Agenda packet — Beaumont City Council, February 1, 2022 (part 1 of 3)

BEAUMONT
-CALF F O R N 1 A

CITY COUNCIL CLOSED & REGULAR SESSION
550 E. Sixth Street, Beaumont, CA
Tuesday, February 01, 2022
Closed Session: 5:00 PM 1 Regular Meeting: 6:00 PM
Materials related to an item on this agenda submitted to the City Council after distribution of the agenda packets are available for public inspection in the City Clerk's office at 550 E. 6th Street during normal business hours.

AGENDA

MEETING PARTICIPATION NOTICE
This meeting will be conducted utilizing teleconference communications and will be recorded for live streaming as well as open to public attendance subject to social distancing and applicable health orders. All City of Beaumont public meetings will be available via live streaming and made available on the City's official YouTube webpage. Please use the following link during the meeting for live stream access.
beaumontca.gov/livestream
Public comments will be accepted using the following options. 1 Written comments will be accepted via email and will be read aloud during the corresponding item of the meeting. Public comments shall not exceed three (3) minutes unless otherwise authorized by City Council. Comments can be submitted anytime prior to the meeting as well as during the meeting up until the end of the corresponding item. Please submit your comments to: nicolewcbeaumontca.gov

2. Phone-in comments will be accepted by joining a conference line prior to the corresponding item of the meeting. Public comments shall not exceed three (3) minutes unless otherwise authorized by City Council. Please use the following phone number to join the call (951) 922 - 4845.

3. In person comments subject to the adherence of the applicable health orders and social distancing requirements.

In compliance with the American Disabilities Act, if you require special assistance to participate in this meeting, please contact the City Clerk's office using the above email or call (951) 572 - 3196.

Notification 48 hours prior to a meeting will ensure the best reasonable accommodation arrangements.
1 CLOSED SESSION - 5:00 PM
A Closed Session of the City Council / Beaumont Financing Authority / Beaumont Utility Authority / Beaumont Successor Agency (formerly RDA)/Beaumont Parking Authority / Beaumont Public Improvement Authority may be held in accordance with state law which may include, but is not limited to, the following types of items: personnel matters, labor negotiations, security matters, providing instructions to real property negotiators and conference with legal counsel regarding pending litigation. Any public comment on Closed Session items will be taken prior to the Closed Session. Any required announcements or discussion of Closed Session items or actions following the Closed Session with be made in the City Council Chambers.

CALL TO ORDER
Mayor White, Mayor Pro Tem Martinez, Council Member Fenn, Council Member Santos, Council Member Lara
Public Comments Regarding Closed Session

1. Conference with Legal Counsel Regarding Existing Litigation Pursuant to Government Code Section 54956.9(d)(1): Steven Fortier v. City of Beaumont, Riv. Sup. Ct Case No:

CVRI 2105608

2. Conference with Labor Negotiators - Pursuant to Government Code Section 54957.6 City Designated Representatives City Manager Todd Parton and Administrative Services Director Kari Mendoza. Employee Organizations: Police Management and SEIU

3. Annual Public Employee Performance Evaluation pursuant to Government Code Section 54957. Title: City Manager

4. Conference with Labor Negotiators Pursuant to Government Code Section 54957.6 Agency Designated Representatives: Councilmember Mike Lara and Mayor Pro Tem Julio Martinez. Unrepresented Employee: City Manager
Adjourn to Regular Session
REGULAR SESSION - 6:00 PM

CALL TO ORDER
Mayor White, Mayor Pro Tem Martinez, Council Member Fenn, Council Member Santos, Council Member Lara
Report out from Closed Session
Action on any Closed Session Items
Action of any Requests for Excused Absence
Pledge of Allegiance
Invocation
Adjustments to the Agenda
Conflict of Interest Disclosure

ANNOUNCEMENTS/ RECOGNITION / PROCLAMATIONS / CORRESPONDENCE

PUBLIC COMMENT PERIOD (ITEMS NOT ON THE AGENDA)
2 Any one person may address the City Council on any matter not on this agenda. If you wish to speak, please fill out a "Public Comment Form" provided at the back table and give it to the City Clerk. There is a three (3) minute time limit on public comments. There will be no sharing or passing of time to another person. State Law prohibits the City Council from discussing or taking actions brought up by your comments.

CONSENT CALENDAR
Items on the consent calendar are taken as one action item unless an item is pulled for further discussion here or at the end of action items. Approval of all Ordinances and Resolutions to be read by title only.

Approval of Minutes
Recommended Action:

Approve Minutes dated January 18, 2022
Ratification of Warrants
Recommended Action:

Ratify Warrants dated:

January 7, 2022,
January 13, 2022, and
January 20, 2022.

Re -Ratification of Local Emergency and Re -Authorizing the Use of Teleconferencing to Conduct Public Meetings
Recommended Action:

Waive the full reading and adopt by title only, "A Resolution of the City Council of the City of Beaumont Proclaiming a Local Emergency Persists, Re -Ratifying the Proclamation of a State of Emergency by Executive Order N-09-21, and Re - Authorizing Remote Teleconference Meetings of the Legislative Bodies of the City of Beaumont for the Period of February 1, 2022, through March 1, 2022, Pursuant to Provisions of the Ralph M. Brown Act."
Resolution Approving the City of Beaumont Wastewater Master Plan Recommended Action:

Waive the full reading and adopt by title only, "A Resolution of the City Council of the City of Beaumont Adoption of the Wastewater Master Plan."

PUBLIC HEARINGS
Approval of all Ordinances and Resolutions to be read by title only.

ACTION ITEMS
Approval of all Ordinances and Resolutions to be read by title only.

Contract Amendment with Webb Municipal Finance, LLC for Annual Community Facilities District (CFD) Administration Services, Special Tax Consultant Services and Annual CFD Financial Reporting Services
Recommended Action:

Approve the Second Amendment to the contract with Webb Municipal Finance, LLC.
3 Appointment to the Beaumont Planning Commission
Recommended Action:

Conduct interviews and a nomination process for selection of a Planning Commissioner for the partial term through December 2022.

Presentation/Update of the Police Station Feasibility Study and Direction from City Council
Recommended Action:

Approval of the Draft Space Needs Assessment.

Approve the Purchase and Installation of Mobile View Camera System on 18 Public Transportation Buses, Not to Exceed $110,000
Recommended Action:

Approve the purchase of a Mobile View camera system in an amount not to exceed $110,000 as part of capital improvement project CIP T-08 and authorize City staff to issue a purchase order for the procurement and installation of camera systems on 18 Beaumont Transit buses.

Transit Capital Improvement Project Update
Recommended Action:

Receive and file the Transit Capital Improvement update.

10. Update of the Department of Building and Safety
Recommended Action:

Receive and file.

City Hall Renovation Update
Recommended Action:

Receive and file the Capital Improvement City Hall Update. 1", Collections System CIP Project Update
Recommended Action:

Receive and file the Collection System CIP Project Update.

13. First Amendment of an Agreement to Extend the Contract for Professional Services with Burrtec Waste Industries, Inc., to Provide Sludge Hauling Services for the Wastewater Treatment Plant
Recommended Action:

Approve the first amendment of an agreement to extend the existing contract for professional services with Burrtec Waste Industries, Inc., to provide sludge hauling services for the WWTP through April 30, 2023.
1 Authorize Preliminary Discussions with the Beaumont — Cherry Valley Recreation & Park Improvement Corporation (Corporation) on a Collaborative Effort to Develop a Park Facility on 123 Acres on the North Side of Cherry Valley Boulevard and Formerly Known as the Danny Thomas Ranch
Recommended Action:
4 It is recommended that the City Council:

Agree to begin preliminary discussions with the Beaumont — Cherry Valley Recreation and Park Improvement Corporation (Corporation) to explore how a future park facility at the Danny Thomas Ranch (DTR) site might mutually benefit both agencies,
Appoint two City Council members to a 2 by 2 committee to meet with representatives of the Corporation, and
Provide a report to the City Council when the City/District discussions have yielded tangible results.

15.Authorize Fifth Amendment to the City Manager Employment Agreement Recommended Action:

Authorize the Mayor to execute the Fifth Amendment to the City Manager Employment Agreement.

LEGISLATIVE UPDATES AND DISCUSSION

ECONOMIC DEVELOPMENT UPDATE
Economic Development Committee Report Out and City Council Direction

CITY TREASURER REPORT
Finance and Audit Committee Report Out and City Council Direction

CITY CLERK REPORT

CITY ATTORNEY REPORT

CITY MANAGER REPORT
December 2021 Department Project Updates

FUTURE AGENDA ITEMS

COUNCIL REPORTS
- Lara
- Santos
- Fenn
- Martinez
- White

ADJOURNMENT
5 The next regular meeting of the Beaumont City Council, Beaumont Financing Authority, the Beaumont Successor Agency (formerly RDA), the Beaumont Utility Authority, the Beaumont Parking Authority and the Beaumont Public Improvement Agency is scheduled for Tuesday, February 15 2022, at 5:00 p.m., unless otherwise posted.
6 Item 1.
/V:::: *

BEAUMONT
—CALIFORNIA

CITY COUNCIL CLOSED & REGULAR SESSION
550 E. Sixth Street, Beaumont, CA
Tuesday, January 18, 2022
Closed Session: 5:00 PM 1 Regular Meeting: 6:00 PM
Materials related to an item on this agenda submitted to the City Council after distribution of the agenda packets are available for public inspection in the City Clerk's office at 550 E. 6th Street during normal business hours

MINUTES
CLOSED SESSION - 5:00 PM
A Closed Session of the City Council / Beaumont Financing Authority / Beaumont Utility Authority / Beaumont Successor Agency (formerly RDA)/Beaumont Parking Authority / Beaumont Public Improvement Authority may be held in accordance with state law which may include, but is not limited to, the following types of items: personnel matters, labor negotiations, security matters, providing instructions to real property negotiators and conference with legal counsel regarding pending litigation. Any public comment on Closed Session items will be taken prior to the Closed Session. Any required announcements or discussion of Closed Session items or actions following the Closed Session with be made in the City Council Chambers.

CALL TO ORDER at 5:01

Present: Mayor White, Mayor Pro Tem Martinez, Council Member Fenn, Council Member Santos, Council Member Lara
Public Comments Regarding Closed Session
No comments.

1. Conference with Legal Counsel — Anticipated Litigation: Significant Exposure to Litigation Pursuant to Government Code Section 54956.9(d)(2) - Claim by Weka, Inc.

No reportable action.

2. Conference with Legal Counsel Regarding Potential Initiation of Litigation Pursuant to Government Code Section 54956.9(d)(4): One Potential Case Correction: Conference with Legal Counsel Regarding Potential Exposure of Litigation Pursuant to Government Code Section 54956.9(d)(4): One Potential Case No reportable action

Item 1.

3. Conference with Legal Counsel - Anticipated Litigation Significant to Litigation Pursuant to Paragraph (2) or (3) of subdivision (d) of Section 54956.9 - Mozafar Behzad, Hamid Roknian and Rozita Roknian: Tract 32850.

No reportable action.

4. Conference with Labor Negotiators Pursuant to Government Code Section 54957.6 Agency Designated Representatives: Councilmember Mike Lara and Mayor Pro Tem Julio Martinez. Unrepresented Employee: City Manager
No reportable action. Item to be discussed after regular session.

REGULAR SESSION - 6:00 PM
CALL TO ORDER at 7:35 p.m.

Present: Mayor White, Mayor Pro Tem Martinez, Council Member Fenn, Council Member Santos, Council Member Lara
Report out from Closed Session: see above
Action on any Closed Session Items: None
Action of any Requests for Excused Absence: None
Pledge of Allegiance
Adjustments to the Agenda: None
Conflict of Interest Disclosure: None

PUBLIC COMMENT PERIOD (ITEMS NOT ON THE AGENDA)
S. Pavka - Raised concerns for traffic control to avoid collisions at 7th and Egan.

1. Approval of Minutes
Recommended Action:

Approve Minutes dated:

December 21, 2021, and
January 4, 2022.

2. Ratification of Warrants
Recommended Action:
8 Item 1.

Ratify Warrants dated:

December 22, 2021, and
December 30, 2021.

3. Quarterly Status of City Council Travel and Training Reimbursements Recommended Action:

Receive and file.

4. Approval of Corrected Gann Limit for FY2021 and FY2022 Recommended Action:

Waive the full reading and adopt by title only a "Resolution of the City Council of the City of Beaumont, approving the Appropriation Limit for the 2020-21 and 2021-22 Fiscal Years."

5. Accept Security Agreement and Performance and Payment Bond No. CMS0346632 for Street Improvements Associated with Tract Map No. 27971-9 and Accept Security Agreement and Performance and Payment Bond No. 30128141 for Street Improvements Associated with Tract Map No. 36307
Recommended Action:

Accept Security Agreement and Performance and Payment Bond No.

CMS0346632 for street improvements associated with Tract Map No. 27971- 9, and
Accept Security Agreement and Performance and Payment Bond No. 30128141 for street improvements associated with Tract Map No. 36307.

6. FY2022 General Fund and Wastewater Budget to Actual through December 2021, and Second Quarter Investment Report and Certification
Recommended Action:

Receive and file the attached reports.

7. Consider Adopting a Resolution Waiving the Facility Use and Staff Fees at the Albert A.

Chatigny Sr. Community Recreation Center (CRC) for Boy Scout Troop 322 Recommended Action:

Waive the full reading and adopt by title only, "A Resolution of the City of Beaumont Authorizing the Waiver of a One -Time Facility Use Fee at the Albert A. Chatigny Sr. Community Recreation Center (CRC) for Boy Scout Troop 322."
9 Item 1.

Motion by Council Member Lara
Second by Mayor White
To approve the Consent Calendar.

ACTION ITEMS
Approval of all Ordinances and Resolutions to be read by title only.

8. FY2021 Annual Comprehensive Financial Report and Report of Internal Control Over Financial Reporting
Motion by Council Member Lara
Second by Council Member Santos
To receive and file the FY2021 Annual Comprehensive Report and associated reports.

Approved by a unanimous vote.

Consensus to move item 18 up for discussion.

18. Rangel Park Update
Public Comment:

L Rios — Asked for a timeline of Rangel Park improvements and raised concerns with removing the trees.

Direction to staff to prioritize the park amenities to be the baseball field, playscape and basketball and target the budget of $1,367,213.

9. FY2022 Mid -Year Budget Amendment 3/CIP/Wastewater/General Fund and Ratification of Emergency Wastewater Vehicle Purchase
Motion by Council Member Lara
Second by Mayor White
To approve the Capital Improvement Plan budget adjustments as outlined in Attachment A, approve the budget adjustments as outlined in Attachment B, approve the budget adjustments as outlines in Attachment C, and ratify the cost of emergency vehicle purchase paid to Fritts Ford in the amount of $41,943.78.

Approved by a unanimous vote.

10. Pension Funding Policy and Investment Strategy for PARS 115 Trust Motion by Council Member Lara
Second by Council Member Santos
10 Item 1.

To approve Example 2 of the pension funding policy with an active moderate investment strategy for the PARS 115 Trust.

Approved by a unanimous vote.

11.Traffic Signal Update for the First Street and Highway 79 Intersection, and the Sixth Street and Beaumont Avenue Intersection
Motion by Mayor White
Second by Council Member Lara
To receive and File the Traffic Signal Update for the First Street and Highway 79 Intersection, and the Sixth Street and Beaumont Avenue Intersection Project.

Approved by a unanimous vote.

12. Capital Improvement Drainage Projects Update
Motion by Council Member Lara
Second by Mayor White
To receive and file the Capital Improvement Drainage Projects Update.

Approved by a unanimous vote.

13. Community Development Department Update
Consensus to receive and file.

14.Adoption of a Resolution Authorizing the City Manager to Accept the Offer of Dedication for Park Purposes and Approve a Park Dedication Agreement between the City of Beaumont and SDC Fairway Canyon, LLC, for Mickelson Park (APN 413-801-012) Motion by Mayor White
Second by Council Member Santos
To waive the full reading and adopt by title only, "A Resolution of the City of Beaumont Authorizing the City Manager to Accept the Offers of Dedication for Park Purposes," and authorize City staff to record the certificate of acceptance of an interest in real property by the City of Beaumont, and authorize a Park Dedication Agreement between the City of Beaumont and SDC Fairway Canyon, LLC, for Mickelson Park (APN 413-801- 012) and authorize the City Manager to execute the agreement on behalf of the City of Beaumont.

Approved by a unanimous vote.
11 Item 1.

15. Homeless Outreach Approach for Beaumont
Motion by Mayor White
Second by Mayor Pro Tem Martinez
To receive and file.

Approved by a unanimous vote.

16. Request City Council to Approve the Memorandum of Understanding between the City of Beaumont and Managers/Professional/Technical as Individuals.

Motion by Council Member Lara
Second by Mayor White
To approve the Memorandum of Understanding between the City of Beaumont and Managers/Professional/Technical as Individuals and authorize the City Manager to execute the agreement.

Approved by a unanimous vote.

17.Approve the Draft Request for Proposal for Landscape Architecture and Engineering Design Services and Construction Documents for Stewart Park Improvement Project Consensus to approve the draft Request for Proposals for Landscape Architecture and Engineering Design Services and Construction Documents for Stewart Park Improvement Project and direct City staff to publish the document on PublicPurchase.com.

19. Discussion and Direction to City Staff Regarding Updates to the City of Beaumont Development Impact Fee (DIF) Program
Motion by Council Member Lara
Second by Mayor Pro Tem White
To direct City staff to begin preparing requests for proposals (RFPs) for the impact fee nexus studies; direct City staff to include updates to the DIF nexus studies and the DIF program in the FY2022-2023 budget; and add an item on the next City Council agenda to discuss updates to the City's DIF program.

Approved by a unanimous vote.

20. Review of Local Emergency Declaration Established via the Adoption of City of Beaumont Resolution No. 2020-07 Adopted on March 17, 2020
No action by City Council.
12 Item 1.

21.Approval of City Attorney Invoices for the Month of December 2021 City Attorney John Pinkney recused himself from the item.

Motion by Council Member Lara
Second by Mayor White
To approve invoices in the amount of $135,795.98.

Approved by a unanimous vote.

LEGISLATIVE UPDATES AND DISCUSSION

ECONOMIC DEVELOPMENT UPDATE
Economic Development Committee meeting report out. Next meeting to be held on February 9.

CITY TREASURER REPORT
Finance and Audit Committee meeting report out.

CITY CLERK REPORT
Report of the public records requests for the month of December 2021.

CITY ATTORNEY REPORT
Update of current litigation.

CITY MANAGER REPORT
Thanked the Finance staff for their work to complete the ACFR for the City.

FUTURE AGENDA ITEMS
- MOU with the Cherry Valley Parks and Rec District in regard to the Danny Thomas Ranch - Traffic speed program to address concerns from the public

COUNCIL REPORTS
Lara - Attended the WRCOG meeting and thanked the Public information department.

Santos - Attended the Calimesa Chamber of Commerce Installation Dinner.

Fenn - Attended the T -Now meeting and the East Valley Real Estate Meeting.

Martinez - Attended a Cal Cities meeting and the RCA Meeting.

White - Attended the ribbon cutting for One Realty.

Adjournment to Closed Session to discuss Item 4.

No reportable action.

Adjournment at 11:12 p.m.

The next regular meeting of the Beaumont City Council, Beaumont Financing Authority, the Beaumont Successor Agency (formerly RDA), the Beaumont Utility Authority, the Beaumont Parking Authority and the Beaumont Public Improvement Agency is scheduled for Tuesday, February 1, 2022, at 5:00 p.m., unless otherwise posted.

Beaumont City Hall — Online www.BeaumontCa.qov
14 Item 2.

AC;ENI)A ITFM NO.

BEAUMONT
—CAL I F O R N I A---
WARRANTS.1Y) BE RATIFIED
Friday. January 7. 2022
Printed Checks 1 10905 $ 1494.60 Utility Refund
110906-110909 S .4.741.00 FY 21 /22
AC11 550 $ 1g,907.56
NvoicePay APA000246-APA000264 $ 23.047.92
All' Total $ 46,696.4g
Banc: Drafts Global Payments ` 1 1.460.4{) Credit Card Fees AfTant $ 650.75 22 -Jan
Kaiser Foundation $ 17A.00 HSA Paydate 1 2/31 /21
Authnet Gateway $ 62.60 Credit Card Processing Fee
Wilmington Trust $ 21,1614..4g CFO: Prepayment
1 1)U HEREBY CERTIFY TIIIS WARRANT LIST ]1AS 131=1:N COMPILE[) AND PREPARED TO MEET THE; DAILY OPERATIONS FOR THE FISCAI. YEAR JULY 1. 2021 - JUNE 30.2022 SIGNATURE:

TITLE: CITY TREASURER
SIGNATURE: _
TITLE: FINANCE DIRECT
15 BEAUMONT
•--
City of Beaumont, CA
Check R
By Chec
Date Range: 12/31/2021 - 01/07/2022
1/27/2022 5:01:57 PM

Page 1 of 12 ends

16 Check Report Date Range: 12/31/2021
Vendor Number
Bank Code: APBNK-AP
2725
Payable 1#
24003411373900
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US BANK CORPORATE
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Invoke
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100-2050-7066-0000
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100-0000-2026-0000
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100-0000-2026-0000
Invoke
100-0000-2026-0000
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100-0000-2026-0000
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100-0000-2026-0000
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TRAVEL, EDUCATION, TRA RVSD SHERIFF BEN CLARK - EMP
01/06/2022 RVSD SHERIFF BEN CLARK - EMPLOYEE TR

TRAVEL, EDUCATION, TRA RVSD SHERIFF BEN CLARK- EMP
01/06/2022 RVSD SHERIFF BEN CLARK- EMPLOYEE TR

TRAVEL, EDUCATION, TRA RVSD SHERIFF BEN CLARK - EMP
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01/06/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
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ACCOUNTS PAYABLE SUSP BMT DO IT BEST
01/06/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST-
01/06/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
01/06/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
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STREET LIGHT MAINTENA BMT DO IT BEST- STREET LIGHT
01/06/2022 BMT DO IT BEST -

0.00 18,907.56 550
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

0.00 732.24
732.24
150.00
150.00
2,524.48
2,524.48
192.00
192.00

20.50 20.50

33.00 33.00
199.00
199.00
106.00
106.00

16.36 16.36

38.52 38.52
168.89
168.89

27.00 27.00
363.59
363.59
363.59
363.59
123.60
123.60

38.00 38.00

33.23 7.09

15.61 41J6

28.10 11.09

38.00 38.00

33.23 7.09

15.61 41.16

28.10 11.09
150.77
150.77

47.40 1/27/2022 5:01:57 PM Page 2 of 12
17 Check Report
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100-0000-2026-0000
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1.00-0000-2026-0000
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700-4050-7070-0000
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700-4050-7070-0000
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ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
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Discount Amount Payment Amount

47.40 01/06/2022 BMT DO IT BEST -STREET LIGHT MAINTE

STREET LIGHT MAINTENA BMT DO IT BEST - STREET LIGHT
01/06/2022 BMT DO IT BEST -

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BUILDING SUPPLIES/MAI BMT DO IT BEST - BUILDING MA
01/06/2022 BMT DO IT BEST - DEPT SUPPLIES

SPECIAL DEPT SUPPLIES BMT DO IT BEST - DEPTSUPPLIE
01/06/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
01/06/2022 STATER BROS - COMMUNITY EVENT

RECREATION PROGRAMS STATER BROS - COMMUNITY EV
01/06/2022 BMT DO 1T BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
01/06/2022 HOBBY LOBBY - COMMUNITY EVENT SUP

RECREATION PROGRAMS HOBBY LOBBY -COMMUNITY EV

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
Ol/05/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
01/06/2022 BMT DO IT BEST -

ACCOUNTS PAYABLE SUSP BMT DO IT BEST -
01/O6/2022 STATER EROS -

ACCOUNTS PAYABLE SUSP STATER BROS -
01/06/2022 BMT DO IT BEST -
01/06/2022 BMT DO IT BEST- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES BMT DO IT BEST- DEPTSUPPLIE
01/06/2022 BMT DO IT BEST- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES BMT DO IT BEST DEPTSUPPLIE
01/06/2022 STAPLES - DEPT SUPPLIES

SPECIAL DEPT SUPPLIES STAPLES - DEPT SUPPLIES
01/06/2022 QUILL- COMMUNITY EVENT SUPPLIES
RECREATION PROGRAMS QUILL - COMMUNITY EVENT 50
01/06/2022 TESLA- VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE'CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 DRO P BOX - ANNUAL SUBSCRIPTION

DUES & SUBSCRIPTIONS DROPBOX- ANNUAL SUBSCRIPT
01/06/2022 TESLA- VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 WALMART- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES WALMART - DEPT SUPPLIES
01/06/2022 SAMSCLUB MEMBERSHIP RENEWAL.

