
Handling, Treatment, and Disposal of Contaminated Soil and GW 1 LS $21,000 $21,000 15" Pipe (invert 10' or less) 15 1,508 LF $138 $208,104 15" Pipe (invert over 10' to 18') 15 496 LF $161 $79,856 48" Manholes for 10" - 15" Pipes (invert 10' or less) 3 EA $8,000 $24,000 48" Manholes for 10" - 15" Pipes (invert over 10' to 18') 2 EA $10,000 $20,000 Reconnect Sewer Laterals 6 EA $5,000 $30,000
Misc. Utility Relocations 1 LS $25,000 $25,000
Additional Pavement Restoration in Caltrans Right-of-Way 1 LS $15,000 $15,000 Subtotal (Rounded) $740,000
Construction Subtotal (Rounded) $740,000
Contingency (25%) (Rounded) $185,000
Total Estimate of Probable Construction Cost (Rounded) (1) $930,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $232,500 Inspection/CM/ESDC (12% of Construction) $111,600
Easement/Land Acquisition (1) 0
Project Total (Rounded) $1,280,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

ENR Construction Cost Index:

TOTAL ESTIMATE OF PROBABLE CONSTRUCTION COST
Wastewater Collection System Master Plan - (E) CIP-SS4 7 Planning-Level Opinion of Probable Project Cost 343 City of American Canyon
Wastewater Collection System Master Plan
Planning Level Opinion of Probable Cost
Date:

CIP Project; CIP-SS4: Broadway North of American Canyon Rd (Future) Jul-15 11,155.07 5/2/2016 Description
Diameter
(in) Quantity Unit Unit Cost Total Cost
Mobilization and Demobilization (6%) 1 LS $74,000 $74,000 Temporary Traffic Control (10%) 1 LS $123,000 $123,000
Potholing 1 LS $48,000 $48,000
Shoring and Trench Safety 1 LS $79,000 $79,000
Dewatering 1 LS $236,000 $236,000
Temporary Bypass Pumping 1 LS $20,000 $20,000
Handling, Treatment, and Disposal of Contaminated Soil and GW 1 LS $40,000 $40,000 15" Pipe (invert 10' or less) 15 1,618 LF $138 $223,284 15" Pipe (invert over 10' to 18') 15 2,308 LF $161 $371,588 48" Manholes for 10" - 15" Pipes (invert 10' or less) 2 EA $8,000 $16,000 48" Manholes for 10" - 15" Pipes (invert over 10' to 18') 8 EA $10,000 $80,000 Reconnect Sewer Laterals 16 EA $5,000 $80,000
Misc. Utility Relocations 1 LS $50,000 $50,000
Additional Pavement Restoration in Caltrans Right-of-Way 1 LS $30,000 $30,000 Subtotal (Rounded) $1,471,000
Construction Subtotal (Rounded) $1,480,000
Contingency (25%) (Rounded) $370,000
Total Estimate of Probable Construction Cost (Rounded) (1) $1,850,000 Design, Survey, Geotechnical, Environmental Review, Permits (25% of Construction) $462,500 Inspection/CM/ESDC (12% of Construction) $222,000
Easement/Land Acquisition (1) 0
Project Total (Rounded) $2,540,000
Notes:
(1) Does not include property acquisition, permit costs, or City degredation fees.

American Canyon City CouncilSeptember 6, 2022

American Canyon City Council
September 6, 2022