DUES & SUBSCRIPTIONS SAMSCLUB MEMBERSHIP RENE
01/04/2022 WALMART - COMMUNITY EVENT SUPPUE

0.00 0.00

53.82 53.82
484.86
484.86

33.68 33.68

7.08 7.08

15.07 15,07
253.67
253.67

21.06 21.06

6.47 6.47

11.84 11.84

30.99 30.99

73.22 73.22
146.64
146.64

18.57 18.57
275.76
275.76

56.73 56.73
105.55
105.55

17.23 17.23

5.04 5.04

17.39 17.39

17.02 17.02
119.88
119.88

15.75 15.75

15.40 15.40

24.22 24.22
108.75
108.75
121.20
1/27/2022 5:01:57 PM Page 3 of 12
18 Check Report
Vendor Number
Vendor Name
100-1550-7040-0000
Date Range: 12/31/2021
Payment Date Payment Type Discount Amount Payment Amount RECREATION PROGRAMS WALMART-COMMUNITY EVEN 121.20
24226381344370
24231681320837
24231681321837
24231681342837
24251381343030
24251381346030
74323031315006
24323031315006
24323031315006
74323041322227
74323041323220
24323041323220
24342851315017
24342851322017
74388941343939
74388941343939
74399001326295
24431051328838
24431061322400
24431061322400
24431061337207
24431061344036
74435651329762
24445001321400
24445001335400
24445001336001
Invoice
100-1550-7040-0000
Invoice
100-1550-7030-0000
Invoice
700-4050-7085-0000
Invoice
700-4050-7085.0000
Invoice
700-4050-7085-0000
Invoice
100-0000-2026-0000
Invoice
700-2050-7066-0000
Invoice
100-2050-7066-0000
Invoke
100-0000-2026-0000
Invoice
100-2050-7066.0000
Invoice
100-2050-7066-0000
Invoice
100.0000-2026-0000
Invoice
100-2050-7066-0000
Invoice
x.00-2050-7066-0000
Invoice
100-2050-7066-0000
Invoice
100-2050-7066-0000
Invoice
100-0000-2026-0000
Invoice
700-4050-7090-0000
Invoice
100-2050-7066-0000
Invoice
100-0000-2026-0000
Invoice
100-2050-7066-0000
Invoice
100-2050-7066-0000
Invoice
100.0000-2026-0000
Invoice
700-4050-7070-0000
Invoice
100-1550-7040-0000
Invoice
01/06/2022 SAMS CLUB- COMMUNITY EVENT SUPPLI

RECREATION PROGRAMS SAMS CLUB - COMMUNITY EVE
01/06/2022 SMART & FINAL- COMMUNITY EVENT

DUES & SUBSCRIPTIONS SMART & FINAL - COMMUNITY
01/06/2022 SMART & FINAL- DEPT SUPPLIES

BUILDING SUPPLIES/MAI SMART & FINAL- DEPTSUPPLIE
01/06/2022 SMART AND FINAL- BUILDING MAINTEN

BUILDING SUPPLIES/MAI SMART AND FINAL- BUILDING
01/06/2022 BMTSAFE & LOCK- BUILDING MAINTENA

BUILDING SUPPLIES/MAI BMTSAFE & LOCK- BUILDING
01/06/2022 BMT SAFE & LOCK -

ACCOUNTS PAYABLE SUSP BMTSAFE & LOCK -
01/06/2022 ONTARIO AIRPORT PARKING - EMPLOYEE

TRAVEL, EDUCATION, TRA ONTARIO AIRPORT PARKING - E
01/06/2022 ONTARIO AIRPORT PARKING

TRAVEL, EDUCATION, TRA ONTARIO AIRPORT PARKING
01/06/2022 ONT AIRPORT PARKING - EMPLOYEE TRAY

ACCOUNTS PAYABLE SUSP ONT AIRPORT PARKING - EMPLO
01/06/2022 EMBASSY SUITES PHOENIX -TRAVEL

TRAVEL, EDUCATION, TRA EMBASSY SUITES PHOENIX - TRA
01/06/2022 EMBASSY SUITES PHOENIX -TRAVEL

TRAVEL, EDUCATION, TRA EMBASSY SUITES PHOENIX -TRA
01/06/2022 EMBASSY SUITES PHOENIX - EMPLOYEE T

ACCOUNTS PAYABLE SUSP EMBASSY SUITES PHOENIX- EM
01/06/2022 MESA FRESCA OREGON - TRAVEL MEAL

TRAVEL, EDUCATION, TRA MESA FRESCA OREGON - TRAVE
01/06/2022 KEEGAN GRILL -TRAVEL MEAL

TRAVEL, EDUCATION, TRA KEEGAN GRILL - TRAVEL MEAL
01/06/2022 CSULB - EMPLOYEE TRAINING

TRAVEL, EDUCATION, TRA CSULB - EMPLOYEE TRAINING
01/06/2022 CSULB SERVICE FEE - EMPLOYEE TRAININ

TRAVEL, EDUCATION, TRA CSULB SERVICE FEE - EMPLOYEE
01/06/2022 BEST BUY -

ACCOUNTS PAYABLE SUSP BEST BUY -
01/06/2022 O'REILLY'S - EQUIPMENT MAINTENANCE

EQUIPMENT SUPPLIES/M O'REILLY'S - EQUIPMENT MAINT
01/06/2022 PALM SPRINGS AIRPORT PARKING

TRAVEL, EDUCATION, TRA PALM SPRINGS AIRPORT PARKIN
01/06/2022 PALM SPRINGS AIRPORT PARKING - EMPL

ACCOUNTS PAYABLE SUSP PALM SPRINGSAIRPORT PARKIN
01/06/2022 RANGE - EMPLOYEE TRAINING

TRAVEL, EDUCATION, TRA RANGE - EMPLOYEE TRAINING
01/06/2022 HILTON GARDEN INN BURBANK - EMPLOY

TRAVEL, EDUCATION, TRA HILTON GARDEN INN BURBANK
01/06/2022 GALLS - EMPLOYEE UNIFORM

ACCOUNTS PAYABLE SUSP GALLS - EMPLOYEE UNIFORM
01/06/2022 WALMART - DEPT SUPPLIES

SPECIAL DEPT SUPPLIES WALMART - DEPT SUPPLIES
01/06/2022 WALMART-COMMUNITY EVENT SUPPLIE

RECREATION PROGRAMS WALMART- COMMUNITY EVEN
01/06/2022 DOLLAR TREE - COMMUNITY EVENT SUPP

0.00 0.00

0.00 0.00
156.61
156.61

27.97 27.97

80.75 80.75

43.59 43.59

10.72 10.72

6.44 6.44

54.00 54.00

42.00 42.00
114.91
114.91
258.91
258.91
286.91
286.91

49.00 49.00

57.60 57.60
454.00
454.00

12.03 12.03
772.48
772.48

40.91 40,91

40.00 40.00

40.00 40.00
125.00
125.00
393.92
393.92
160.15
160.15

29.72 29.72

52.80 52.80

60.64 1/27/2022 5:01:57 PM Page 4 of 12
19 Check Report
Vendor Number
Date Range; 12/31/x021
Payment Date Payment Type Discount Amount Payment Amount RECREATION PROGRAMS DOLLAR TREE - COMMUNITY EV 60.64
24483471321000
24483471337000
24483471339000
24483471344679

2.4492151315894
24492151340719
24492161324000
24492161341000
74559301341900
24692161315100
24692161317100
24692161318100
24692161320100
24692161322100
74692161322100
24692161327100
24692161327100
24692161329100
24692161335100
24692161335100
74692161336100
24692161337100
24692161337100
24692161340100
24692161343100
24692161343100
Vendor Name
100-1550-7040-0000
Invoice
100-2050-7050-000E
Invoice
100-2050-7050-000E
Invoice
100-2050-7050-000it
Invoice
100-2050-7050-000E
Invoice
100-0000-2026-0000
Invoice
750-7300-7037.0000
Credit Memo
100.0000-2026-0000
Invoice
100-1200-7070-0000
Invoice
100-0000-2026-0000
Invoice
100-2050-7066-0000
lnvolce
100-0000-2026-0000
Invoice
100-2050-7066-0000
Invoice
700-4050-7070-0000
Invoice
100-2050-7066-0000
Invoice
100-2050-7066-0000
Invoice
100-2050-7037-0000
Invoice
100-0000-2026-0000
Invoice
.100-1200-7030-0000
Invoice
100-0000-2026-0000
lnvolce
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
700-4050-7070-0000
Invoice
100.2050.7066-0000
Invoice
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA- VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 PAYPAL- FANDANGO

ACCOUNTS PAYABLE SUSP PAYPAL - FANDANGO
01/06/2022 ZONAR- BATTERIES

VEHICLE MAINTENANCE ZONAR - BATTERIES
01/06/2022 CALCITIES REGISTRATION

ACCOUNTS PAYABLE SUSP CALCITIES REGISTRATION
01/06/2022 FLIPSNACK,COM -SOFTWARE FOR DIGITA
SPECIAL DEPT SUPPLIES FLIPSNACK.COM -SOFTWARE F
01/06/2022 CA SOCIETY OF MUNICIPALITY -

ACCOUNTS PAYABLE SUSP CA SOCIETY OF MUNICIPALITY -
01/06/2022 JOSE CUERVO LAS VEGAS - TRAVEL MEAL

TRAVEL, EDUCATION, TRA JOSECUERVO LASVEGAS -TRAV
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP HOME DEPOT -
01/06/2022 AMAZON -SUPPLIES FOR BIKE PATROLTR

TRAVEL, EDUCATION, TRA AMAZON -SUPPLIES FOR BIKE P
01/06/2022 HOME DEPOT- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES HOME DEPOT -DEPT SUPPLIES
01/06/2022 LITTLE MISS BBQ-TRAVEL MEAL

TRAVEL, EDUCATION, TRA LITTLE MISS BBQ
01/06/2022 LITTLE MISS BBQ PHEONIX-TRAVEL MEA

TRAVEL, EDUCATION, TRA LITTLE MISS BBQ PHEONIX - TRA
01/06/2022 GOSCH FORD HEMET- VEHICLE MAINTEN

VEHICLE MAINTENANCE GOSCH FORD HEMET- VEHICLE
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP

HOME DEPOT -
01/06/2022 WALL ST JOURNAL - MONTHLY SUBSCRIPT

DUES & SUBSCRIPTIONS
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP
D1/06/2022 HOME DEPOT -
ACCOUNTS PAYABLE SUS?
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP
01/06/2022 AMAZON -

ACCOUNTS PAYABLE SUSP

WALL ST JOURNAL- MONTHLYS

HOME DEPOT -

AMAZON -

AMAZON -
01/06/2022 AMERICAN OFFICE SOLUTIONS - DEPT SU

SPECIAL DEPT SUPPLIES AMERICAN OFFICE SOLUTIONS -
01/06/2022 REGIONAL TRAINING CENTER - EMPLOYEE

TRAVEL, EDUCATION, TRA REGIONAL TRAINING CENTER - E
01/05/2022 REGIONAL TRAINING CENTER - EMPLOYEE

0.00 0.00

0.00 9.99

9.99 20.64

20.64 10.80

10.80 6.30

6.30 8.12

8.12 69.56

69.56 -500.00
-500.00
420.00
420.00
400.00
400.00

36.72 36.72

84.10 84.10
116.28
116.28

96.95 96.95

70.58 70.58

5.16 5.16
159.00
159.00
234.15
234.15

0.00 4.00

4.00 0.00 81.83

81.83 0.00 90.38

90.38 0.00 317.73
317.73

0.00 69.92

69.92 0.00 202.95
202.95

0.00 22.90

22.90 0.00 540.75
540.75

0.00 540.75
1/27/2022 5:01:57 PM Page 5 of 12
20 Check Report
Vendor Number
Payment Date
Date Range: 12/31/2021
Payment Type Discount Amount
74707801321030
24717051342173
74793381315000
24793381316000
74793381317000
24793381317000
24793381320000
24793381323000
24793381329000
24793381329000
24793381330000
24793381334563
24793381336000
24793381341000
24793381345000
24793381346000
24801971327726
24801971335726
24801971336690
24801971340690
24801971342690
24941351323825
74943001315036
24943001315036
74943001315978
24943001322978
Vendor Name
100-2050.7066.0000
Invoice
100-3100-7066-0000
Invoice
100-3250-7012-0000
invoice
100-2050-7050-000E
Invoice
100-2050-7050.000E
Invoice
100-2050-7050-000E
Invoke
x,00-2050-7050-000E
Invoice
100-2050-7050-000E
Invoice
100-2050-7050-000E
Invoice
100-2050-7050-O00E
Invoice
100-2050-2050-000E
Invoice
100-2050-7050-0000
Invoice
100-2050-7066-0000
invoice
100-2050-7050-0O0E
Invoice
100-2050-7050-O00E
Invoice
100-2050-7050.000E
Invoice
100-2050-7050-000E
Invoice
100-1550-7040-0000
Invoice
100-1200-7070-0000
Invoice
700-4050-7066-0000
Invoice
700-4050-7066-0000
Invoice
700-4050-7030-0000
invoice
700-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100-2050-7066-0000
Invoice
100-0000-2026-0000
invoice

TRAVEL, EDUCATION, TRA REGIONAL TRAINING CENTER - E
01/06/2022 WORLD OF ASPHALT - EMPLOYEE TRAININ

TRAVEL, EDUCATION, TRA WORLD OF ASPHALT - EMPLOYE
01/06/2022 TITAN TIRE RECYCLING - STREET LIGHT M

STREET LIGHT MAINTENA TITAN TIRE RECYCLING - STREET
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA- VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESTA- VEHICLE CHARGING
01/06/2022 TESLA- VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA- VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA- VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA- VEHICLECHARGING

FUEL TESLA - VEHICLE CHARGING
01/06/2022 GET SAFE USA - EMPLOYEE TRAINING

TRAVEL, EDUCATION, TRA GET SAFE USA- EMPLOYEETRAI
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA - VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA- VEHICLE CHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 TESLA- VEHICLECHARGING

EV CHARGING EXPENSE TESLA - VEHICLE CHARGING
01/06/2022 SIGNS.COM - COMMUNITY EVENTSUPPLI
RECREATION PROGRAMS SIGNS.COM - COMMUNITY EVE
01/06/2022 SIGNS.COM - DEPT SUPPLIES
SPECIAL DEPT SUPPLIES SIGNS.COM - DEPT SUPPLIES
01/06/2022 CALIFORNIA WATER ENVIRONMENT- EM

TRAVEL, EDUCATION, TRA CALIFORNIA WATER ENVIRONM
01/06/2022 CA WATER ENVIRONMENTAL - EMPLOYEE

TRAVEL, EDUCATION, TRA CA WATER ENVIRONMENTAL- E
01/06/2022 CWEA- MEMBERSHIP RENEWAL

DUES & SUBSCRIPTIONS CWEA - MEMBERSHIP RENEWAL
01/06/2022 AVIS RENT -A -CAR - EMPLOYEE TRAVEL

ACCOUNTS PAYABLE SUSP AVIS RENT -A -CAR - EMPLOYEE T
01/06/2022 EMBASSY SUITES HILLSBORO - EMPLOYEE
ACCOUNTS PAYABLE SUSP EMBASSY SUITES HILLSBORO - 0
01/06/2022 EMBASSY SUITES HILLSBORO - TRAVEL
TRAVEL, EDUCATION, TRA EMBASSY SUITES HILLSBORO -7
01/06/2022 AMERICAN AIRLINES -TRAVEL MENDOZA

ACCOUNTS PAYABLE SUSP AMERICAN AIRLINES - TRAVEL
01/06/2022 AMERICAN AIRLINES - EMPLOYEE TRAVEL

0.00 0.00

0.00 0.00
Payment Amount
540.75
531.00
531.00
162.72
162.72

11.47 11.47

9.25 9.25

9.99 9.99

11.66 11.66

11.28 11.28

4.81 4.81

10.56 10.56

5.28 5.28

7.40 7.40
150.00
150.00

20.72 20.72

11.47 11.47

9.99 9.99

16.80 16.80
278.57
278.57
108.40
108.40

50.00 50.00

50.00 50.00
267.00
267.00
733.27
733.27
183.55
183.55
183.55
183.55
125.00
126.00
141.40
1/27/2022 5:01:57 PM Page 6 of 12
21 Check Report
Vendor Number
24943011315010
24943011315010
24943011319010
24943011320010
24943011320010
74943011321010
74943011321010
24943011321010
74943011322010
24943011323010
74943011335010
24943011336010
74943011341010
2494301134201Q
24943011342010
24943011342010
24943011342010
24943011342010
24943011343010
24943011343010
24943011344010
24943011345010
74943001323978
Vendor Name
100.0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100.0000-2026-0000
Invoice
700-4050-7085-0000
Invoice
100-3250-7012-0000
Invoice
700-4050-7070-0000
Invoice
700-4050-7070-0000
Invoice
100-0000-2026-0000
Invoice
700-4050-7090-0000
Invoke
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100.0000-2026-0000
Invoice
700-4050-7070-0000
Invoice
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoice
100-0000-2026-0000
Invoke
700-4050-7070.0000
Invoice
100-0000-2026-0000
Invoice
700-4050-7070-0000
Invoice
100-0000-2026-0000
Invoice
100-2100-7090-0000
Credit Memo
500-0000-7068-0000
Payment Date

ACCOUNTS PAYABLE SUSP
01/06/2022 HOME DEPOT -
Date Range: 12/31/2021
Payment Type Discount Amount Payment Amount
AMERICAN AIRLINES - EMPLOYE 141.40

0.00 9.43

ACCOUNTS PAYABLE SUSP HOME DEPOT -
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP HOME DEPOT -
01/06/2022 HOME DEPOT- BUILDING MAINTENANCE

BUILDING SUPPLIES/MAI HOME DEPOT -
01/06/2022 HOME DEPOT - STREET LIGHT MAINTENA

STREET LIGHT MAINTENA HOME DEPOT -STREET LIGHT M
01/06/2022 HOME DEPOT- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES HOME DEPOT - DEPT SUPPLIES
01/06/2022 HOME DEPOT- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES HOME DEPOT - DEPT SUPPLIES
01/06/2022 HOME DEPOT -
ACCOUNTS PAYABLE SUSP HOME DEPOT-.
01/06/2022 HOME DEPOT - EQUIPMENT MAINTENAN

EQUIPMENTSUPPLIES/M HOME DEPOT - EQUIPMENT MA
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP

HOME DEPOT -

HOME DEPOT

HOME DEPOT -

HOME DEPOT
01/06/2022 HOME DEPOT- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES HOME DEPOT - DEPT SUPPLIES
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP
HOME DEPOT-.

HOME DEPOT -

HOME DEPOT
01/06/2022 HOME DEPOT - DEPT SUPPLIES

SPECIAL DEPT SUPPLIES HOME DEPOT - DEPT SUPPLIES
01/06/2022 HOME DEPOT -

ACCOUNTS PAYABLE SUSP HOME DEPOT -
01/06/2022 HOME DEPOT- DEPT SUPPLIES

SPECIAL DEPT SUPPLIES HOME DEPOT - DEPT SUPPLIES
01/06/2022 HOME DEPOT-
' ACCOUNTS PAYABLE SUSP HOME DEPOT -
01/06/2022 HOME DEPOT - EQUIPMENT

EQUIP SUPPLIES/MAINT HOME DEPOT- EQUIPMENT
01/06/2022 AMERICAN AIRLINES

CONTRACTUAL SERVICE AMERICAN AIRLINES

9.43 0.00 11.83

11.83 0.00 36.38

36.38 0.00 123.56
123.56

0.00 32.59

32.59 0.00 51.62

51.62 0.00 64.12

64.12 0.00 23.44

23.44 0.00 24.21

24.21 0.00 64.03

64.03 0,00 21.46

21.46 0.00 4.28

4.28 0.00 19.37

19.37 0.00 11.83

11.83 0.00 53.16

53.16 0.00 1.03

1.03 0.00 113.47
113.47

0.00 37.68

37.68 0.00 62.43

62.43 0.00 29.09

29.09 0.00

0.00 0.00
122.72
122.72
954.36
954.36
-141.40
-141.40
1/27/2022 5:01:57 PM Page 7 of 12
22 Check Report
Vendor Number
4500
Payable #
Vendor Name

AILEEN TORRES
Payable Type
Account Number
ACT R01195651 Invoke
100-0000-4590-0000
4500
3761
Payable #

AILEENTORRES

AKINS IT INC
Payable Type
Account Number
23257 CHECK 2 Invoice
100-1230-7072-0000
4497
Payable #
12/08/21

PEDRO RICO
Payable Type
Account Number
Invoice
100-2150-7066.0000
4500 AILEEN TORRES
Payable # Payable Type
Account Number
RCT R01195651 C Invoice
A00.0000-4590-0000
1050 AMAZON CAPITALSERVI
Payable # Payable Type
Account Number
170J-J704-XKNK Invoice
100-1225-7025-0000
4501 ANTONIO WHITEHEAD
Payable # Payable Type
Account Number
ACT 01184750 Invoice
100-0000-4570-0000
3068
Payable #
01/04/22
1340
Payable #
$0P54042
5OP54061
1346
Payable #
105817
1382

BRIAN FORD
Payable Type
Account Number
Invoke
100-0000-1520-0000

CPS HR CONSULTING
Payable Type
Account Number
Invoice
100-1240-6050.0000
Invoice
100-1240-6050-0000

CROWN PRODUCTS
Payable Type
Account Number
Invoice
100-6050-7070-5999

DEANN DOBBINS
Post Date
Account Name
01/06/2022 DEPOSIT REFUND

BUILDING RENTAL DEPOSIT REFUND
Payment Date Payment Type
01/07/2022 Regular
Payable Description
Item Description
01/07/2022 Regular
01/07/2022 Regular
Post Date Payable Description
Account Name Item Description
01/06/2022 COMPUTER SUPPLIES

COMPUTER SUPPLIES/MA COMPUTER SUPPLIES
01/07/2022 Regular
Post Date Payable Description
Account Name Item Description
01/06/2022 REIMBURSEMENT FOR EMPLOYEE TRAIN!

TRAVEL, EDUCATION, TRA REIMBURSEMENT FOR EMPLOY
01/07/2022 Regular
Post Date Payable Description
Account Name Item Description
11/07/2022 DEPOSIT REFUND

BUILDING RENTAL DEPOSIT REFUND
CES 01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 OFFICE SUPPLIES

OFFICE SUPPLIES OFFICE SUPPLIES
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name item Description
01/06/2022 DEPOSIT REFUND

COMMUNITY PROGRAMS DEPOSIT REFUND
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 PREPAID PERS RETIREMENT DECEMBER 2

DUE FROM PERS PREPAID PERS RETIREMENT DEC
01/07/2022 Virtual Payment'
Post Date Payable Description
Account Name Item Description
01/06/2022 HIRING COSTS

RECRUITMENT AND HIRI HIRING COSTS
01/06/2022 HIRING COSTS

RECRUITMENT AND HIRI HIRING COSTS
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 DEPT SUPPLIES
SPEC DEPT EXP -ALI. PAR DEPT SUPPLIES
01/07/2022 Virtual Payment
Date Range: 12/31/2021
Discount Amount Payment Amount

0.00 460.00
Discount Amount Payable Amount
Distribution Amount

0.00 460.00
460.00
110906

0.00 -460.00 110906

0.00 3,441.00 110907
Discount Amount Payable Amount
Distribution Amount

0.00 3,441.00
3,441.00

0.00 380.00 110908
Discount Amount Payable Amount
Distribution Amount

0.00 380.00
380.00

0.00 460.00 110909
Discount Amount Payable Amount
Distribution Amount

0.00 460.00
460.00

0.00 50.10 APA000246
Discount Amount Payable Amount
Distribution Amount

0.00 50.10

50.10 0.00 40.00 APA000247
Discount Amount Payable Amount
Distribution Amount

0.00 40.00

40.00 0.00 4,190.00 APA000248
Discount Amount Payable Amount
Distribution Amount

0.00 4,190.00
4,190.00

0.00 3,348.40 APA000249
Discount Amount Payable Amount
Distribution Amount

0.00 2,231.90
2,231.90

0.00 1,116.50
1,116.50

0.00 1,552.88 APA000250
Discount Amount Payable Amount
Distribution Amount

0.00 1,552.88
1,552.88

0.00 460.00 APA000251
1/27/2022 5:01:57 PM Page 8 of 12
23 Check Report
Vendor Number Vendor Name
Payable # Payable Type
Account Number
RCT 01194677 Invoice
L00-0000-4570-0000
2588
Payable #
79107

FAST LUBE AND TUNE
Payable Type
Account Number
Invoice
750-7600-7037-0000
1615 HEIDI LOMBARDI
Payable Payable Type
Account Number
RCT 01202830 Invoice
100-0000-4570-0000
4290
Payable #
4103

USA WISE CONSULTING,
Payable Type
Account Number
Invoice
215-0000-7068-0000
215-0000-7068-0000
4498 MICAELA MIXON
Payable # Payable Type
Account Number
RCT R01204765 Invoice
100-0000-4570-0000
4502
Payable #

MY FOCUS TAEKWONDO
Payable Type
Account Number
RCT 01192761 Invoice
100.0000-4570-0000
1984
Payable #
168830
169102
169720
169723
169742
169805
169806

1.69823

1.69893

1.69894

NAPA AUTO PARTS
Payable Type
Account Number
Invoice
100-6050-7037-0000
Invoice
100-6050-7037-0000
Invoice
100-6050-7037.0000
Invoice
750-7600-7037-0000
Credit Memo
750-7600-7037-0000
Invoice
100-6050-7037-0000
Invoice

1.00-6050-7037-0000
Invoice
,100-6050-7037.0000
Invoice
100-6050-7037-0000
Invoice
Date Ranger 12/31/2021
Payment Date Payment Type Discount Amount Payment Amount Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/06/2022 DEPOSIT REFUND 0.00 460.00
COMMUNITY PROGRAMS DEPOSIT REFUND 460.00
01/07/2022 Virtual Payment 0.00 89.99 APA000252
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/06/2022 VEHICLE MAINTENANCE 0.00 89.99
VEHICLE MAINTENANCE VEHICLE MAINTENANCE 89.99
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 DEPOSIT REFUND

COMMUNITY PROGRAMS DEPOSIT REFUND
INC 01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 Housing Element Update
CONTRACTUAL SERVICES Housing Element Update
CONTRACTUAL SERVICES Housing Element Update
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 DEPOSIT REFUND

COMMUNITY PROGRAMS DEPOSIT REFUND

0.00 40.00 APA000253
Discount Amount Payable Amount
Distribution Amount

0.00 40.00

40.00 0.00 3,661.25 APA000254
Discount Amount Payable Amount
Distribution Amount

0.00 3,661.25
2,789.59
871.66

0.00 425.00 APA000255
Discount Amount Payable Amount
Distribution Amount

0.00 425.00
425.00
01/07/2022 Virtual Payment 0.00 500.00 APA000256
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/06/2022 DEPOSIT REFUND 0.00 500.00
COMMUNITY PROGRAMS DEPOSIT REFUND 500.00
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 VEHICLE MAINTENANCE

VEHICLE MAINTENANCE VEHICLE MAINTENANCE
01/06/2022 VEHICLE MAINTENANCE

VEHICLE MAINTENANCE VEHICLE MAINTENANCE

0.00 323.21 APA000257
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

0.00 11.46

11.46 27.99

27.99 43.63

43.63 32.31

32.31 -56.56
-56.56
01/06/2022 VEHICLE MAINTENANCE 0.00 3.22
VEHICLE MAINTENANCE VEHICLE MAINTENANCE 3.22
01/06/2022 VEHICLE MAINTENANCE

VEHICLE MAINTENANCE VEHICLE MAINTENANCE
01/06/2022 VEHICLE MAINTENANCE

0.00 0.00

74.34 74.34
157.75
157.75

21.54 21.54

7.53 1/27/2022 5:01:57 PM Page 9 of 12
24 Check Report
Vendor Number
Date Range: 12/31/2021
Vendor Name Payment Date Payment Type Discount Amount Payment Amount 100-6050-7037-0000 VEHICLE MAINTENANCE VEHICLE MAINTENANCE 7.53 1317
Payable #
73853839
3031
Payable
51911

OCCUPATIONAL HEALTH CENTERS
Payable Type
Account Number
Invoice
750-7600-6019.0000

SMARTHIRE
Payable Type
Account Number
Invoice
100-1240-6050-0000
4499 SUNDANCE COMMUNITY
Payable Payable Type
Account Number
RCT R01188611 Invoke
100-0000-4570-0000
4267
Payable It
3265
Payable #
17393
17497
17812
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 EMPLOYEE MEDICAL SERVICES

FIRST AID EMPLOYEE MEDICAL SERVICES
01/07/2022 Virtuai Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 HIRING COSTS

RECRUITMENT AND HIRI HIRING COSTS

0.00 45.00 APA000258
Discount Amount Payable Amount
Distribution Amount

0.00 45.00

45.00 0.00 404.50 APA000259
Discount Amount Payable Amount
Distribution Amount

0.00 404.50
404.50
ASSOCIATION 01/07/2022 Virtual Payment 0.00 500.00 APA000260 Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/06/2022 DEPOSIT FOR USAGE OF THE MT. VIEW PA 0.00 500.00 COMMUNITY PROGRAMS DEPOSIT FOR USAGE OF THE MT 500.00

THERESA MICHEL INVESTIGATIONS
Payable Type
Account Number
Invoice
X00-1240-6050-0000
01/07/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/06/2022 HIRING COSTS

RECRUITMENT AND HIRI HIRING COSTS
TOWNSEND PUBLIC AFFAIRS, INC 01/07/2022 Virtual Payment Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/06/2022 CONSULTING SERVICES
100-1200-7068-0000 CONTRACTUAL SERVICES CONSULTING SERVICES Invoice
100-1200-7068-0000
Invoice
100-1200-7068-0000
2466 UNITED RENTALS
Payable # Payable Type
Account Number
201044329-001 Invoice
100-3250-7075-0000
4503

0.00 300.00 APA000261
Discount Amount Payable Amount
Distribution Amount

0.00 300.00
300.00

0.00 6,000.00 APA000262
Discount Amount Payable Amount
Distribution Amount

0.00 2,000.00
2,000.00
01/06/2022 CONSULTING SERVICES 0.00 2,000.00
CONTRACTUAL SERVICES CONSULTING SERVICES 2,000.00
01/06/2022 CONSULTING SERVICES 0.00 2,000.00
CONTRACTUAL SERVICES CONSULTING SERVICES 2,000.00
01/07/2022 Virtual Payment 0.00 1,092.59 APA000263
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/06/2022 BACKHO£ RENTAL 0,00 1,092.59
EQUIPMENT LEASING/RE BACKHOE RENTAL 1,092.59
ZELDAAUSTIN 01/07/2022 Virtual Payment

0.00 25.00 APA000264
1/27/2022 5:01:57 PM

Page 10 of 12 ends

25 Check Report
Vendor Number
Payable #
LIC 0024254
Vendor Name
Payable Type
Account Number
Invoice
..00.240-7081-0000
Date Range: 12/31/2021
Payment Date Payment Type Discount Amount Payment Amount Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/06/2022 PET LICENSE REFUND 0.00 25.00
CLAIM COSTS PET LICENSE REFUND 25.00
Payment Type
Regular Checks
Manual Checks
Voided Checks
Bank Drafts
EFT's
Virtual Payments
Bank Code APBNK Summary
Payable
Count
4 0
0 0
152
31 Payment
Count
4 0
1 0
1 19
Discount

0.00 0.00

0.00 0.00
Payment
4,741.00

0.00 -460.00

0.00 18,907.56
23,047.92
187 25 0.00 46,236.48
1/27/2022 5:01:57 PM

Page 11 of 12 ends

26 Check Report
All Bank Codes Check Summary
Date Range: 12/31/2021
Payable Payment
Payment Type Count Count Discount Payment
Regular Checks 4 4 0.00 4,741.00
Manual Checks 0 0 0.00 0.00
Voided Checks 0 1 0.00 -460.00
Bank Drafts 0 0 0.00 0.00
EFT's 152 1 0.00 18,907.56
Virtual Payments 31 19 0.00 23,047.92
187 25 0.00 46,236.48
Fund Summary
Fund Name Period Amount
999 POOLED CASH 1/2022 46,236.48
46,236.48
1/27/2022 5:01:57 PM

Page 12 of 12 ends

27 Item 2.

AGENDA ITEM NO.

BEAUMONT
`C A L I F O R N I A -

WARRANTS TO BE RATIFIED
Thursday, January 13, 2022
Printed Checks 110910 $ 41,943.78 Fritts Ford Truck Purchase 110911-110913 $ 38,588.85 FY 21122
ACH 556 $ 4,172.18
NvoicePay APA000265-APA000302 $ 140,050.76
A/P Total $ 224,755.57
Bank Drafts MG Trust $ 26,040.I7 457 Paydate 1/10/22
$ 3,765.28 401aPaydate 1110/22
$ 670.56 FICA Payable 1/10/22
Cal PERS
$ 46,995.07 742 Classic
$ 46,150.59 743 Classic
$ 18,268.05 27308 PEPRA
$ 16,304.28 25763 PEPRA
Wires $ 2,000,000.00 Payroll

I DO HEREBY CERTIFY THIS WARRANT LIST HAS BEEN COMPILED AND PREPARED TO MEET THE DAILY OPERATIONS FOR THE FISCAL YEAR JULY 1, 2021 - JUNE 30, 2022 SIGNATURE:

TITLE: CITY TREAS
SIGNATURE:

TITLE: FINA P • CT
28 BEAUMONT
--cw■iteS,I!R--
Vendor Number
Bank Code: APBNK-AP
2264
Payable #
INV0000334
INV0000353
INV0000372,
INV0000391,
1532
Payable #
F02100
1428
Payable #
581186 2021 Q4
4504
Payable #
1/10-1/14/22
City of Beaumont, CA
Vendor Name
Bank
SEIU
Payable Type
Account Number
Invoice
100-0000-2061-0000
Invoke
100-0000-2061-0000
Invoice
100.0000-2061-0000
Invoice
100-0000-2051.0000

FRITTS FORD
Payable Type
Account Number
Invoice
700-4050.8060.0000

DIVISION OF STATE A
Payable Type
Account Number
Invoice
100-0000-2235.0000

SHANNAN DOYLE
Payable Type
Account Number
Invoice
100-2090-7066-0000
Payment Date Payment Type
Post Date
Account Name
11/19/2021 SEIU DUES
P.E.R.C. DUES & INS SEIU DUES
11/19/2021 SEIU DUES
P.E.R.C. DUES & INS SEIU DUES
01/13/2022 EFT
Payable Description
Item Description
12/03/2021 SEIU DUES
P.E.R.C. DUES & INS SEIU DUES
12/03/2021 SEIU DUES
P.E.R.C. DUES & INS SEIU DUES
01/12/2022 Regular
Post Date Payable Description
Account Name Item Description
01/12/2022 2022 F250 WASTEWATER
VEHICLES 2022 F250 WASTEWATER
RCHITECT 01/13/2022 Regular
Post Date Payable Description
Account Name Item Description
01/11/2022 5B1186 2021 Q4 FEES
BUSINESS LICENSE-SB118 SB1186 2021 Q4 FEES
Check
Item 2.

By Check Number
Date Range: 01/08/2022 - 01/13/2022
Discount Amount Payment Amount Number

0.00 4,172.18 556
Discount Amount Payable Amount
Distribution Amount
0,00

30.00 30.00

0.00 2,043.65
2,043.65

0.00 30.00

30.00 0.00 2,068.53
2,068.53

0.00 41,943.78 110910
Discount Amount Payable Amount
Distribution Amount
0,00 41,943.78
41,943.78

0.00 52.00 110911
Discount Amount Payable Amount
Distribution Amount
0,00 52.00

52.00 01/13/2022 Regular 0.00 406.00 110912
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/13/2022 RECORDS CLERK TRAINING 0.00 406.00
TRAVEL, EDUCATION, TRA RECORDS CLERK TRAINING 406.00
2311 SOUTHERN CALIFORNIA EDISON
01/13/2022 Regular

0.00 38,130.85 110913
1/13/2022 6:43:15 PM

Page 1 of 9 ends

29 Check Report
Vendor Number
Payable #
1/12/22
1042
Payable #
46902
46973
4702
1050
Payable #
1DNH-YQ4Q-WN
1NDH-NGNL-RCF
1RFP-T6GH-WMP
3831
Payable #
649928
1080
Payable #
10478608
10519463
10588272
Vendor Name
Payable Type
Account Number
Invoice
100.3250-7010-0000
100-3250-7010-003X
100.3250-7010-0068
200-3250-7010-007A
100-3250-7010-007_3
100-3250-7010-008A
100-3350-7010-0080
100-3250.7010-011A
100-3250-7010.0148
100-3250-7010-014X
100-3250-7010-018X
100-3250-7010-019C
100-3250-7010-06A1
100-6050-7010-0000
100-6050-7010-002X
100-6050-7010-005)(
100-6050-7010.007A
100.6050-7010.5400
100.6050-7010-5500

ALL PURPOSE RENTALS
Payable Type
Account Number
Invoice
500-0000-8990.0000
Invoice
500-0000-8990-0000
Invoice
100-2050.7070-0000
Payment Date Payment Type
Post Date Payable Description
Account Name Item Description
01/12/2022 ELECTRIC UTILITY

UTILITIES ELECTRIC UTILITY
UTILITIES (IA 3) ELECTRIC UTILITY

UTILITIES (IA GB) ELECTRIC UTILITY
UTILITIES (IA 7A) ELECTRIC UTILITY
UTILITIES (IA 73) ELECTRIC UTILITY
UTILITIES (1A 8A) ELECTRIC UTILITY
UTILITIES (IA 8C) ELECTRIC UTILITY
UTILITIES (IA 11A) ELECTRIC UTILITY
UTILITIES (IA 143) ELECTRIC UTILITY
UTILITIES (1A 14) ELECTRIC UTILITY
UTILITIES (IA 18) ELECTRIC UTILITY
UTILITIES (IA 19C) ELECTRIC UTILITY
UTILITIES (IA 6A1) ELECTRIC UTILITY

UTILITIES ELECTRIC UTILITY
UTILITIES IA 2 ELECTRIC UTILITY
UTILITIES 1A5 ELECTRIC UTILITY
UTILITIES IA 7A ELECTRIC UTILITY

UTILITIES, PARK (SPORTS ELECTRIC UTILITY

UTILITIES, PARK (STEWAR ELECTRIC UTILITY
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 EQUIPMENT RENTAL

CAPITAL OUTLAY EQUIPMENT RENTAL
01/13/2022 EQUIPMENT RENTAL

CAPITAL OUTLAY EQIPMENT RENTAL
01/13/2022 EQUIPMENT RENTAL

SPECIAL DEPT SUPPLIES EQUIPMENT RENTAL

AMAZON CAPITAL SERVICES
Payable Type
Account Number
Invoice
100-1350-7025-0000
Invoice
100-2050-7025-0000
Invoice
100-2030-7025-0000

ANIMAL PEST MANAG
Payable Type
Account Number
Invoice
700.4050-7068-0000

ARAMARK
Payable Type
Account Number
Invoice
100-2050-7025-0000
Invoice
100-2050-7025-0000
Invoice
100.2050.7025-0000
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES OFFICE SUPPLIES
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES OFFICE SUPPLIES

OFFICE SUPPLIES
EMENT SERVICES, INC 01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES
Item Description

OFFICE SUPPLIES

OFFICE SUPPLIES
Date Range: 01/08/20
Discount Amount Payment Amount
Discount Amount Payable Amount
Distribution Amount

0.00 38,130.85
17, 015.55
3,063.00
2,472.87
18,87

29.83 1,076.69
789.13
184.02

59.78 2,645.04
140.30
3,268.09
1,093.06
822.87
213.45
4,944.21

25.11 196.30

72.68 0.0D 1,701.34 APA000265
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

0.00 1,048.38
1,048.38
580.80
580,80

72.16 72.16

0.00 227.60 APA000266
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

0.00 34.24

34.24 143.02
143,02

50.34 50.34

0.00 227.50 APA000267
Discount Amount Payable Amount
Distribution Amount
0,00
22730
227.50

0.00 4,062.78 APA000268
Discount Amount Payable Amount
Distribution Amount

0.00 156.91
156.91
0,00

0.00 165.94
165.94
191.82
191.82
1/13/2022 6:43:15 PM

Page 2 of 9 ends

22 30

Check Report
Vendor Number
10708216
10743903
1075264a
10827777,
10905759
20980251
11073355
11344697
11460777
11553025
11613115
11703992
11829972
11922585
4388
Payable #
0112301.0033
CL12302.0033
CL12303-0033
1127
Payable #
509236
1161
Payable #
42106
42215
Vendor Name
Invoice
100-2050-7025-0000
Invoice
100-2050-7025.0000
Invoice
100-2050-7025-0000
Invoice
100-2050-7025-0000
Invoice
100-2050-7025-0000
Invoice
.100-2050-7025-0000
Invoice
10Q-2050-7025.0000
Invoice
100-2050-7025-0000
Invoice
100-2050-7025-0000
Invoice
100.2050-7025-0000
Invoice
100-2050-7025.0000
Invoice
100-2050-7025-0000
Invoice
100-2050-7025-0000
Invoke
100-2050-7025-0000
Payment Date
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES
Payment Type

OFFICE SUPPLIES

OFFICE SUPPLIES
BABCOCK LABORATORIES, INC 01/13/2022 Virtual Payment
Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/13/2022 WWTP-ANALYTICAL SERVICES
700-4050-7068-0000 CONTRACTUAL SERVICES WWTP - ANALYTICAL SERVICES Invoice
700-4050-7068-0000
Invoice
700-4050.7068-0000

BEAUMONT DO IT BEST H
Payable Type
Account Number
Invoice
100-2050-7025-0000
310-TOX LABORATORIES
Payable Type
Account Number
Invoice
100-2050-7068-0000
Invoice
100-2050-7068-000Q
01/13/2022 WWTP-ANALYTICAL SERVICES

CONTRACTUAL SERVICES WWTP-ANALYTICAL SERVICES
01/13/2022 WWTP-ANALYTICAL SERVICES

CONTRACTUAL SERVICES WWTP-ANALYTICAL SERVICES
OME CENTER 01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES OFFICE SUPPLIES
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES
01/13/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES
3602 BURRTEC WASTE GROUP, INC
01/13/2022 Virtual Payment
Date Range: 01/08/20
Discount Amount Payment Amount

0.00 157.90
157.90

0.00 0.00
0,00

0.00 0.00

0.00 0.00
0,00

0.00 0.00

0.00 88.54

88.54 157.90
157.90
245.64
245.64
362.98
362.98
320,25
320.25
313.14
313.14
169.16
169.16
302.20
302.20
172.91
172.91
295.86
295.86
360.56
360.56
337.72
337.72
263.35
263.35

0.00 1,470.00 APA000269
Discount Amount Payable Amount
Distribution Amount

0.00 490.00
490.00

0.00 0.00
490.00
490.00
490.00
490.00

0.00 62.88 APA000270
Discount Amount Payable Amount
Distribution Amount

0.00 62.88

62.88 0.00 808.00 APA000271
Discount Amount Payable Amount
Distribution Amount

0.00 679.00
679.00

0.00 129,00
129.00

0.00 32,165.62 APA000272
22 1/13/2022 6:43:15 PM Page 3 of 9
31 Check Report
Vendor Number
Payable #
1052022-1.
1196
Payable #
;4293
1302
Payable #
2101448
4459
Payable #
BEAU1KKKK1
BEAUIKKKK2
1424
Payable #
035168908X2112
035168915X2112
039668521X2201
045085274X2201,
051553347X2201
051553389X2112
051885754X2207,
063515264X2201
1479
Payable #
0162981 -IN
1509
Payable #
7-601-72846
4400
Vendor Name
Payable Type
Account Number
Invoice
700-4050-7068-0000
Payment Date Payment Type
Post Date Payable Description
Account Name Item Description
01/13/2022 SLUDGE HAULING SERVICES

CONTRACTUAL SERVICES SLUDGE HAULING SERVICES

CALIFORNIA BUILDING OFFICIALS
Payable Type Post Date
Account Number
Invoice
240-2330-7066-0000
Account Name
01/13/2022 TRAINING

TRAVEL, EDCUATION, TRA TRAINING
01/13/2022 Virtual Payment
Payable Description
Item Description
CLINICAL LABORATORY OF SAN BERNARDINO, = 01/13/2022 Virtual Payment Payable Type
Account Number
Invoice
700-4050-7068-0000
CUB[CLES.COM
Payable Type
Account Number
Invoice
240-2390-7036.0000
Invoice
100-2090-7070-0000

DIRECTV
Payable Type
Account Number
Invoice
100-6000-7010-6060
Invoice
100.6000.7010-6065
Invoice
100-6000-7010-6055
Invoice
100-6000-7010.604Q
Invoice
100-6000-7010-6025
Invoice
A00-6000-7010-6028
Invoice
100-6000-7010-6045
Invoice
100.6000-7010-6041

ENTENMANN-ROVIN CO
Payable Type
Account Number
Invoice
100-2050-7065-0000
FEDEX
Payable Type
Account Number
Invoice
100-2050-7025-0000
Post Date Payable Description
Account Name Item Description
01/13/2022 Clinical Labs
CONTRACTUAL SERVICES Clinical Labs
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 Purchase of Cubicles for PD Annex
GRANT SPECIFIC COSTS 5'x5'x52" 02 Now Powered Cubl
01/13/2022 Sit/Stand Desk for Evidence
SPECIAL DEPT SUPPLIES Sit/Stand Desk for Evidence
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 TELEVISION UTILITY
UTILITIES - 713 W 4TH ST TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY
UTILITIES - 550 CALIF AVE TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

UTILITIES - FIRE STATION TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

UTILITIES - POLICE DEPT TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

UTILITIES - CITY HALL TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

UTILITIES- CITY HALL BLD TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

UTILITIES - COMMUNITY TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

UTILITIES - POLICE ANNEX TELEVISION UTILITY
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name
01/13/2022 UNIFORMS

UNIFORMS UNIFORMS
Item Description
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name
01/13/2022 OFFICE SUPPLIES

OFFICE SUPPLIES

FROG ENVIRONMENTAL INC
Item Description

OFFICE SUPPLIES
01/13/2022 Virtual Payment
Date Range: 01/08/20
Discount Amount Payment Amount
Discount Amount Payable Amount
Distribution Amount

0.00 32,165.62
32,165.62
0,00 210.00 APA000273
Discount Amount Payable Amount
Distribution Amount

0.00 210.00
210,00

0.00 11,455,00 APA000274
Discount Amount Payable Amount
Distribution Amount

0.00 11,455.00
11,455.00

0.00 5,742.01 APA000275
Discount Amount Payable Amount
Distribution Amount

0.00 5,029.77
5,029.77

0.00 712.24
712.24

0.00 779.97 APA000276
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

65.69 65.69

88.24 88.24

90.69 90.69
125.69
125.69

65.69 65.69

65.69 65.69
212.59
212.59

65.69 65.69

0.00 151.90 APA000277
Discount Amount Payable Amount
Distribution Amount

0.00 151.90
151.90
0,00 15.80 4P4000278
Discount Amount Payable Amount
Distribution Amount

0.00 15.80

15.80 0.00
195.00 APA000279
22 1/13/2022 6:43:15 PM Page 4 of 9
32 Check Report
Vendor Number
Payable #
INV-005682
1533
Payable #
213-181-1343-03
323-156-8188-0Z
951-197-0835-05
951-769-$500-01
951-769-8520.0,
951-769-8530-06
951-769-8537-03
951-769.8538-06
951-769-8539-04
1553
Payable #
601517827
8C1521209
1583
Payable #
29653
29660
4181
Payable #
793012
1806
Payable #
461609950
Vendor Name
payable Type
Account Number
Invoice
700-4050-7068-0000
Payment Date Payment Type
Post Date Payable Description
Account Name Item Description
01/13/2022 SWPPP & NOI SERVICES
CONTRACTUAL SERVICES SWPPP & NOl SERVICES

FRONTIER COMMUNICATIONS
Payable Type Post Date
Account Number
Invoice
700-4050-7015-0000
Invoice

1.00.1230-7015-6060
Invoice
700.4050-7015-0000
Invoice
100.1230-7015-6040
Invoice
100-1230-7015-6025
Invoice
750-7000-7015-0000
Invoice
100-1230-7015-6060
Invoke
100-1230-7015-6048
Invoice
100-1230-7015.6045
GALLS INC.

Payable Type
Account Number
Invoice
100-2050-7065-000Q
Invoice
100-2050-706-0000

GRAFIX SYSTEMS
Payable Type
Account Number
Invoice
100-2000-7037-0000
Invoice
100-2050-7037-0000

HASA, INC
Payable Type
Account Number
Invoice
700.4050-7070-0000

KONICA MINOLTA PREMIER
Payable Type
Account Number
Invoice
100-1230-7075-6026
700-4050-7075-0000
01/13/2022 Virtual Payment
Payable Description
Account Name Item Description
01/13/2022 INTERNET UTILITY

TELEPHONE
01/13/2022 INTERNET UTILITY
TELEPHONE (4th ST YARD
01/13/2022 INTERNET UTILITY

TELEPHONE
01/13/2022 INTERNET UTILITY

TELEPHONE (POLICE DPT)
01/13/2022 INTERNET UTILITY

TELEPHONE (CITY HALL)
01/13/2022 INTERNET UTILITY

TELEPHONE
01/13/2022 INTERNET UTILITY
TELEPHONE (4th ST YARD
01/13/2022 INTERNET UTILITY

TELEPHONE (POOL)
01/13/2022 INTERNET UTILITY

TELEPHONE (COMM CTR)
Post Date

INTERNET UTILITY

INTERNET UTILITY
01/13/2022 Virtual Payment
Payable Description
Account Name
01/13/2022 UNIFORMS

UNIFORMS
01/13/2022 UNIFORMS

UNIFORMS
Item Description

UNIFORMS

UNIFORMS
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 VEHICLE MAINTENANCE

VEHICLE MAINTENANCE VEHICLE MAINTENANCE
01/13/2022 VEHICLE MAINTENANCE

VEHICLE MAINTENANCE VEHICLE MAINTENANCE
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name
01/13/2022 CHEMICALS

SPECIAL DEPT SUPPLIES
Item Description

CHEMICALS
FINANCE 01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/24/2022 EQUIPMENT RENTAL

EQUIPMENT LEASING/RE EQUIPMENT RENTAL

EQUIPMENT LEASING/RE EQUIPMENT RENTAL
1856 LEXISNEXIS RISK SOLUTIONS
01/13/2022 Virtual Payment
Date Range: 01/08/202
Discount Amount Payment Amount
Discount Amount Payable Amount
Distribution Amount

0.00 195.00
195.00
Item 2.

0.00 3,109.57 APA000280
Discount Amount Payable Amount
Distribution Amount

0.00 0,00

0.00 0.00

0.00 0,00

0.00 69.47

69.47 85.98

85.98 800.00
800.00
1,354.87
1,354.87
204.82
204.82
237.30
237.30
107.69
107.69

82.99 82.99
166.45
166.45

0.00 1,258.54 APA000281
Discount Amount Payable Amount
Distribution Amount

0.00 0.00
1,176.78
1,176.78

81.76 81.76

0.00 2,712.42 APA000Z82
Discount Amount Payable Amount
Distribution Amount

0.00 644.41
644.41

0.00 2,068.01
2,068.01

0.00 2,415.40 APA000283
Discount Amount Payable Amount
Distribution Amount

0.00 2,415.40
2,415.40

0.00 600.17 APA000284
Discount Amount Payable Amount
Distribution Amount

0.00 0.00
600.17
420.12
180.05
171.70 APA000285
22 1/13/2022 6;43:15 PM Page 5 of 9

Check Report
Vendor Number Vendor Name
Payable # Payable Type
Account Number
1535776-202112 Invoice
100-2050-7030-0000
3186
Payable #

MWH CONSTRUCTORS INC
Payable Type
Account Number
21-30505107-27 Invoice
710-0000-8030-0000
2009
Payable #

O'REILLYAUTO PARTS
Payable Type
Account Number
Z078-40436], invoice
100-6050-7037-0000
4170
Payable #
213733
2082
Payable #
470519
3652
Payable #
23250529
2098
Payable #
2133928Q
2104
Payable #
123121
3498
Payable #
22354
2382
Payable #

PACIFIC STAR CHEMICAL,
Payable Type
Account Number
Invoice
700-4050-7070-0000
Date Range: 01/08/202
Payment Date Payment Type Discount Amount Payment Amount Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/13/2022 DUES AND SUBSCRIPTIONS 0.00 171.70
DUES & SUBSCRIPTIONS DUES AND SUBSCRIPTIONS 171.70
Item 2.
01/13/2022 Virtual Payment 0.00 23,053.66 APA000286
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/13/2022 BRINE LINE INSTALLATION CONSTRUCTIO 0.00 23,053.66 CAPITAL IMPROVEMENT BRINE LINE INSTALLATION CONS 23,053.66 01/13/2022 Virtual Payment 0.00
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/13/2022 VEHICLE MAINTENANCE 0.00 5.06
VEHICLE MAINTENANCE VEHICLE MAINTENANCE 5.06
LLC 01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 Chemical Supplies for WWTP
SPECIAL DEPT SUPPLIES Chemical Supplies for WWTP

PROFORCE LAW ENFORCEMENT
Payable Type
Account Number
Invoice
.100-2050-7070-0000
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 SPECIAL DEPARTMENT SUPPLIES

SPECIAL DEPT SUPPLIES SPECIAL DEPARTMENT SUPPLIES
PRUDENTIAL OVERALL SUPPLY 01/13/2022 Virtual Payment
Payable Type
Account Number
invoice
700-4050-7065-0000

QUILL CORPORATON
Payable Type
Account Number
Invoice
100-2000-7025-0000
100.2050.7025-0000

RAMONA HUMANE SOCI
Payable Type
Account Number
Invoice
100-2000-7068-0000
5KM ENGINERRING LLC
Payable Type
Account Number
Invoice
700-4050-7068.0000

T MOBILE
Payable Type
Account Number
9478813820 Invoice
100-2050-7070-0000
2479039501 Invoice
Post Date Payable Description
Account Name Item Description
01/13/2022 WW - Prudential Uniforms
UNIFORMS WW - Prudential Uniforms
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022

OFFICE SUPPLIES

ETY INC
Post Date

OFFICE SUPPLIES

OFFICE SUPPLIES
01/13/2022 Virtual Payment

5.06 APA000287

0.00 7,977.26 APA000288
Discount Amount Payable Amount
Distribution Amount

0.00 7,977.26
7,977.26

0.00 175.85 APA000289
Discount Amount Payable Amount
Distribution Amount

0.00 175.85
175.85

0.00 85.41 APA000290
Discount Amount Payable Amount
Distribution Amount

0.00 85.41

85.41 0.00 337.05 APA000291
Discount Amount Payable Amount
Distribution Amount

0.00 337.05

16.85 320.20

0.00 3,026.05 APA000292
Payable Description Discount Amount Payable Amount
Account Name Item Description Distribution Amount
01/13/2022 Ramona Humane Society Sheltering Servl 0.00 3,026.05 CONTRACTUAL SERVICES Ramona Humane Society5heite 3,026.05 01/13/2022 Virtual Payment 0.00 505.14 APA000293
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/13/2022 SCADA SERVICES 0.00 505.14
CONTRACTUALSERViCES SCADA SERVICES 505.14
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 SPECIAL DEPT SUPPLIES

SPECIAL DEPT SUPPLIES SPECIAL DEPT SUPPLIES
01/13/2022 SPECIAL DEPT SUPPLIES

0.00 2,540.00 APA000294
Discount Amount Payable Amount
Distribution Amount

0.00 0.00
800.00
800.00
810.00
22 1/13/2022 6:43:15 PM Page 6 of 9
34 Check Report
Vendor Number
9479039502
9479574975
2407
Payable #
03822937417 1/1
05789544425 1/1
12604948096 1/1
2430
Payable #
0013594122021
0014188122021,
0241971122521
2461
Payable #
1220210047
D5B20206311
3310
Payable #
Vendor Name
100.2050.7070-0000
Invoice
100-2050-7070-0000
Invoice
100-2050-7070-0000

THE GAS COMPANY
Payable Type
Account Number
Invoice
100-6000-7010-6041
Invoice
100.6000-7010.6045
Invoice
700-4050-7010-0000

TIME WARNER CABLE
Payable Type
Account Number
Invoice
,L00-1230-7015-6040
Invoice
100.1230-7015-6055
Invoice
100-1230-7015-6025
Payment Date Payment Type

SPECIAL DEPT SUPPLIES SPECIAL DEPT SUPPLIES
01/13/2022 SPECIAL DEPT SUPPLIES

SPECIAL DEPT SUPPLIES SPECIAL DEPT SUPPLIES
01/13/2022 Virtual Payment
Past Date Payable Description
Account Name Item Description
01/13/2022 GAS UTILITY

UTILITIES- POLICE ANNEX GAS UTILITY
01/13/2022 GAS UTILITY

UTILITIES - COMMUNITY GAS UTILITY
01/13/2022 GAS UTILITY

UTILITIES GAS UTILITY
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 TELEVISION UTILITY

TELEPHONE (POLICE DPI) TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY
TELEPHONE {MAPLE AVE} TELEVISION UTILITY
01/13/2022 TELEVISION UTILITY

TELEPHONE (CITY HALL) TELEVISION UTILITY
UNDERGROUND SERVICE ALERT 01/13/2022 Virtual Payment
Payable Type Post Date
Account Number Account Name Item Description
Invoice 01/13/2022 DIG ALERT -SEWER
700-4050-7068-0000 CONTRACTUAL SERVICES DIG ALERT -SEWER Payable Description
Invoice 01/13/2022 DIG ALERT- SEWER
700-4050-7068-0000 CONTRACTUAL SERVICES DIG ALERT SEWER

UNITED WINDOW TINT
Payable Type
Account Number
11/19/21 CHARG Invoice
100-2050-7037-0000
2484
Payable #
9895781925
9895989945
9895989946

VERIZON
Payable Type
Account Number
Invoke
100-1230-7015-0000
Invoice
100-1230-7015-0000
750-7000-7015-0000
Invoice
750.7100-7015-0000
750-7400-7015-0000
750-7600-7015-0000
750-77001015-0000
750-7800-7015-0000
750-7900.7015-0000
750-8000.7015-0000
750-8100-7015-0000
01/18/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 VEHICLE MAINTENANCE

VEHICLE MAINTENANCE VEHICLE MAINTENANCE
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name
01/13/2022 PHONE UTILITY

TELEPHONE
01/13/2022 PHONE UTILITY

TELEPHONE

TELEPHONE
01/13/2022 PHONE UTILITY

TELEPHONE

TELEPHONE
Item Description

PHONE UTILITY

PHONE UTILITY
Date Range: 01/08/20
Discount Amount Payment Amount
810.00

0.00 0.00
810.00
810.00
120.00
120.00

0.00 2,365.39 APA000295
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

0.00 214.43
214.43
1,083.08
1,083.08
1,067.88
1,067.88

0.00 3,013.63 APA000296
Discount Amount Payable Amount
Distribution Amount

0.00 151.27
151.27

0.00 0.00

50.03 50.03
2,812.33
2,812.33

0.00 219.56 APA000297
Discount Amount Payable Amount
Distribution Amount

0.00 0.00
125.50
125.50

94.06 94.06

0.00 250,00 APA000298
Discount Amount Payable Amount
Distribution Amount

0.00 250.00
250.00

0.00 13,948.33 APA000299
Discount Amount Payable Amount
Distribution Amount

0.00 6,477.74
6,477.74
0,00 5,427.01
2,713.50
2,713.51

0.00 1,840.48
175.21
524.54
438.03
175.77

87.79 87.79

87.79 175.77
22 1/13/2022 6:43:15 PM Page 7 of 9
35 Check Report
Vendor Number Vendor Name Payment Date Payment Type
750-8200-7015-0000 TELEPHONE PHONE UTILITY
9895989947 Invoice 01/13/2022 PHONE UTILITY
100-1230-7015-0000 TELEPHONE PHONE UTILITY
9895989948 Invoice 01/13/2022 PHONE UTILITY
100-1230-7015-0000 TELEPHONE PHONE UTILITY
9895989949 Invoice 01/13/2022 PHONE UTILITY
100-1230-7015-0000 TELEPHONE PHONE UTILITY
2516
Payable #
17759
2555
Payable #
401136448
2556
Payable #

VOHNE LICHE KENNELS INC
Payable Type
Account Number
Invoice
,100-2080-7070.0000
01/13/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/13/2022 SPECIAL DEPT SUPPLIES

SPECIAL DEPT SUPPLIES SPECIAL DEPT SUPPLIES
XYLEM DEWATERING SOLUTIONS U.S.A INC 01/13/2022 Virtual Payment Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/13/2022 MARSHALL LIFT STATION PUMP RENTAL
700.4050-7075-000Q EQUIPMENT LEASING/RE EXTENDED PUMP RENTAL MARS 700-4050-7075-0000 EQUIPMENT LEASING/RE MARSHALL LIFT STATION PUMP XYLEM WATER SOLUTIONS, INC 01/13/2022 Virtual Payment
Payable Type Post Date Payable Description
Account Number Account Name Item Description
3556CO2647 Invoice 01/13/2022 MARSHALL CREEK LIFT STATION PUMP 700-4050-8040.0000 EQUIPMENT EXTENDED FOR MARSHALL CRE
700-4050.8040-0000 EQUIPMENT MARSHALL CREEK LIFT STATION 3556004162 Invoice
01/13/2022 WWTP EQUIP/MAINTENANCE/SUPPLIES
700-4050-7070-0000 SPECIAL DEPT SUPPLIES WWTP EQUIP/MAINTENANCE/5 Payment Type
Regular Checks
Manual Checks
Voided Checks
Bank Drafts
EFT's
Virtual Payments
Bank CodeAPBNK Summary
Payable
Count
4 0
0 0
4 93
Payment
Count
4 0
0 0
1 38
Discount

0.00 0.00
0,00

0.00 0.00

0.00 Date Range: 01/08/20
Discount Amount

0.00 0.00

0.00 Payment Amount

87.79 76.02

76.02 76.02
76,02

51.06 51.06

0.00 190.72 APA000300
Discount Amount Payable Amount
Distribution Amount

0.00 190.72
190,72

0.00 7,734.03 APA000301
Discount Amount Payable Amount
Distribution Amount

0.00 7,734.03
4,831.12
2,902.91

0.00 5,080.42 APA000302
Discount Amount Payable Amount
Distribution Amount

0.00 4,747.47
1,978.10
2,769.37
0,00
Payment
80,532.63

0.00 0.00

0.00 4,172.18
140, 050.76
101 43 0.00 224,755.57
332.95
332.95
22 1/13/2022 6:43:15 PM Page 8 of 9
36 Check Report
All Bank Codes Check Summary
Date Range: 01/08/20
22 Payable Payment
Payment 'Type Count Count Discount Payment
Regular Checks 4 4 0.00 80,532.63
Manual Checks 0 0 0.00 0.00
Voided Checks 0 0 0.00 0.00
Bank Drafts 0 0 0.00 0.00
EF'T's 4 1 0.00 4,172.18
Virtual Payments 93 38 0.00 140,050.76
Fund Name
999 POOLED CASH
101 43 0.00 224,755.57
Fund Summary
Period
1/2022
Amount
224,755.57
224,755,57
1/13/2022 6:43:15 PM Page 9 of 9
37 Item 2.

AGENDA ITEM NO.

BEAUMONT
-.0 A L 4 F O R N t A -

WARRANTS TO BE RATIFIED
Thursday, January 20, 2022
Printed Checks 110914 $ 1,450.00 Pamela Miller
1 10915-1 1093 1 $ 1,742.61 Utility Refund Checks
110932-110933 $ 8,720.96 FY21/22
NvoicePay APA000303-APA000334 $ 842,675.21
A/P Total 5 854,588.78
Bank Drafts Charge Back $ 89.92 Global Payments

I DO HEREBY CERTIFY THIS WARRANT LIST HAS BEEN COMPILED AND PREPARED TO MEET THE DAILY OPERATIONS FOR THE FISCAL YEAR JULY 1, 2021 - JUNE 30, 2022 SIGNATURE:

TITLE: CITY T

SIGNATUR
TITLE: FIN
C;E' CTO
9-1",,J4g
38 Check RI
Item 2.

BEAUMONT
--C A 1. ar O*111 *--
Vendor Number
Bank Code: APBNK-AP
4507
Payable #
City of Beaumont, CA
Vendor Name
Bank

PAMELA MILLER
Payable Type
Account Number
2022-0117-23 Invoice
100-1150-7066-0000
1109
Payable #
1/27/22
2311
Payable #
)/31/22
3849
Payable #
21765-01
1042
Payable #
47259
2618
Payable #

BANK OFHEMET
Payable Type
Account Number
Invoice
L00-6050-8040.0000

SOUTHERN CALIFORNIA
Payable Type
Account Number
Invoice
100-3250-7010-0000
100-3250-7010-007A
100-3250-7010-0070
100-3250-7010-008A

1.00-3250-7010-008B
,100-3250-7010-008C
100-3250-7010-0080
100-3250-7010-010A
100-3250-7010-012A
100-3250-7010-014X
100-3250-7010-019A
x,00 -3250-7010-019C
L00 -3250-7010-06A1
X00 -6050-7010-06A1
Payment Date Payment Type
01/18/2022 Regular
Post Date Payable Description
Account Name
01/18/2022 TRAINING

TRAVEL, EDUCATION, TRA TRAINING
Item Description
01/20/2022 Regular
Post Date Payable Description
Account Name Item Description
01/20/2022 Batwing/Lawnmower FY 22
EQUIPMENT Batwing/Lawnmower FY 22
EDISON
Post Date
01/20/2022 Regular
Payable Description
Account Name
01/20/2022 ELECTRIC UTILITY

UTILITIES
UTILITIES (IA 7A)
UTILITIES (IA 7D)
UTILITIES (IA 8A)
UTILITIES (IA 83)
UTILITIES (IA 8C)
UTILITIES (1A 8D)
UTILITIES (1A 10)
UTILITIES (IA 12)
UTILITIES (IA 14)
UTILITIES (IA 19A)
UTILITIES (IA 19C)
UTILITIES (IA 6A1)
UTILITIES IA 6A1

AKEL ENGINEERING GROUP, INC
Payable Type Post Date
Account Number
Invoke
710-0000-7068-0000

ALL PURPOSE RENTALS
Payable Type
Account Number
Invoice
100-3250-7070-0000

AT&T MOBILITY
Payable Type
Account Number
287302055450X0 Invoice
100-1230-7015-6040
Item Description

ELECTRIC UTILITY

ELECTRIC UTILITY
01/20/2022 Virtual Payment
Payable Description
Account Name Item Description
01/20/2022 Development of Wastewater Master Plan
CONTRACTUAL SERVICE Wastewater Master Plan
By C(tec - .._...__.

Date Range: 01/14/2022 - 01/20/2022
Discount Amount Payment Amount Number

0.00 1,450.00 110914
Discount Amount Payable Amount
Distribution Amount

0.00 1,450.00
1,450.00

0.00 3,726,94 110932
Discount Amount Payable Amount
Distribution Amount

0.00 3,726.94
3,726.94

0.00 4,994.02 110933
Discount Amount Payable Amount
Distribution Amount

0.00 4,994.02
2,601.01
185.18
142.00
494.06

97.90 260.48

27.89 53.95
113.35

48.60 262.83
262.13
387.35

57.29 0.00 3,715.00 APA000303
Discount Amount Payable Amount
Distribution Amount

0.00 3,715.00
3,715.00
01/20/2022 Virtual Payment 0.00 94.32 APA000304
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 SPECIAL DEPT SUPPLIES 0.00 94.32
SPECIAL DEPT SUPPLIES SPECIAL DEPT SUPPLIES 94.32
01/20/2022 Virtual Payment 0.00 885.28 APA000305
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 TELEPHONE UTILITY 0.00 885.28
TELEPHONE (POLICE DPT) TELEPHONE UTILITY 885.28
1147 BEAUMONT CHERRY VALLEY WATER DIST. 01/20/2022 Virtual Payment

0.00 51,711.41 APA000306
1/27/2022 5:07:23 PM Page 1 of 8
39 Check Report
Vendor Number Vendor Name
Payable# Payable Type
Account Number
1/31/22 Invoice
100.3250-7010-0000
100-3250-7010-007A
100-3250-7010-007B
100-3250-7010.008A
100-3250-7010-008B
100-3250-7010-010A
100-3250-7010-012A
100-3250-7010.0146
100-3250-7010-014X
100-3250-7010-015X
100-3250-7010.016X
100-3250-7010-018
100-3250-7010-019A
100-3250-7010-019C
100-3259-7010-06A1.
100-6000-7010-6025
100-6000-7010-6031
100-6000-7010-6032
100-6000-7010-6040
100-6000-7010-6041
100-6000-7010-6045
100-6050-7010-0000
100-6050-7010-003X
100-6050-7010-007A
100-6050-7010-008A
100-6050-7010-008C
100-6050-7010-0080
100-6050-7010-008E
100-6050-7010-014A
100-6050-7010-014B
100-6050-7010-017A
100-6050-7010-0170
100-6050-7010-018X
100-6050-7010-019C
100-6050-7010-020X
100-6050-7010-06A1
100-6050-7010-1601
100-6050-7010-5050
100-6050-7010-5200
100-6050-7010-5250
100-6050-7010-5350
100-6050-7010-5400
100-6050-7010-5450
100-6050-7010-5500
X00-6050-7010-5600
100-6050-7010-5650
100-6050-7010-5700
700-4050.7010.0000
700-4050-7010-019C
4484
Payable #
W72739
1242
BRUCE E. MIHELICH INC
Payable Type
Account Number
Invoice
100-3250-7001-0000
CED
Payment Date Payment Type
Post Date Payable Description
Account Name Item Description
01/20/2022 WATER UTILITY

UTILITIES WATER UTILITY
UTILITIES (IA 7A) WATER UTILITY
UTILITIES (IA 7B) WATER UTILITY ,
UTILITIES (IA 8A) WATER UTILITY
UTILITIES (IA 8B) WATER UTILITY
UTILITIES (IA 10) WATER UTILITY
UTILITIES (IA 12) WATER UTILITY
UTILITIES (IA 14B) WATER UTILITY
UTILITIES (IA 14) WATER UTILITY
UTILITIES (IA 15) WATER UTILITY
UTILITIES (IA 16) WATER UTILITY
UTILITIES (IA 18) WATER UTILITY
UTILITIES (IA 19A) WATER UTILITY
UTILITIES (IA 19C) WATER UTILITY
UTILITIES (IA 6A1) WATER UTILITY

UTILITIES - CITY HALL WATER UTILITY

UTILITIES - CITY HALL BLD WATER UTILITY

UTILITIES - CITY HALL BED WATER UTILITY

UTILITIES - POLICE DEPT WATER UTILITY

UTILITIES - POLICE ANNEX WATER UTILITY

UTILITIES - COMMUNITY WATER UTILITY

UTILITIES WATER UTILITY'
UTILITIES IA3 WATER UTILITY
UTILITIES :A 7A WATER UTILITY •
UTILITIES IA 8A (SUNDAN WATER UTILITY
UTILITIES IA 8C WATER UTILITY
UTILITIES IA 8D WATER UTILITY:

UTILITIES IA 8E WATER UTILITY
UTILITIES IA 14A (OAK VA WATER UTILITY
UTILITIES IA 14B WATER UTILITY
UTILITIES IA 17A (TOURN WATER UTILITY
UTILITIES IA 17C WATER UTILITY
UTILITIES IA 18 WATER UTILITY •
UTILITIES 1A 19C WATER UTILITY.

UTILITIES 1A 20 WATER UTILITY
UTILITIES IA 6A1 WATER UTILITY
UTILITIES IA 1601 WATER UTILITY
UTILITIES, PARK {DEFORG WATER UTILITY

UTILITIES, PARK (PALMER) WATER UTILITY
UTILITIES, PARK {RANGEL} WATER UTILITY
UTILITIES, PARK {SHADO WATER UTILITY
UTILITIES, PARK {SPORTS WATER UTILITY

UTILITIES, PARK (STETSON WATER UTILITY
UTILITIES, PARK {STEWAR WATER UTILITY,

UTILITIES, PARK (TREVINO WATER UTILITY
UTILITIES, PARK {VETERA WATER UTILITY
UTILITIES, PARK {WILD FL WATER UTILITY.

UTILITIES WATER UTILITY
UTILTIIES (IA 19C) WATER UTILITY'
01/20/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/20/2022 SPECIAL DEPT SUPPLIES

ADMIN OVERHEAD SPECIAL DEPT SUPPLIES
01/20/2022 Virtual Payment
Date Range: 01/14/2022 -
Discount Amount Payment Amount N
Discount Amount Payable Amount
Distribution Amount

0.00 51,711.41
6,605.38
1,221.50
432.80
336.95
398.69
725.72
374.73
699.65
4,983.79
1,459.66
756.65
489.89
831.89

82.83 2,558.67
1,679.88
232A1
378.42
469.10
273.90
523.32
690.50
3,285.68
653.96
5,267.46

29.15 158.98
157.01
567.10
1,628.78
1,724.98
226.68

29.15 337.33
541.84
388.02
1,107.46
307.40

15.43 736.85

29.15 3,014.23
2,714.86
687.94

79.49 56.47
1,210.37
529.31

20.00 Item 2.

0.00 3,498.49 APA000307
Discount Amount Payable Amount
Distribution Amount

0.00 3,498.49
3,498.49

0.00 1,076.14 APA000308
1/27/2022 5:07:23 PM

Page 2 of 8 ends

40 Check Report
Vendor Number
Payable #
0954-1007598
0954-1007716
0954-1007723
0954-1007773
0954-1008903
1285
Payable #
Vendor Name
Payable Type
Account Number
Invoke
100-3250-7070-0000
Invoice
WO -3250-7070-0000
Invoice
100-3250-7070-0000
Invoice
100-3250-7070-000Q
Credit Memo
L00-3250-7070.0000

CITY OF BANNING
Payable Type
Account Number
2021137972 Invoke
100-2050-6019-0000
74105-549301/1 Invoke
100.3250-7010-0000
1287 CITY OF CALIMESA
Payable # Payable Type
Account Number
DECEMBER 2021 Invoice
LQ0-0000-2230-0000
4308
Payable #
Date Range: 01/14/2022 -
Payment Date Payment Type Discount Amount Payment Amount N Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 DEPARTMENT SUPPLIES -ELECTRICAL 0.00 1,139.78 SPECIAL DEPT SUPPLIES DEPARTMENTSUPPLIES - ELECT 1,139.78 01/20/2022 DEPARTMENT SUPPLIES - ELECTRICAL 0.00 36.56
SPECIAL DEPT SUPPLIES DEPARTMENT SUPPLIES - ELECT 36.56 01/20/2022 DEPARTMENT SUPPLIES - ELECTRICAL 0.00 48.49
SPECIAL DEPT SUPPLIES DEPARTMENT SUPPLIES - ELECT 48.49 01/20/2022 DEPARTMENT SUPPLIES - ELECTRICAL 0.00 109.91 SPECIAL DEPT SUPPLIES DEPARTMENT SUPPLIES - ELECT 109.91 01/20/2022 DEPARTMENT SUPPLIES -ELECTRICAL 0.00 -258.60 SPECIAL DEPT SUPPLIES DEPARTMENT SUPPLIES- ELECT -258.60 01/20/2022 Virtual Payment
Post Date Payable Description
Account Name item Description
01/20/2022 FIRST AID

FIRST AID FIRST AID

0.00 596.54 APA000309
Discount Amount Payable Amount
Distribution Amount

0.00 400.00
400.00
01/20/2022 SHARED TRAFFIC SIGNAL UTILITY @ HS W 0.00 196.54 UTILITIES SHARED TRAFFIC SIGNAL UTIUT 196.54
01/20/2022 Virtual Payment 0.00 1,800.00 APA000310
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 CALIMESA PERMIT AGREEMENT FEES 0.00 1,800.00 DEVELOPMENT FEE - DUE CALIMESA PERMIT AGREEMENT 1,800.00 COUNTY OF RIVERSIDE INFORMATION TECHNC 01/20/2022 Virtual Payment Payable Type Post Date Payable Description
Account Number
IT0000004907 Invoice
100-1230-7068-0000
3290
Payable #
4498

DATAXTEL INC
Payable Type
Account Number
Invoice
100-1230-7068-0000
1392 DELL MARKETING L.P.

Payable # Payable Type
Account Number
10529530970 Invoice
100-0000-2060-0000
100-1230-7072-0000
100-1230-7072-6040
1424 DIRECTV
Payable # Payable Type
Account Number
057318158X2112 Invoice
100-1550-7010-0000
3779
Payable #
012

EDGAR LALVAREZ
Payable Type
Account Number
Invoice
100-1230-7068-0000
Account Name Item Description
01/20/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES
01/20/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/20/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES

0.00 1,387.21 APA000311
Discount Amount Payable Amount
Distribution Amount

0.00 1,387.21
1,387.21

0.00 1,456.58 APA000312
Discount Amount Payable Amount
Distribution Amount

0.00 1,456.58
1,456.58
01/20/2022 Virtual Payment 0.00 26,417.03 APA000313
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 DELL HARDWARE REPLACEMENT PC/MO 0.00 26,417.03 USE TAX PAYABLE DELL HARDWARE REPLACEMEN 20.46
COMPUTER SUPPLIES/MA DELL HARDWARE REPLACEMEN 13,198.29 COMPUTER SUPPLIES/MA DELL HARDWARE REPLACEMEN 13,198.28 01/20/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/20/2022 TELEVISION UTILITY

UTILITIES TELEVISION UTILITY
01/20/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/20/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES

0.00 459.58 APA000314
Discount Amount Payable Amount
Distribution Amount

0.00 459.58
459.58

0.00 1,560.00 APA000315
Discount Amount Payable Amount
Distribution Amount

0.00 1,560.00
1,560.00
1/27/2022 5:07:23 PM

Page 3 of 8 ends

41 Check Report
Vendor Number
1533
Payable #
951-197-0624.04
951-197-0863-06
951-769-6032.08
951-769-8533-09
3906
Payable #
357441
1612
Payable #
7350
1806
Account Number
Invoice
}00-1240-6050-0000
Vendor Name

FRONTIER COMMUNICATIONS
Payable Type Post Date
Account Number
Invoice
100-1230-7015-6040
Invoice
700-4050-7015-0000
Payment Date Payment Type
01/20/2022 Virtual Payment
Payable Description
Account Name Item Description
01/20/2022 TELEPHONE UTILITY
TELEPHONE {POLICE DPT) TELEPHONE UTILITY
01/20/2022 TELEPHONE UTILITY

TELEPHONE TELEPHONE UTILITY
Invoice 01/20/2022 TELEPHONE UTILITY
100-1230-7015-5400 TELEPHONE - SPORTS PAR TELEPHONE UTILITY Invoice
750-7300-7015-0000
01/20/2022 TELEPHONE UTILITY

TELEPHONE TELEPHONE UTILITY
GUY THOMAS 01/20/2022 Virtual Payment
Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/20/2022 EQUIPMENT RENTAL
L00-3250.7075-0000 EQUIPMENT LEASING/RE EQUIPMENT RENTAL HEARD'S INVESTIGATIONS AND POLYGRAPH LL 01/20/2022 Virtual Payment Payable Type Post Date Payable Description
Item Description
Account Name
01/20/2022 RECRUITMENT
RECRUITMENT AND HIRI RECRUITMENT •

KONICA MINOLTA PREMIER FINANCE
Payable It Payable Type
Account Number
461264236 Invoice
100-1230-7075-6025
100.1230-7075-6026
100-1230-7075-6040
100-1230-7075-6041
700-4050-7075-0000
750-7000-7075-0000
1317
Payable #
73978935
74048012
2064
Payable #
01/20/2022 Virtual Payment.

Post Date Payable Description
Account Name Item Description
01/20/2022 EQUIPMENT RENTAL

EQUIPMENT LEASING/RE

EQUIPMENT RENTAL

EQUIPMENT RENTAL
OCCUPATIONAL HEALTH CENTERS 01/20/2022 Virtual Payment; Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/20/2022 RECRUTMENT
J.00-1240-6050-0000 RECRUITMENT AND HIRI RECRUTMENT
Invoice
x.00-1240-6050-0000
750-7400-6019-0000
750-7600-6019-0000
01/20/2022 FIRST AID

RECRUITMENT AND HIRI

FIRST AID

FIRST AID
PITNEY BOWES GLOBAL FINANCIAL SERVICES LI 01/20/2022 Virtual Payment Payable Type Post Date Payable Description
Account Number Account Name Item Description
3105236622 Invoice 01/27/2022 EQUIPMENT RENTAL
3642
Payable #
77320
100-1230-7075-0000

PLACEWORKS, INC
Payable Type
Account Number
Invoice
x.00-1350-7068-0000

EQUIPMENT LEASING/RE EQUIPMENT RENTAL
01/20/2022 Virtual Payment.

Post Date Payable Description
Account Name Item Description
01/20/2022 Exeter - Summit Station EIR Peer Review
CONTRACTUAL SERVICES Exeter - Summit Station
2076 PRINTING & PROMOTION PLUS, INC.
01/20/2022 Virtual Payment
Date Range: 01/14/2022 -
Discount Amount Payment Amount N

0.00 728.88 A
Discount Amount Payable Amount
Distribution Amount

0.00 250.93
250.93

0.00 0,00

0.00 356.09
356.09

68.81 68.81

53.05 53.05

0.00 1,000.00 APA000317
Discount Amount Payable Amount
Distribution Amount

0.00 1,000.00
1,000.00

0.00 175.00 APA000318
Discount Amount Payable Amount
Distribution Amount

0.00 175.00
175.00

0.00 3,44337 APA000319
Discount Amount Payable Amount
Distribution Amount

0.00 3,443.57
796.23
398.11
997.66
398.11
398.12
455.34

0.00 215.00 APA000320
Discount Amount Payable Amount
Distribution Amount

0.00 0.00

65.00 65.00
150.00

65.00 40.00

45.00 0.00 513.52 APA000321
Discount Amount Payable Amount
Distribution Amount

0.00 513.52
513.52

0.00 14,095.00 APA000322
Discount Amount Payable Amount
Distribution Amount

0.00 14,095.00
EIR Peer 14,095.00

0.00 226.80 APA000323
1/27/2022 5:07:23 PM Page 4 of 8
42 Check Report
Vendor Number
Payable #
80344
3652
Payable #
23253463
23257354
23260507
2098
Payable #
21588971
Vendor Name
Payable Type
Account Number
Invoice
x,00-1240-7025-0000
Date Range: 01/14/2022 -
Payment Date Payment Type Discount Amount Payment Amount N Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 OFFICE SUPPLIES 0.00 226.80
OFFICE SUPPLIES OFFICE SUPPLIES 226.80
PRUDENTIAL OVERALL SUPPLY 01/20/2022 Virtual Payment
Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/20/2022 Streets - Prudential Uniforms
100-3250-7065-0000 UNIFORMS Streets - Prudential Uniforms Invoice
10Q-3250-7065-0000
invoice
100-3250-7065-0000

QUILL CORPORATON
Payable Type
Account Number
Invoice
L00-1200-7025-0000
3035 QUINN COMPANY
Payable # Payable Type
Account Number
WOA00034572 invoice
100-3250-7070-0000
4434
Payable #
8122321

SCOTT BROSIOUS
Payable Type
Account Number
Invoice
100-1230-7068-0000
2026 SECURITY SIGNAL DEVICES,
Payable # Payable Type
Account Number
$-01061261 Invoke
100-6000-7087-6040
2295
Payable #
68873,
68874.
4267
Payable #
2022-2
2457
Payable #
01/20/2022 Streets - Prudential Uniforms
UNIFORMS Streets - Prudential Uniforms
01/20/2022 Streets - Prudential Uniforms
UNIFORMS Streets - Prudential Uniforms
01/20/2022 Virtual Payment,
Post Date Payable Description
Account Name Item Description
01/20/2022 OFFICE SUPPLIES

OFFICE SUPPLIES OFFICE SUPPLIES
Item 2.

0.00 174.93 APA000324
Discount Amount Payable Amount
Distribution Amount

0.00 58.31

58.31 0.00

0.00 58.31

58.31 58.31

58.31 0.00 190.52 APA000325
Discount Amount Payable Amount
Distribution Amount

0.00 190.52
190.52
01/20/2022 Virtual Payment 0.00 446,25 APA000326
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 SPECIAL DEPT SUPPLIES 0.00 446.25
SPECIAL DEPT SUPPLIES SPECIAL DEPT SUPPLIES 446.25
01/20/2022 Virtual Payment
Post Date Payable Description
Account Name Item Description
01/20/2022 CONTRACTUAL SERVICES

CONTRACTUAL SERVICES CONTRACTUAL SERVICES
INC 01/20/2022 Virtual Payment
Post Date Payable Description
Account Name Item Descriptiop
01/20/2022 SECURITY SERVICES

SECURITY- POLICE DEPT SECURITY SERVICES
SLOVAK BARON EMPEY MURPHY & PINKNEY 01/20/2022 Virtual Payment Payable Type Post Date Payable Description
Account Number Account Name Item Description
Invoice 01/20/2022 LEGAL SERVICES
700-4050-7068.0000 CONTRACTUAL SERVICES LEGAL SERVICES
Invoice
700-4050-7068-0000 CONTRACTUAL SERVICES LEGAL SERVICES
01/20/2022 LEGAL SERVICES
THERESA MICHEL INVESTIGATIONS 01/20/2022 Virtual Payment Payable Type Post Date Payable Description
Account Number Account Name Item Description
invoice 01/20/2022 RECRUITMENT
100-1240-6050-0000 RECRUITMENT AND HIRI RECRUITMENT
TYLER WORKS -TECHNOLOGIES 01/20/2022 Virtual Payment
Payable Type
Account Number
025-358833 Invoice
100-1230-7071-0000
025-359480 Invoice
Post Date Payable Description
Account Name
01/20/2022 SOFTWARE

SOFTWARE
01/20/2022 SOFTWARE
Item Description

SOFTWARE

0.00 2,053.00 APA000327
Discount Amount Payable Amount
Distribution Amount •

0.00 2,053.00
2,053.00

0.00 597.00 APA000328
Discount Amount Payable Amount
Distribution Amount

0.00 597.00
597.00

0.00 11,147.05 APA000329
Discount Amount Payable Amount
Distribution Amount

0.00 5,272.50
5,272.50

0.00 5,874.55
5,874.55

0.00 1,500.00 APA000330
Discount Amount Payable Amount
Distribution Amount

0.00 1,500.00
1,500.00

0.00 13,443.75 APA000331
Discount Amount Payable Amount
Distribution Amount

0.00 130.00
130.00

0.00 260,00
1/27/2022 5:07:23 PM

Page 5 of 8 ends

43 Check Report
Vendor Number
025-361218
025-361511
025-362643
2540
Payable #
DECEMBER 2021
2911
Payable #
20200314-62756-
20200807-10135
70200926-84025-
20201107-84974-
20201107-85710-
20201206-85773-
20210311-87925-
70210314.62756-
20210620-80932-
20210620-80937-
70210620-80939-
20210807-10134
70210807-10135
20210807-10136
70210807-10137
70210807-10149
20210807-10150
20210807-10182
70210807 -66996 -
Vendor Name
.00-1230.7071-0000
invoice
100-1230-7071-0000
Invoice
100-1230-7071-0000
Invoice
700-4050-7068-0000
Payment Date

SOFTWARE
Payment Type

SOFTWARE
01/20/2022 SOFTWARE

SOFTWARE SOFTWARE
01/20/2022 SOFTWARE

SOFTWARE SOFTWARE
01/20/2022 FY22 2ND QTR UTILITY BILLING
CONTRACTUAL SERVICES FY22 2ND QTR UTILITY BELLING
WESTERN RIVERSIDE COUNTY REGIONAL CONS 01/20/2022 Virtual Payment Payable Type
Account Number
Invoice
570-0000-2005-0000
WILMINGTON TRUST, N.A.

Payable Type
Account Number
Invoice
250-0000-7051-0000
Invoice
750-0000-7051-0000
invoice
700.4050-7068-0000
invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
invoice
250-0000-7051-0000
invoice
250-0000-7051-0000
invoice
250-0000-7051-0000
Invoice
250-0000-7051-000Q
Invoke
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051.0000
Invoice
250-0000-7051-0000
Invoice
Date Range: 01/14/2022 -
Discount Amount Payment Amount N
260.00

0.00 130.00
130.00

0.00 50.00

50.00 0.00 12,873.75
12,873.75
Item 2.

0.00 149,441.36 APA000332
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 DECEMBER 2021 MSHCP FEES 0.00 149,441.36
DUE TO WRCRCA (MSHCP DECEMBER 2021 MSHCP FEES 149,441.36 01/20/2022 Virtual Payment 0.00 48,100.00 APA000333
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 TRUSTEE FEES 0,00 1,800.00
TRUSTEE FEES TRUSTEE FEES 1,800.00
01/20/2022 TRUSTEE FEES 0.00 1,500.00
TRUSTEE FEES TRUSTEE FEES 1,500.00
01/20/2022 CONTRACTUAL SERVICES WASTEWATER B 0.00 2,000.00 CONTRACTUAL SERVICES CONTRACTUAL SERVICES WAST 2,000.00 01/20/2022 TRUSTEE FEES 0.00 2,000.00
TRUSTEE FEES TRUSTEE FEES 2,000.00
01/20/2022 TRUSTEE FEES

TRUSTEE FEES TRUSTEE FEES
01/20/2022 TRUSTEE FEES

0.00 2,000.00
2,000.00

0.00 1,800.00
1,800.00

0.00 2,000.00
2,000.00

0.00 1,500.00
1,500.00

0.00 2,000.00
2,000.00

0.00 1,500.00
1,500.00

0.00 2,000.00
1/27/2022 5:07:23 PM Page 6 of 8
44 Check Report
Vendor Number
20210807-67053-
20210807-67196-
,'7210807-67221-
20210926-84025-
20211107-84974-
20211107-85710-
20211206-85773-
3101
Payable #
DECEMBER 2021
Vendor Name
250-0000-7051-0000
Invoice
250-0000-7051.0000
Invoice
250-0000-7051-0000
invoke
250-0000-7051-0000
Invoice
250-0000-7051.0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
Invoice
250-0000-7051-0000
WRCOG
Payable Type
Account Number
Invoke
570-0000-2010-0000
Payment Date Payment Type

TRUSTEE FEES TRUSTEE FEES
01/20/2022 TRUSTEE FEES

TRUSTEE FEES TRUSTEE FEES
Date Range: 01/14/2022 -
Discount Amount Payment Amount N
2,000.00

0.00 2,000.00
2,000.00

0.00 2,000.00
2,000.00
Item 2.
01/20/2022 Virtual Payment 0.00 500,526.00 APA000334
Post Date Payable Description Discount Amount Payable Amount Account Name Item Description Distribution Amount
01/20/2022 DECEMBER 2021TUMF FEES 0.00 500,526.00
DUETO WRCOG (TUMF) DECEMBER 2021 TUMF FEES 500,526.00
Payment Type
Regular Checks
Manual Checks
Voided Checks
Bank Drafts
EFT's
Virtual Payments
Bank Code APBNK Summary
Payable
Count
3 0
0 0
0 73
Payment
Count
3 0
0 0
0 32
Discount

0.00 0.00

0.00 0.00
Payment
10,170.96

0.00 0.00

0.00 0.00
842,675.21
76 35 0.00 852,846.17
1/27/2022 5:07:23 PM

Page 7 of 8 ends

45 Check Report
All Bank Codes Check Summary
Date Range: 01/14/2022 - " '----
Item
Payable Payment
Payment Type Count Count Discount Payment
Regular Checks 3 3 0.00 10470.96
Manual Checks 0 0 0.00 0.00
Voided Checks 0 0 0.00 0.00
Bank Drafts 0 0 0.00 0.00
EFT's 0 0 0.00 0.00
Virtual Payments 73 32 0.00 842,675.21
76 35 0.00 852,846.17
Fund Summary
Fund Name Period Amount
999 POOLED CASH 1/2022 852,846.17
852,846.17
1/27/2022 5:07:23 PM

Page 8 of 8 ends

46 Item 3.

BEAUMONTA -C A L I F O R N I
Staff Report
TO: City Council
FROM: Nicole Wheelwright, Deputy City Clerk
DATE February 1, 2022
SUBJECT: Re -Ratification of Local Emergency and Re -Authorizing the Use of Teleconferencing to Conduct Public Meetings
Background and Analysis:

On January 4, 2022, City Council adopted a resolution finding that certain conditions exist that necessitate the need to implement the Ralph M. Brown Act provisions provided by Government Code Section 54953. The recent amendment to Section 54953 allows the use of teleconferencing to conduct meetings of Beaumont's legislative bodies with exemptions to the process and procedure. These provisions are listed in full detail in the table below.

Assembly Bill 361 (AB361) was signed by Governor Newsom with an effective date of October 1, 2021, which provides exemptions to the procedures of conducting public meetings with the use of teleconferencing. Prior to AB361, the City of Beaumont conducted teleconferenced and hybrid public meetings in accordance with Executive Order N-08-21. That order held an expiration date of September 30, 2021.

AB361 amends Government Code Section 54953 to provide provisions to facilitate teleconferenced meetings during a declared state of emergency. These provisions can only be used in an active gubernatorial state of emergency. The provisions from this amendment are listed in the table below.

Brown Act Requirements
Provisions in AB361 Amendment
If the legislative body of a local agency
elects to use teleconferencing, it shall
post agendas at all teleconference
locations and conduct teleconference
meetings in a manner that protects the
statutory and constitutional rights of the
Agendas not required to be posted at all
teleconference locations.

Meeting must still be conducted in a
manner that protects the statutory and
constitutional rights of the parties or the
47 Item 3.
parties or the public appearing before
the legislative body of a local agency.
public appearing before the legislative
body of a local agency.

If the legislative body of a local agency
elects to use teleconferencing, each
teleconference location shall be identified
in the notice and agenda of the meeting
or proceeding, and each teleconference
location shall be accessible to the public.

Agendas are not required to identify each
teleconference location in the meeting
notice/agenda.

Local agencies are not required to make
each teleconference location accessible
to the public.

If the legislative body of a local agency
elects to use teleconferencing, during the
teleconferenced meeting, at least a
quorum of the members of the legislative
body shall participate from locations
within the boundaries of the territory over
which the local agency exercises
jurisdiction.

No requirement to have a quorum of
board members participate from within
the territorial bounds of the local agency's
jurisdiction.

If the legislative body of a local agency
elects to use teleconferencing, the
agenda shall provide an opportunity for
members of the public to address the
legislative body directly at each
teleconference location.

In each instance in which notice of the
time of the teleconferenced meeting is
given or the agenda for the meeting is
posted, the legislative body shall also
give notice of the manner by which
members of the public may access the
meeting and offer public comment.

The agenda shall identify and include an
opportunity for all persons to attend via a
call -in option or an internet-based service
option.

The legislative body shall allow members
of the public to access the meeting, and
the agenda shall include an opportunity
for members of the public to address the
legislative body directly.

In the event of a disruption which
prevents the local agency from
broadcasting the meeting to members of
the public using the call -in option or
48 Item 3.
internet-based service option, or in the
event of a disruption within the local
agency's control which prevents
members of the public from offering
public comments using the call -in option
or internet-based service option, the
legislative body shall take no further
action on items appearing on the meeting
agenda until public access to the meeting
via the call -in option or internet-based
service option is restored.

Written/remote public comment must be
accepted until the point at which the
public comment period is formally closed;
registration/sign-up to provide/be
recognized to provide public comment
can only be closed when the public
comment period is formally closed.

A member of the public shall not be
required, as a condition to attendance at
a meeting of a legislative body of a local
agency, to register his or her name, to
provide other information, to complete a
questionnaire, or otherwise to fulfill any
condition precedent to his or her
attendance. If an attendance list, register,
questionnaire, or other similar document
is posted at or near the entrance to the
room where the meeting is to be held or
is circulated to the persons present during
the meeting, it shall state clearly that the
signing, registering, or completion of the
document is voluntary, and that all
persons may attend the meeting
regardless of whether a person signs,
registers, or completes the document.

An individual desiring to provide public
comment through the use of an internet
website, or other online platform, not
under the control of the local legislative
body that requires registration to log in to
a teleconference, may be required to
register as required by the third -party
internet website or online platform to
participate.

In order for a local agency to use the provisions provided by AB361, the agency must determine by majority vote that meeting in -person would present imminent risks to 49 Item 3.
health or safety of attendees and adopt a resolution stating such with a maximum period of thirty days. Thereafter, on a thirty -day basis, the City Council could then consider the continuance of teleconferenced public meetings by way of resolution after a re- evaluation of the state of emergency circumstances. In order to continue to facilitate meetings of the City's legislative bodies, City Council would affirm the following findings:
(A) The legislative body has reconsidered the circumstances of the state of emergency. (B) Any of the following circumstances exist:
(i) The state of emergency continues to directly impact the ability of the members to meet safely in person.
(ii) State or local officials continue to impose or recommend measures to promote social distancing.

Fiscal Impact:

City staff estimates the cost to prepare this staff report to be $1,040.

Recommended Action:

A. Resolution
50 Item 3.

RESOLUTION 2021-

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF BEAUMONT,

CALIFORNIA, PROCLAIMING A LOCAL EMERGENCY PERSISTS, RE -RATIFYING

THE PROCLAMATION OF A STATE OF EMERGENCY BY EXECUTIVE ORDER N- 09-21, AND RE -AUTHORIZING REMOTE TELECONFERENCE MEETINGS OF THE

LEGISLATIVE BODIES OF THE
CITY OF BEAUMONT FOR THE PERIOD FEBRUARY 1, 2022 — MARCH 1, 2022, PURSUANT TO PROVISIONS OF THE RALPH M. BROWN ACT
WHEREAS, the City of Beaumont (the "City") is committed to preserving and nurturing public access and participation in meetings of the City Council; and WHEREAS, all meetings of the City's legislative bodies are open and public, as required by the Ralph M. Brown Act (Cal. Gov. Code §§ 54950 — 54963) (the "Brown Act"), so that any member of the public may attend, participate, and watch the City's legislative bodies conduct their business; and
WHEREAS, the Brown Act, Government Code section 54953(e), makes provisions for remote teleconferencing participation in meetings by members of a legislative body, without compliance with the requirements of Government Code section 54953(b)(3), subject to the existence of certain conditions; and
WHEREAS, a required condition is that a state of emergency is declared by the Governor pursuant to Government Code section 8625, proclaiming the existence of conditions of disaster or of extreme peril to the safety of persons and property within the state caused by conditions as described in Government Code section 8558; and
WHEREAS, a proclamation is made when there is an actual incident, threat of disaster, or extreme peril to the safety of persons and property within the jurisdictions that are within the City's boundaries, caused by natural, technological, or human -caused disasters; and WHEREAS, it is further required that state or local officials have imposed or recommended measures to promote social distancing, or, the legislative body meeting in person would present imminent risks to the health and safety of attendees; and WHEREAS, the City Council previously adopted Resolution 2021-53 on October 5, 2021, finding that the requisite conditions exist for the legislative bodies of the City to conduct remote teleconference meetings without compliance with Government Code section 54953(b)(3); and WHEREAS, as a condition of extending the use of the provisions found in Government Code section 54953(e), the City Council must reconsider the circumstances of the state of emergency that exists in the City, and the City Council has done so; and WHEREAS, emergency conditions persist in the City, specifically, on March 4, 2020, the Governor of the State of California proclaimed a State of Emergency to exist in California as a 51 Item 3.
result of the threat of COVID-19; despite sustained efforts the virus continues to spread and is impacting nearly all sectors of California; and
WHEREAS, on June 9, 2021, the California Department of Public Health issued updated public health directives related to physical distancing and face coverings effective June 15, 2021, based on guidelines issued by the Centers for Disease Control and Prevention; and WHEREAS, on or about July 28, 2021, Riverside County Public Health stated that "in light of the recent increase in local COVID-19 cases, Riverside County Public Health recommends residents follow the new state and federal guidance for face coverings. The current state and federal masking guidance recommend that vaccinated individuals wear face masks in public indoor settings. The state still requires unvaccinated individuals to wear masks indoors;" this remains the guidance of Riverside County Public Health; and
WHEREAS, the City Council does hereby find that the ongoing risk posed by the highly transmissible COVID-19 virus will continue to cause conditions of peril to the safety of persons within the City which are likely to be beyond the control of services, personnel, equipment, and facilities of the City, and the City Council desires to proclaim a local emergency and ratify the proclamation of state of emergency by the Governor of the State of California; and WHEREAS, as a consequence of the local emergency persisting, the City Council does hereby find that the legislative bodies of the City shall continue to conduct their meetings without compliance with Government Code section 54953(b)(3), as authorized by Government Code section 54953(e), and that such legislative bodies shall continue to comply with the requirements to provide the public with access to the meetings as prescribed in Government Code section 54953(e)(2); and
WHEREAS, all meeting agendas stating meeting dates, times and the manner in which the public may attend and offer public comment by call -in option or internet-based service option shall be posted, at a minimum, on the City's website and at the City's main office.

NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF BEAUMONT, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS:

Section 1. Recitals.

The recitals set forth above are true and correct and are incorporated into this Resolution by this reference.

Section 2. Affirmation that Local Emergency Persists.

The City Council hereby considers the conditions of the state of emergency in the City and proclaims that a local emergency persists throughout the City, and the ongoing risk posed by the highly transmissible COVID-19 virus has caused, and will continue to cause, conditions of peril to the safety of persons within the City; furthermore, the guidance of Riverside County Public Health recommends physical distancing and face coverings. 52 Item 3.

Section 3. Re -ratification of Governor's Proclamation of a State of Emergency.

The City Council hereby ratifies the Governor of the State of California's Proclamation of State of Emergency, effective as of its issuance date of March 4, 2020.

Section 4. Remote Teleconference Meetings.

The Mayor, the City Manager, and legislative bodies of the City are hereby authorized and directed to take all actions necessary to carry out the intent and purpose of this Resolution including conducting open and public meetings in accordance with Government Code section 54953(e) and other applicable provisions of the Brown Act.

Section 5. Effective Date.

This Resolution shall take effect immediately upon its adoption and shall be effective until the earlier of (i) March 1, 2022, or such time the City Council adopts a subsequent resolution in accordance with Government Code section 54953(e)(3) to extend the time during which the legislative bodies of the City may continue to teleconference without compliance with Government Code section 54953(b)(3).

Section 6. Certification.

The Clerk of the City Council shall certify as to the adoption of this Resolution and shall cause the same to be processed in the manner required by law.

PASSED, ADOPTED, AND APPROVED, this 1St day of February 2022, by the following vote:

AYES:

NOES:

ABSENT:

ABSTAIN:

Lloyd White, Mayor
ATTEST:

Nicole Wheelwright, City Clerk
APPROVED AS TO FORM:

John O. Pinkney, City Attorney
53 Item 4.

BEAUMONTA —c A L I F O R N I
Staff Report
TO: Mayor and City Council Members
FROM: Kristine Day, Assistant City Manager
DATE February 1, 2022
SUBJECT: Resolution Approving the City of Beaumont Wastewater Master Plan Background and Analysis:

The Wastewater Master Plan (WWMP) is a technical planning and budgetary document that provides a capacity adequacy assessment of the City's sewer collection system (major pipelines and 10 lift stations) to meet the level of service expected by existing customers and to service future growth. The WWMP identifies:
• "What" infrastructure is needed to mitigate existing deficiencies and to service future growth,
• "When" this infrastructure is needed,
• "How Much" it will cost to construct this infrastructure, and • "Who" pays for this infrastructure.

The WWMP capacity assessment included a sewer flow monitoring program and the development of a GIS-based calibrated hydraulic model. The capacity adequacy evaluation, which included the major sewer pipelines and the 10 lift stations, recommended a list of improvements summarized in the Capital Improvement Program (CIP) with an opinion of probable construction costs to mitigate existing deficiencies and to expand the existing system to service growth.

On July 22, 2021, Akel Engineering presented the Draft Master Plan document in a City Council workshop. (Attachment A — Presentation)
Overall performance of the existing system serving existing customers:
• The study shows the existing sewer system has good system performance, • Great majority of pipelines meet system performance criteria on capacity, and 54 Item 4.
• 7 out of the 10 lift stations require capacity upgrades to include redundancy.

Overall performance of the existing system to extend service to future growth:
• Average sewer flows will increase by 300% through the planned buildout, and • The collection system has adequate capacity to serve future growth with required new improvements.

Upon City Council adoption of the Wastewater Master Plan, City staff will amend the Capital Improvement Plan to reflect the WWMP's projects.

Fiscal Impact:

The cost to prepare this staff report is $500.

Recommended Action:

Waive the full reading and adopt by title only, "A Resolution of the City Council of the City of Beaumont Adoption of the Wastewater Master Plan." Attachments:

A. Presentation from July 22, 2021
B. Resolution
C. WWMP Draft Report
55 City al 98emel n
Wastewater
Master Plan
City of Beaumont
202 Wastewater Master Plan

MAY ZOPT
UPA/ f
Item 4.

Workshop —Draft Master Plan
June 22, 2021
k1FATITIAT
AKEL
ENGINEERING GROUP, INC.
56 Objectives of the Wastewater Master Plan
The Wastewater Master Plan
(WWMP) provides a capacity
adequacy assessment of the City's
sewer collection system to meet
the level of service expected by
existing customers, and to service
future growth.

Item 4.

NE, 2o2I
Wastewater
Master Plan
• What Infrastructure Needs
to be Constructed?
• Wh,, we do we need it?
• How !Min will it cost?
Who pays for it?
The WWMP is a defensible planning and budgetary documer;- K E L

Wastewater Flows are Collected from our Homes
Wastewater Flows
are Collected from
our homes to the
Sewer pipelines in
the street
r'1
Water
W.d Lc! .ExtdL71 L, lid Ss�5 .4
Property Line
City
Public Right -of -Way
Easement
St -first
pr�t��ic SeV Eli Lateral
Sewer Main
Public Ric ht.of-Way Pcttioati
of Sewer Lair rAl
Sid ew. k
.110. Property Owner
11 Pt Ivaco Sevu0;r L teraL
Private Property Portion
Of Sewer Lateral
Item 4.

FOR REFERENCE ONLY
•
Indoor Numbing
' Noll standard on all properties
58 A E L
lN61NGLAIMO amour mu..
flit.IirLij+;rL dowfoiicLcirn nom etu: rlenrti[rur does nor run under only rtru.Ururl!.-

Wastewater flows continue to WWTP via Gravity Sewers,
Lift Stations, and Force Mains
Force Main Sewer
Flow has to be "forced" through the main
because gravity alone is not enough to move it.
1161 Pressurized flow is
pushed uphill towards pumps
and treatment plants.

Gravity Sewer
Flow uses gravity to get to pump
stations and treatment plants.

Item 4.
ells flow towards
the pub
'141
Gravity �
Source: Metropolitan St. Louis Sewer District

Beaumont Wastewater is Collected from Tributary
Basins and Conveyed to the WWTP
• Green Lines are
smaller Gravity
Sewers.
• Blue Lines are
Large
Conveyance
Sewers
(Backbone).
• Dashed lines are
torce mains
• RED arrows
indicate the
direction of
wastewater flows
Item 4.

Legend
Existing 9yshem
. IF Swim
Force Mains
..... a' and S maw
• - mid Latour
• • • • lnoa ipleke Force Aieln
GI4vIty Mains
— B• and Snugger
-
- 1[r g'rd Larger
Callactlan Basler
1lear.lr•►,1F
EaInray CerNan
*9Ur SeasowLsa
1ndL,slrl F'ark
- Lorw Oak Valley
1I1arAhMl Creek
- *AN Creek
I 011uewaot
Per►-1s91wene
Seneca sprlrps
LleperOak Vailcy

#T c nl�IlirSes
I i;.ky L irn: 8
PRE=LIMINARY
Figure 4.3
Sewer Collection BaS1195
1 iBFAME: r Mauler Plan
C ly a0 Ele3uI1Y3r I
60 Existing Wastewater Collection System
• 177 miles of
Gravity Sewers
• 20 miles of
Force Main
• 10 Lift Stations
• 1 Wastewater
Treatment
Plant
AKEL
lN6PhreniMo amour my.
rid
AKEL
VAMP.

L'Jrt — a l i
Item 4.

Legend
Existing System
Force Mains
----.s'enMSrne9er
•••• and Latour
• • • • Incomplete Fans Win
Gritultsr Maitre
— B'and Snigger
- 1 t'r end Larger
CaIIectIaR9aslr*
13eaunce!!
$elr ray Cerhan
Maur season.

Mpuslrlie F'srk
-UAW Oak tidrey
tiareh 1I Creole
- HolAe. Creek
ORreeKiad
Nems9lvene
Seneca spelrgs
Lipper Oak 4ailay
Sireel GanlpJlines
r: Lirms
PREUIMIhIARY
Figure 4.2
Sewer Collection Basins
Nlar.sedFor Vlaeler
C dy of 8eaurr r;
61 .-e rraawxrr..ic

The Process
for
Developing
the WWMP
E
IN6. MIMp 4R01T_IMG
• Data Collection and Review
• Establish Planning Criteria
Item 4.
• Develop and Calibrate Hydraulic Model
• Perform Hydraulic Analysis/Evaluations
• Propose Improvements
• Develop Capital Improvement Program (CIP)
• Prepare Master Plan Report
62 1
AG E N DA -Follows WWMP Report Chapters
Chapte Description
1 Introduction
h"aster Pain
2 Planning Area Characteristics
3 System Performance and Design Criteria
4 Existing Sewer Collection Facilities
5 Wastewater Flows
6 Hydraulic Model Development
7 Hydraulic Evaluation and Proposed Improvements
8 Capital Improvement Program (costs)
63 Chapter 1 —Introduction
Purpos Chapter Key Chapter Elements
The purpose of this chapter • Regional Location Map
is to introduce the master • WWMP Objectives
plan objectives. Definitions
• Abbreviations
• Report Organization

Regional Location Map
EL
IN 61NlLAIffO 4ROLT.IM�..

Objectives of the WWMP
Item 4.

Objective
Description
Characterize Planning Area (Existing Customers, Sewer How much sewer flows from existing customers? Flows, Land Use for Future Developments) What lands are expected to develop within the planning horizon? Develop and Calibrate GIS-based Hydraulic Model
The Model is an accurate tool for evaluating the capacity adequacy of pipelines and lift stations.

How much flows are generated by Basin?
Evaluate existing pipelines and lift stations system
capacities
Do we meet an adequate Level of Service?
Recommend improvements to mitigate existing pipe
deficiencies
What improvements are needed to meet an adequate Level of Service?
Perform Lift Station Field Review
We rely on lift stations. What is the overall lift stations structural condition?
Required improvements to service growth
What improvements are required from future developments Develop Capital Improvement Program (CIP)
How much do the improvements Cost (Existing Users and F Developments)
66 use

Chapter 2 —Planning Area Characteristics
Purpose of Chapter
The purpose of this chapter
is to summarize the City's
service area, including
existing and future and use
and population.
y Chapter Elements
• Service Area
• Existing Land Use
• General Plan Land Use
• Land Use Inventory
• Specific Plans
• Population
LIMG IN 61NlLAIffO 4ROLT.

Beaumont Land Use
and Sewer System Service Area
■
1' l
ri
;I 7 1
Existing Land Use
Item 4.

Wastewater Service Ar
1 2040 General Plan Land Use
PC E
CP Lean
?FlELIMINARY
Figure 23 La arwra• Plan Lard. LFua
,r,aFr..r..' Mahn' Man
r_ry of n.o'.".or
1 r� •11
era ..-rM.

Irt
--l_.
mr�
68 PRELIMINARY
Land Use
Inventory
AK EL
General Plan Land Use Classification1
Existing Land Use Classification=
Subtotal
Existing
Development-
Unchanged
(acre)
Subtotal Future
Development
(acre)
Item 4.
ueaelopment
{acre)
Ex6ti r g
Development
(acre)
Existing Lands -
Redevel•'' :
{
4 New Lands -
®¢development
(acre)
New
development
(acre)
Residential
Single Family Residential
Single Family Residential
Mobile Homes and Trailer Parks
Mixed Residential
2,568
-178
2,389
118
588
316
3,096
High Density Residential
Multifamily Residential
134
-51
83 6
276
282
364
Rural Residential
Traditional Neighborhood
Rural Residential
0 0
0 0
2,446
312
2,758
2,758
-
0 0
76 499
574
574
Non -Residential
General Commercial
Subtotal - Residential
Commercial and Services
General Office
2,701
389
-229
.
-147
2,472
242
2,645
28 1,676
324
4,321
352
6,793
595
Neighborhood Commercial
-
0 0
0 34
11 46
46 Industrial
Industrial
280
-68
211
52 315
367
577
Public Facility
Facilities
Education
293
-13
280
44 64
107
388
Downtown Mixed Use
-
0 0
0 321
64 386
386
Urban Village
-
0 0
0 107
536
643
643
Employment District
-
0 0
0 0
179
179
179
Specific Plans and Other
Developments.
0 0
D
0 4,200
4,200
4,200
Subtotal - Non -Residential
962
-229
733
586
5,693
6,280
7,013
Non -Flow 6 enerating
Open Space
Open Space and Recreation
Agriculture
8,533
0 -221
0 8,312
0 0
0 28
0 8,341
0 2,934
4 28
0 Vacant
Vacant
2 934
0 2,934
0 0
0 Utilities
Utilities
4 0
4 0
0 0
0 ROW
ROW
155
0 155
0 0
155
Subtotal - Non -Flow
11,626
-221
11,405
0 28
28 11,433
A K E `
Total Developed Area
15,289
-679
14,610
3,231
7,397
10,628
.._ -
69 EMGNEEHIMGUPPUP. H4.

Notes:
l;20
rNan r ire 4N "Jr nrG.
1-Source: City of Beaumont Public Draft General Plan (2020) 2_ Source: Southern California Association of Governments (SLAG) 2016 Existing Land Use file extracted from City of Beaumont Planning Viewer online web application_

PRELIMINARY
Total Development Area, by Land Use Type'
Specific Plan Land
Use Inventory
1 Known Developments
Single Family Multi -Family
Residential Residential
(aa-esI
Commercial Industrial Public Facili
jacresj jacres) [acres) [ages)
Item 4.

YI
Amazon
ASM
- - - 55.7 - 65.7
- 49.3
- 17.4 - 17.4
- - - 165.5 - 165.5
- - 66.7

30.0 702.9
Four Seasons 355.3 3.3 17.0 - 385.5
- - - 11.2 - 11.2
Heartland/0'ivewood 207.6 - 1L5 50.3 9.2 278.6
- 21.8 - - 21.8
- - 30.0 225.0 - 255.0
- - - 128.0
Lassen - - 17.3 - 17.3
541.4 71.3 - - 20.0 632.7
Legacy Highlands Warehouse - - 14.0 92.0 - 146.0
- 17.4 - - 17.4
- 32.6 213.8
- - - 733.0
Ricker - - 19.0 - 19.0
- 23.0 - - 23.0
Sundance 874.4 39.0 14.0 39.0 969.3
Sunny Cal 112.1 - - - - 112.1
143.2 10.0 - 153.2

10.0 349.2

49.3 Beaumont Commercial Center -
Beaumont Crossroads II
Curtis Development 66.7
Fairway Canyon 660.9 - 12.0
Hall
Home Depot
Jack Rabbit Trail
Kirkwood Rand,
123.0 5.0
Legacy Highlands Residential
Marketplace Beaumont
Noble Creek Vistas 181.2
Portrero Creek Estates' 733.0
San Gorgaonio
Three Rings Ranch
Tournament Hil is 305.4 - 34.4
I. A IC E
Notes:

Walmart - Fanner Boys

22.7 22.7
Wolverine
5110 - 60.0
Total
4,314
129 235 754 141
5,573
70 020

1. Unless noted otherwise, development information shown based on planning documents provided by City staff on November 25, 2019 and December 5r 2019.

2. Source: City of Beaumont General Plan Public Draft, August 2020

Service Area Population
• Historical and projected
populations
documented for
informational purposes
• Population of 67,144 by
2038 (Based on City Staff
projections)
L
IN 61NlLAlrfa 41VOLT IMF..

Historical
2(X57
20013
2009
2010
2011
2012
2013
2014
2013
2016
2013
201a
26,1 .50

31.317

32.403
36,837
38301
34317

40.472
41,639
43,370

44.821

46.174
48337

10.9%
101.9%

3.336.
53%

5.3%
537E

5.3%

3.6%

3.671
33316
31%

3.671
2019 49.915 2177
2020 51263 2%
2011 52,291 23%
2022 53,0E+1 2310
2023 53,950 2.3%
2024 54,463 1.897
2023 55,7 34 1-6%
2026 56361 1.3%
2027 57,416 1%
202E 58,947 7.674
2029 59,974 13%
21:130 60,Y45 13%
acw, 61238 ].3%
2032 61.777 13%
2033 62317 13%
2034 63,316 13%
2035 64,715 13%
2036 65,435 13%
203 7 66.127 1.3%
20238 67,144 13%
.AKEL
v }0.10
lIawi..

1. FI.1aax at and Prorrmd Prmilla hnn paoridfd hY C iRl dill oe fkxrmlaer B. 2039

Chapter 3 — System Performance and Design
Criteria
Wastewater
Master Plan
Pur • ose Chapte Chapter Element
The purpose of this chapter System Performance and
is to discuss City's Design Criteria
wastewater system • Wastewater Unit Factor
performance and design Analysis
criteria. • Wastewater Diurnal
Pattern
CMia is consistent with Eastern Municipal Water District 72 PRELIMINARY
System Performance
and Criteria
:riteria consistent with
Eastern Municipal
Water District
"111111NN6

EASTERN
HUNK]{ AL
'r+STER

DISTRICT
Dry Weather Flow Criteria
(EMWD Wastewater Criteria)
Item 4.

Sewer Trunk
d/D
Diameter< 15 inches
Diameters 15 inches
O .50
O .70
Wet Weather Flow Criteria
(EMWD Wastewater Criteria}
Sewer Trunk
d/D
Existing System
Future System

1.00 0/5
Pipe Slope Criteria
(EMWD Wastewater Criteria)
Pipe Size
Minimum Slope eft/ft)
10"
12"
15"
15"
21"
24" and Up

0.004

0.0032

0.0024

0.0016

0.0014

0.0012

0.001
Pipe Velocity Criteria
(EMWD Wastewater Criteria}
Pipe Type
Minimum / Maximum Velocity (fps}
Gravity Sewer
Force Main
-AKEL
Minimum 2 / Maximum 10
Desired 2 to 6.5/Maximum 10
ENcINEEINNaeRCUP, INC.
312(2
Notes:

1. Source: Eastern Municipal Water District Wastewater Collection System Master Plan

2. Wastewater Collection System performance criteria shall be in accordance with EMWD WCSMP_ 73 Wastewater Unit Factor Analysis
Land Use Classification
Existing
Development
Pcrel
2017 Average Daily Water
Demand Unit Factors
2017 Water C:onsuniptioni
Unadjusted
Annual
Water Unit
Consumption
Factors
(EA) {gpd/ l
20i7 Average
Dry Weather Sewer Flow Unit Factors
Dry Weather Sewer Flows
Return to
Balance using
Sewer Ratio Unadjusted
Recommended
Sewer Unit Factor
Unit Factor
Sewer Flows at 100% Occupancy
Vacancy Projected Flows at 100%
Rate''3 Occupancy
(tpd/one} ffHEIll
Sewer Unit Factor
Balance Using
- MWF Factor
ADWF Factor
(gpd/ re) )
(gpd/aeJ
(OW)
Residential
Single Family Residential¢
Multi -Family Residential
2,568
134
5,432,317
315,111
2,116
2,358

0.50 1,064

0.70 1,660
2,732,455
221,8.38

10.056

10.0%
1,171
1,826
3,005,701
244,022
1,200
1,850
3,081,236
247,193
Subtotal Residential
2,701
5,747,428
2,954,294
3,249,723
3,328,429
Non -Residential
Commercial and Services
Public Facilities'.

Industrial'
389
293
223
413,338
286,703
130,310
1,062
979
585

0.85 903
025 832

0.85 497
351,337
243,698
110,764

2.0%

0.2%
921
849
498
358,364
248,572
110,985
925
850
500
360,038
248,974
111,360
Subtotal Non -Residential
905
830,351
705,798
717,921
720,372
Totals
2017 Average Dry Weather Flows
_A K E L
3,606
6,577,779
Estimated Sewer Flows
Measured WWTP Fiowss
3,660,092
3,662,673
3,967,644
4,048,800
S'1W`RCP'4 W W W� iii
Notes:

1. Water consumption extracted from water billing data received from City staff November 21, 2019.

2. Residential vacancy rate extracted from California Department of Finance E-5 Population estimates_

3. Office Commercial and Industrial vacancy rates extracted from "Beaumont Economic Development Strategic Plan'_ For planning purposes, Business Commercialvacancy rate assumed equal to Clffice Commercial.

4. "Single Family Residential" contains development and consumption for "Mobile Homes and Trailer Parks".

5. "Commercial And Services" contains development and consumption for "General Office".

Faeto rl ,all Facilities" con i to±an& ° Es t'o strrn'at'e "es"
wastewater fi ows
1 af2412020
Item 4.
74 Characterizing WW Flows
Basin 1
Basin 2

1.8 2.5
2 1.6

1.4 `o
Q 1.2
-
-

1.5 Ni
-
-
LL
C
1 'ci,
a 0.5 If 11 if ll Ii 1l 11 11
0 0 2 4 6
8 10
Time
12 (hours}
11 11 11 a
14 16 18
111 11
20 22
LL 1
C 0.8

0.6 0.4 11

0.2 I
0 II II II 11 11 11
t
2 4 6
8 10
Time
-
12 (hours)
14 16 18
20 22
Basin 3
Basin 4

1.8 2 -

1.6 1.8

1.6 1.4
P.
-
p 1.4

1.2 .

M 1
LL
I'D 0.8
DO 1
I 0.6

0.8 0.6
a
1 a49
o.2 N 1I ii Il II i
II
0 0
2 � 11
4 6
1 8 10
Time
12 (hours)
14 16 18
20 22
02 ii 11 11 i
0 0 2 4
6 8
10 Time
12 (hours)
14 16
18 20
22 LEGEND PRELIMINARY
Weekday Dry Weather Flow Diurnal
Figure 3.1
Hydraulic Model Diurnals
Weekend Dry Weather Flow Diurnal
Note: Detailed flow monitor locations provided in Appendix A A K E L February 16, 2021
Wastewater Master Plan
City of Beaumont

BEAUMONT
-
Shows
hourly
variations in
wastewater
flow
Developed
from flow
monitoring
data.

Item 4.
75 Chapter 4 —Existing Wastewater Collection Facilities Purpose of Chapter
y Chapter Elements
The purpose of this chapter • Existing Pipelines
is to discuss City's existing Inventory
wastewater system. • Lift Station Inventory
IN6. MIMp 4R01T_IMG.

Existing Wastewater Collection System
• 177 miles of
Gravity Sewers
• 19 miles of
Force Main
• 10 Lift Stations
• 1 Wastewater
Treatment
Plant
AKEL
lN6PhreniMo amour my.
rid
AKEL
VAMP.

L'Jrt — a l i
Item 4.

Mpuslrlie Park
-UAW Oak tidrey
tiarehell Creole
- HolAe. Creek
ORreeKiad
Nems9lvene
Seneca spelrgs
Lipper Oak 4ailay
Sireel GanlpJlines
r: Lirms
PREUIMIhIARY
Figure 4.2
Sewer Collection Basins
Nlar.sedFor Vlaeler
C dy of 8eaurr r;
77 .-e rraawxrr..ic

P88UMJWk8Y
Existing System
Pipeline Inventory
.0
, cent Contribution
%Tvml
Gravity Mains
4 6
8 10
12 15
16 18
24 30
48 Unknown
883
2,612
759,884
28,526
59,788
48,929
1,898
7,782
13,012

8.890
222
226
- _

0.5 143.9

5.4 11-3

9.3 0.4

1.5 2.5

1.7 0.04

0.04 0.1%
6-396

73.49`0

2.8%
5-8%

4.7%
0-296
0-896

1.3%
0-9%
0_029F.

0.02%
Subtotal - Gravity Mains
Force Mains
6 8
10 12
14 932,653
176.6
90-1%
1,060
33,208
17,254
31,787
18,776

0.2 6.3

3.3 6.0

3.6 0-1%
3-20
1-796

3.1%
1-896
Subtotal - Farce Mains
Total Sewer Pipe
Total
_A IC R I
102,08{6
193

4.9%
100.0%
L034,739
196,0
EYOINEEMNO GROUP, INC.

Note:

Source: Sewer System 613 provided by City staff on November 20, 2019- 2/3/2020

Lift Station Connectivity Schematic
vmureeiallo Moon ilic
Item 4.
79 Lift Station Inventory
Item 4.

No.

Lift Station Information Pumpsi
Location Quantity
Pump Controls
Wet Well Dimensions
gh
Full Capacity Finn Capacity Current Capacity Low level Low Level Lead On Lag 1 Off Lag 2 On Lag 2 Off Area Depth volume (gPm) [gpm) [gpm) lft) M {ft] {it] eft ] [ft) gal]
Beaumont Mesa
Fairway Canyon3
12940 Potre ro Blvd_
34003 Crenshaw St
!Little Lower Oak Valley)
Lower Oak Valley 11246 Palmer Ave.

Marshall Creek 990 Ring Ranch Rd.

Noble Creek 1899 W Oak Valley Pkwy.

Seneca Springs 1390 Potrero Blvd.

Upper Oak Valley 35980 Oak Valley Pkwy.

Four Seasons 1075 5 Highland Springs Ave.

Industrial name
(Coopers Creek)
Olivew and
AKEL
PN61n EENn 5 GROUP, INC.
715 W 4th St
North of Artisan PI.
2 L 1,797 gpm
2@400gpm
2 650 gpm
1@400gpm
2 @ 1,154 gpm
2 @ 1,565 gpm
2 •450gpm
2 1,350 gpm
1 @ 2,300 gam
2 e 1,675 gam
1@365gpm
1@112gpm
1@ISO gpm
3,594
1,797

8.00 400
3,594
800
1,700 1,050 1,700
2,300 1,150 2,300
3,730 1,865 3,730
1,350 900 1,125
5,100 2,700 5,000
3,715 1,740 1,675
262 112 262
2 @ 310gpm G20 310 620

21.50 200 9.50 7.00 12.00 7.001

5.33 232 6.51 3.58 7.83 6.61

7.50 1.50 4.00 2.00 7.00 2.00
1035 8_fl8 9.75 8.25 10.50 6.25
600 154] 4.25 200 5.75 2.00

6.00 1.25 430 2.50 5.50 2.50

7.50 Lao 430 2.50 7.00 2.50

9.50 1.50 435 2.25 9.00 4.75
600 1.00 5.75 2.00 5.75 2.00

6.25 2.00 5.25

3.00 5.75 3.00
697.4 210 109,593

50.3 11.50 2,022
212.7 163 26,252
2233 180 30,149
150.5 143 19,606
154.7 31.50 43,519
345.7 193 51,283
249.6 22.0 41,075

58.7 16.0 7,022

50.3 193 7,332
Notes:

1. Source: Pumps information provided by City staff an December 13, 2019.

2. Unless rioted otherwise, pump rantro.s and wet well dimensions provided by City staff on March 0.4, 2020.

3. Fairway Canyon wet well dimensions provided by City staff on April 23, 2021. 4/27/2021
80 Chapter 5
Wastewater Flows
Purpose of Chapter
ey Chapter Elements
The purpose of this chapter
is to summarize historical
wastewater flows at City's
WWTP and project flows for
future growth.
• Historical Flow Summary
• Buildout Wastewater
Flows
IN 61NlLAIffO 4ROLT. IMG.

2019 WWTP Fiows (January -December)
Highest months
are August and
November.

November high
flows due to Wet
weather flows
AKEL
EMGINGLA IMO amour IMG.

Item 4.

3.85 3.75

1.43 OT
NM -
0,07 11 04 Q{rz 0.3,3 0.U1.00
-

2.41 Monthly i.n
E 3.70
I
a

3.65 3.60

3.55 3.50
Rainfall
3,69
}.6h

3.51 3.61
1 3.64
7 322
Annual Average r 3.56 mad
3,61
wwT
1 1
3 LID
F1
3-69

3.77 1
z
3,72
- 20 2
• 25
LEGEND
•Monthly Plum. Note: WWTP Flow data provided by City staff on February 18r 2020. - Rainfall data extracted Loom CI MIS Station in Hemet lYear 2019) Mond* Rainfall
201g Average Flaw
AKEL

PRELIMINARY
Fe bruin" lr,1021
Figure 5.1
2019 WWTP Flows
Wastewater Master P131
CI q!FiR.aulmont
FRIG Vr[GIUFG{Rt.JP. INC

Year
asona verage
awrnum * on T aximurn 1 ay
Historical
Wastewater
Flows Data
• 3.66 mgd is the average
flow
• 1.33 times higher than
average during maximum
day dry weather
• 1.88 times higher than
average during maximum
day wet weather

A K E L
Average Annual Percentage
Flow OAF} Change
(m d)
AEWF1
(mgd)
AWWF2
(mgd)
MMDWF
t dl
MMWWF
{mgd}
MDDWF
(rn d)
Mr1WWF
Item 4.
;d)
2012
2013
2014
2015
2016
2017
2018
2019
2020
2012
2013
2014
2015
2016
2017
2018
2019
2020
-AKEL
rm..irriara 4.1441F..14c

2.68 2.79

2.98 2.92

2.83 3.27

3.39 3.66

1.00 1.04

1.00 1.00

1.01 1.00

1.00 3.9%

6.9%
-1.8%
-3.4%

15.854

3.7%

8.0%

2.70 2.68

2.67 2.90

2.97 2.99
2,91 2.94

2.80 2.86

3.40 3.38

3.66 3.67

2.74 2.82

2.80 3.12

3.02 3.19

2.97 3.05

2.91 3.29

3.51 3.51

3.72 3.77

4.01 Historical Peaking Factors (Applied to ADWF)

1.00 1.00

1.00 0.99

1.08 1.01

1.01 1.02

0.99 1.00

1.02 1.04

1.05 1.17

1.02 1.07

1.02 1.05

1.04 1.18

1.03 1.03

1.02 1.03
Recommended Evaluation Peaking Factor

1.08 1.05 1.18

3.12 3.40

3.50 3.86

3.27 4.14

1.13 1.33

6.18 3.50

3.62 3.58

5.26 5.07

4.57 1.18

1.31 1.22

1.23 1.88

1.39 1.88
Notes :
1 Source: 2012-2016W44TP flows extracted from the City of Beaumont 2017 Inflow and Infiltration Study_ 2 Source: 2017-2019 City Flow data provided by City staff on February 1S, 2020.

3. Source: Hourly influent flows at the WV TP far the period of 02/20/20 to 04/09/20 provided by City staff on May 1, 2020_ 2/3/202(
83 Projected Buildout Wastewater Flows
€
3 I
Land Use Type
lir Existing Development
Existing Lands, Sewer Unit
No Redevelopment Factor
(acre) Igpdfacrej
Ave=rage Dad hi
Flow
[gpdM
Mr
Lands PIa n ned for
Redevelopment
lacrel
Future Development within Study Area
Subtotal
New Development
Future Develo pment
[acre) (acre',
Sewer Unit
Factor
[gpdfacre[
Average Dry
Weather Flow
(gpd[
Total Development at
Buildout of Study Area
(arrel
Total Average Dry Weather
Flow
[57dl (gPd]
General Plan Residential
WV
Single Family Residential
2,389
1,396
3,335,391
118
5883
706
1,396
956,125
3,096
4,321,516 4.32
High Density Residential
83 2,609
215,334
6 276-1
252
2,609
735,343
364
950,677 035
Rural Residential
0 611
4 2,446
3123
2,758
611
1,685,107
2,758
1,685,107 L69
SubtotaI-fireneral Plan Residential
General Plan Non -Residential
Genera I Commercial
2,472
242
1,175
3,550,725
284,837
2,570
28 1,176-7
+
323,8
3,746
352
1,175
3,406,575
413,753
6,218
595
6,957,301 595
698.590 0.70
Neighborhood Commercial
0 1,175
0 34
11-5
46 1,175
53,539
46 53,539 0.05
Industrial
211
1,763
371,281
52 3152
367
1,763
646,78'0
577
1,018,062 1.02
Public Facility
280
800
224,260
44 63-5
107
800
85,932
388
310,191 0.31
Subtotal - General Plan Non -Residential
lh,General Plan Overlays
733
660,378
0 158
7140
872
1,200,004
1,605
2,060,331 2.05
Traditionall4eighborhoodi
0 -
76 498,8
574
-
592,049
574
692,049 0.69
Downtown Mixed Usei
0 -
0 321
64-4
356
-
578,272
386
578,272 0.55
Urban Village"
0 -
0 147
5360
643
-
1,041,439
643
1,041,439 1.04
Employment District'
0 -
0 0
179.1
179
-
216,814
179
216,814 0.22
Subtotal -General Plan Overlays
Lnown Developments
0 0
504
1,278-4
1,782
2,525,575
1,782
=
2,528,575 253
1 Speerfc Plan and Other Developments
0 -
4 0
4,199-7
4,200
-
6,214,824
4,200
6,214,824 6.21
Subtotal -Known Developments
'NMI
MC E L
0 5,205
0 4,431,103
0 3,231
4,199.7
7,358.8
4,200
10,600
6,214,824
13,349,978
4,200
,
6,214,824 6.21
13,805
17,781,081 17.78
NOME ER,NC CROUP, I VD.

Notes:

1. Development flows for Overlay Areas documented in Table 1, General Plan Overlay Development and Flows 10/19/2020
Item 4.
84 rN61N=191149

2. Specific Plan and Other Development flours documented in Table 5, Specific Plan and Other Development, Remaning Development Flows

Chapter 6 — Hydraulic Model Development
Purpose of Chapter
The purpose of this chapter
is to discuss the hydraulic
model development and
calibration process of the
wastewater collection
system.

LL
iir6.m4..K.! .
y Chapter Elements
• Hydraulic Model
Development
• Flow Monitoring Program
• Hydraulic Model
Calibration
Item 4.
85 Existing Modeled WW System
Md. vtib fWk
OAK r
-UMW HIM O+PW, PIC)
Gravity Mains
Subtotal
18,847
27,947
59,569
48,834
1,898
7,829
12,336

8.890
186,151
Item 4.

16.6%

0.6. 2.7%

4.2%

3.0%

35.3 63.495
Force Mains
6 8
10 12
14 Subtotal
1,060 0.2
33,212
17,260
31,796 s;
18,941 3.6
5,058 1.0
107,327 20.3

0.4%

11.39. 5.9%6

10.89:

1.7vc

36.6%
Total Modeled Pipe
AKEL
EhtaINEER1110 9ROUP INC
Total
293.479 cr_c,
100.051 86
2/19/2421

Flow Monitoring Program
FR414f
KEL
•
14 Flow Monitoring Site
L egend
Ran Gaup
tluw ',RAW Ltle.-Ohor,i
t.11A 3trrr xn
-- -• Fwer}Maine
Q M* meet
—.cared &Viler
1iM rai LA1
Flaw M9ttL l' tl5s�a
trakanont
InFarlwu' Caron
F W r 5A9ddr' S
- harathlI Park
- Iitinkeg Creak
- 4,0trs {r+NK
Pelnr-4.yhtanta
Seneca 5prrge
Upper Oak varlet'
Sheet Cartedrxrs
[__J CI1y I nr.is
PRE IMFNAf(V
Item 4.

Gravity Main Flow Monitors
FM -1 Cherry Avenue north of Mari Lane
8" N (In Pipe)
FM -2
Minnesota Avenue approx 500' north of 4th
Street
24" N (In Pipe)
FM -3
FM -4
California Avenue approx 400' north of 1st
Street
30" N (In Pipe)
6th Street a pp rox 400' west of American
Avenue
24" E (In Pipe)
SSMH01048
SSMH01728
SSMH00381
SSMH00330
Lift Station Flow Monitors
FM -5 1075 South Highland Springs Road
FM -6 1390 Potrero Boulevard
FM -7 990 Ring Ranch Road
LS -1
(Four Seasons)
LS -2
(Seneca Springs)
LS -3
(Marshall Creek)
FM -8 1899 West Oak Valley Parkway
FM -9 715 West 4th Street
FM -10 35980 Oak Valley Parkway
LS -4
(Noble Creek)
LS -5
(Industrial Park)
LS -6
(Upper Oak Valley)
FM -11 11246 Palmer Avenue
FM -12 34003 Crenshaw Street
FM -13 12940 Potrero Boulevard
FM -14
-AKEL
F.iYEER11.10 OPoIIP INC
Notes:

Castello Lane approx 450' north of Artisan
Place
LS -7
(Lower Oak Valley)
LS -8
(Beaumont Mesa)
LS -9
(Olivewood)
LS -10
(Fairway Canyon)

1. GIS Manhole 165 based on G15 shapefifes provided by City staff November 18, 2019.

Figure 6.2
flow Monitor Locations!
wer51ewwx4er M3S1i5r-Rah
{`,4t' of 9eaienoni
87 2/11/202
r..,tr11.1c,.111}11• a.

Hydraulic Model Calibration
Dry Weather
180

1.60 1.40

11.20 100
0_80

0.60 0.40

0.20 0.00
0 Weekday
Dry Weather Event
•
•
6 18
24 Time (hr)
•
Weekend
Wet Weather

3.50 -

3.00 2.50

2.00 1.50

1.00 0.50

0.00 0
30 55 42 t8
Wet Weather Event 1
(March 12-13, 2020)
"1 1
M. Sig mir
-._
41,
49 6
12 18 24 30 36 42 41.8
rrne(nr)

0.0 0.2

0.4 0.5

0.8 10
Rainfall Intensity (in/hr)
• Dry and Wet
Weather
• Benchmark for
future
evaluations
• Calibration
results were
acceptable
Item 4.
88 Chapter 7 - Hydraulic Evaluation and Proposed
Improvements
Purpose Chapter
Key Chapter Element
The purpose of this chapter
is to evaluate the existing
wastewaLei system and
recommend improvements
to mitigate existing
deficiencie' and serve
future growth.
• Existing System Evaluation
• Recommended
Improvements
• Future System Evaluation
-411114.

IN 61NlLAIffO 4ROLT IMG.

Existing System Evaluations
Dry Weather
f Lt i
I� f
A K EL
AKEL
GN6INGLAIN9 4ROVf IMG.

I. Erma
aD0 a -a r
DOA -14
E
lisal 1 km: Slam
N6ONW ti4itr wet
_rd .

Tr
lam-madmil Posh
PIRY •!{liRY
L.Pna
r .1» p
+�s.owor.
u..q ra.,•
w11,{11.
s
GLEN yr�
Wort
Vold Id FonEVAIrl
t4d f Dn4r 1.
— ,r.— u.#-
- Ir r✓ 1n.
_eim, ,
::
0,44 appr--r
14kEuYY4e et
+lu.r.7
C+NIwj 14r4NN ihnow
IA P 1: .,orr
Item 4.
• Evaluated for
peak dry and
wet conditions
• Considered 10 -
Year 24 -Hour
Design Storm
• Capacity of
Existing
Pipelines is
Good.
90 Beaumont Mesa LS Improvements
:••,4.IL1
4 POTHFka izl'iL'
BM -LS
BM -WW
12 iloormolomoli loam' Wei lb igagh 5.3.)sob von Aft Iwo is 4011 % aM,FM1 '.11,..11+,#klfan
4M-411 16 rt6
dNNfM1
•
i
Legend
r Project Lill Station #11%0 Project Force Main #*i# Existing Force Main /\ Other Projects ioNo, Project Gravity Main /\ Existing Gravity Main
Ilmblnl limb '3 Mil

A K E L
Item 4.
• Critical Regional Lift
Station
• Planned
improvements to
mitigate deficiencies
• Replace existing pumps
(undersized)
• Complete parallel force
main (segment currently
offline)
• Expand wet well (lacks
sufficient emergency
capacity)
91 AKEL
1N61NGLAIN9 amour inv.

Existing; SystermAratyss
Future System Nnalysis
Lift Station
Capacity
Evaluation
• Capacity of Existing
Lift Stations not
adequate.
• Future growth
requires additional
lift station capacity
ELdArlikliCiElliarMcpaecnirpaarLourntv.

Pomp Station
Design Firm Total Capacity
Capacity ;IncludesStandby/
Peak Wet Weather '
{.e•ml
m
Deficiency
a•m
Peak Wet W _. r --
m:d
Surpl -
Defide
a•m
Recommended
Item 4.

Existing System
Beaumont Mesa'
Fairway Canyon°
1,797
2,020
291
4,530
652
Construct too 3,500 gpm and two 1,500
gpm pumps, three duty a nd one star I y,
for Vital capacity of 10,000gpm-
400
8010
77 0.11
323
90 111.3
310
Lower Oak Valley
Marshall Creek
Noble Creek
1,050
965
35 1,217

1.75 Construct three 525 gpm PoT1psr two duty
and ODE standby, for to IMpaCity of
1,875 epm
1,150
173
112
372
11556

2.44 Construct two 1,700 gpm pumps, one duty
and one standby, for total capacity of
3,400 gpm
1,865
3,730
465

0.67 958
138
907
Seneca Springs
900
1,350
201

0.29 699
375
1154
522
Upper Oak Valley
2,700
1,914
275
786

3.04 5.23
Construct three 1,850 gpm pumps, two
duty and one standby, for total capacity of
5,556 gpm
Construct three 1,350 gpm pumps, two
duty and one standby, for total tripacity of
4,050 gpm
Construct two 300 !pm pumps, one dory
and one standby, for total opacity of 600
gpm
Four Seasons
1,740
3,715
442

2.615

3.77 -876
Industrial Perk
Olivewood
Future System
Beaumont Ave South
Bee umont Crossroad
Brookside Ave
Tukwet Canyon
K E L
112
262
106
310
620
53 0.15

0.06 6
257
286
612
1786
4,659
275
709
0-41
0,52
2-57

6.71 0.40

1.02 -176
-302
-1 733
Construct two 625 gpm pumps, one duty
a rid one standby, for total capacity of
1300 gpm
Construct three 900 gpm pumps, two duty
a nd one standby, for total capacity of
2,7DO gPm
-4,659
Construct three 2,350 gpm pumps, two
duty and one standby, for total capacity of
7,050 gpm
-278
-709
Construct two 300 gpm pumps, one duty
and one standby, for total capacity of 600
gPM
Construct three 375 gpm pimps, two duty
a nd one standby, for total 'wacky of
1,125 gpm
Motes:

1. Maidrnum average hour flows extracted from sewer system hydraulic model.

2. Lift station current capacity is different than Design Capacity as directed by City staff December 15, 2020.

3. Pump information provided by Xylem staff March 02, 2021. 92 Future Capacity Improvements
• Red represent
existing pipe
deficiencies.
• Purple represent
existing pipes
needing upgrade
to service
growth
• Green lines
represent New
pipes to service
growth
16AKEL
1111ffirm°mEN"D
4RO Vf I"r..
ir raw • GI
1 Item 4.

Legend
Fuiute Improvements
Llh S1ol aii
Eirivirj 00Fciaricy
r Cepact'', Inp-eam teFutue beet
r Future L?eyrkipmrrrLarlly
FOTO Meirl8
- ^ - . ExI& 1p de`I:entf
- - - - , FuWra OpklaPrrontQnly
Gnerily Mains
= Exiil:rg DeficIEicy
- Cam* InaeBee by o'ure bee
- Fuldre LSevelopieenLO'ly
= Prix fiFopa Reegri rJrdan
Exieling System
1 LIR Sraaete8
MafclCd FbrCC hi r $
- - - - • 8' lard Srneter
- - - - . i0" And Urge.

Ir1,Sdbleii Gretilrty Mains
- 9'
- to" and Lnege*
N or-kioderod Pipes
S trael Cenlerliree
City LIT.*

PRELIMINARY
Figure 7.3
ReCOmmended Imprevgment
YeesteWater Master PIan
eilr Di eeaurrwsnl
9E MDIIT'
93 4IC. *EPA G 5AMP: r4E

Future System Evaluations
T F
..
m.
ff
. .a � ..•R.
r�eu �Ilrr
d.111.4?.1
Foe* IMMI.4 % W o n
A.rY.I., {r PWAF
w =air Yrrp.•
Item 4.
• Evaluated for
peak dry and
wet conditions
• Validates the
recommended
improvements
94 Chapter 8 —Capital Improvement Program
Purpose
y Chapter Elements
The purpose of this chapter Unit Costs
is to summarize the City's • Buildout Capital
Buildout and 10 -Year Capital Improvement Program
Improvement Programs. • 10 -Year CIP
EI
IN6. MIMp 4R01T_IMG

r R L LIY 1 1 1 11r5F1
Units Costs
•Documenting
Cost
Assumptions
Gravity Mains
Pipe Size
(inj
8 1C
12 15
18 21
2f
27 3,,
36 Cost'
{$/lineal foot)
$188
$196
$204
$226
$242
$325
$388
$459
$517
$657
Force Main
a
10 11.
$21s
$263
$277
$374
Operational and Maintenance
a
Sewer Pipeline CCTV
Sewer Pipeline Cleaning
$244
$178
Lift Stations
-AKEL
Estimated lift Station Project Cost = 9,484*Q2 4
308,219*4+ 358,874, where R is i n mgd
ENGINEERING GROUP, INC.
3/44021
Notes
1 Unit costs indexed using the Engineering News Record (ENR) Construction Cost Index of 11,628 for January 2021.

2. Sewer pipeline operational and maintenance costs based an Akel Engineering Group experience on similar projects.

3. Lift Station casts based on Akel Engineering Group experience on similar projects and escalated using the Engineering News Record ENR) Construction Cast Index of 11,628 for January 2021.

Item 4.
96 Capital Improvement Program
r.-1•..• rte .rte I44$ ll a.,an
{AMA.. axn
,, ..,... ., .. ,tom '-�
Legend
ti re Improve
L$ SIM Orbs
S Exlsdrp rIellaenq
i CarpocIgr Incrogis Ow -Fumy NV
fe noire neveFopmerd bnlr
Farce &sins
-• - -. E•ihn44ahexre
• - . Flits O volapmoM Only
Cindy Mari
- L' mn9Oihwrcy
- Capadtx Inereree far FLtvra aev.
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- Pipe 31008 Reoinaruehan
Exi9#inp Sy Cler11
htdd'bd Faret b rIS
.. IVe F'
... _ . IQ" wind Law
Pekciaed Gravity. Mara
rr
.� 1P eras larger
N&1.Mudered DIF-
- Skeet{:er,k,l,ieS
�._.� Crt Lkniq

PRELIMINARY
Figure Li
Ca pita I Improvement Program
Vlbrgrey.ilei kMn57ei Rnr
City co Beaurricil
AE AAJP4llwr
Item 4.
• Prepare Capital
Improvement
Projects based
on
recommended
improvements
97 10 -Year CIP
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a ia4r�.Frr•�rr^iyrra�rwyra.•
em 4.
1 • Gravity Pipeline Improvements: $0.3 million
• Beaumont Mesa LS Improvements: $9.6 million
• Lift Station Condition Assessment Improvements: $3.6 million • Operation and Maintenance Improvements: $5.1 million
• Wastewater Treatment Plant Improvements: $2.0 million 10 -Year CIP Cost: $20.6 millior�
I9
8 . ,,
I
rrr. •Yn.1r1.•0 L I •.

Buildout CIP
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Item 4.
• Pipeline Capacity Improvements: $32.3 million
• Force Main Capacity Improvements: $21.2 million
• Lift Station Improvements: $34.6 million
• Other Wastewater System Improvements: $10.7 million
Total Cost: $98.9 milli••,. ,
99 Sewer System MP Summary Points
• Serving Existing Customers
• Capacity of Existing Sewer System is good.
• Capacity of Most Existing Lift Stations not adequate. • Extending Service to Future Growth
• Future Capacity Pipeline Projects are Developer Driven. • Deliverables
• Master Plan Document
• Hydraulic Model
Item 4.
100
IN 61NlLAIffO 4N 'Jr IMG.

Next Steps!
• Rate study
• Pipeline Condition Assessment
(State and Federal Regulations)
• Lift Station Condition Assessment
• Update Master Plans every 5 years
Item 4.

Next Steps: Evaluate Condition of the Sewer System
Sewer system
pipes age over the
years, and if not
replaced on time,
they will fail
EL
IN 6INGLAIMO 41VOLT. IMG.
r
Roof Drain
Connection
Connected
Foundation
Drain
1 Broken
Side
Sewer
Uncapped
Lateral
Connection
Faulty Manhote
(over or F
INFLOW SOURCES (black text)
Storrs Cross -
Connection
Cracked or
Broken Pipe
Item 4.

STORM
SEWER
Deteriorated Manhole
INFILTRATION SOURCES (white text)

Methods for Evaluating Pipe Condition
• Age -based Replacement
Program
• Risk -based Replacement
Progrm
• Evaluate the Likelihood of Failure
• Evaluate the consequence of
Failure
• Evaluate the total Risk Score
CE L
rN61NGLAIMO amour IMG.

Item 4.

Upstream MH No:+SAMH '6741
Downstream MH No:!AM H '6139'
r 270.2 FT. 7,
0 FT/Min

City al 98emel n
Wastewater
Master Plan
City of Beaumont
202 Wastewater Master Plan

MAY ZOPT
UPA/ f
Item 4.

Workshop —Draft Master Plan
June 22, 2021
k1FATITIAT
AKEL
ENGINEERING GROUP, INC.
104

Item 4.

RESOLUTION NUMBER 2022 -

A RESOLUTION OF THE CITY COUNCIL

OF THE CITY OF BEAUMONT ADOPTION OF THE WASTEWATER

MASTER PLAN
WHEREAS, in order to better serve current and future wastewater customers in the City of Beaumont, a Wastewater Master Plan has been developed for the City; and WHEREAS, Akel Engineering, Inc. was retained by the City to prepare the Wastewater Master Plan;
WHEREAS, the City of Beaumont received the Draft Wastewater Master Plan at a public City Council workshop on July 22, 2021 at which time Akel Engineering gave a presentation for the purpose of receiving Council, staff, and public comments which have been incorporated into the final version being submitted herein to the City Council for further consideration; WHEREAS, the City Council recognizes that funding of the construction costs of facilities recommended within said Wastewater Master Plan will be addressed by separate financial analysis and Capital Improvement Plan and related funding sources; and NOW, THEREFORE, BE IT RESOLVED, the City Council of the City of Beaumont finds that the recommendations presented by the Wastewater Master Plan are critical to serve the City, address operational goals, and comply with regulatory standards and hereby adopts and approves the Wastewater Master Plan, attached hereto and made a part hereof.

PASSED, APPROVED AND ADOPTED at the regular meeting of the City Council of the City of Beaumont, California, held on the 1St day of February, 2022, by the following roll call vote:

AYES:

NOES:

ABSENT:

ABSTAIN:

ATTEST:

Mayor
City Clerk
(Seal)
105

Item 4.

BEAUMONT
-CALIFORNIA-

CITY OF BEAUMONT
2021

WASTEWATER

MASTER PLAN
Draft
August 2021
AKEL
ENGINEERING GROUP, INC.
106

Item 4.

AKEL
ENGINEERING GROUP, INC.

August 24, 2021
City of Beaumont
550 E 6t" Street
Beaumont, CA 92223
Smart Planning Our Water Resources
Attention: Jeff Hart, P.E.

Public Works Director
Subject: 2021 Wastewater Master Plan — Draft Report
Dear Jeff:

We are pleased to submit the draft report for the City of Beaumont Wastewater Master Plan.

The master plan documents the following:
• Existing wastewater system facilities, acceptable hydraulic performance criteria, and projected wastewater flows consistent within the City's service area. • Development and calibration of the City's GIS-based wastewater collection system hydraulic model.
• Capacity evaluation of the existing wastewater collection system with improvements to mitigate existing deficiencies and to accommodate future growth. • Capital Improvement Program (CIP) with an opinion of probable construction costs.

We extend our thanks to you; Jeff Hart, Public Works Director; Kristine Day, Assistant City Manager; Thaxton Van Belle, Chief Plant Operator; Kevin Lee, Wastewater Plant Supervisor; and other City staff whose courtesy and cooperation were valuable components in completing this study.

Sincerely,
AKEL ENGINEERING GROUP, INC.

Tony Akel, P.E.

Senior Principal
Enclosure: Report
7433 N. FIRST STREET, SUITE 103 • FRESNO, CALIFORNIA 93720 • (559) 436-0600 • FAX (559) 436-0622 www.akeleng.com
107

Item 4.
(,-__..._.: ,

BEAUMONT

CALIFORNIA
Acknowledgements
City Council
Mike Lara, Mayor
Lloyd White, Mayor Pro Tempore
David Fenn
Julio Martinez
Rey Santos
Management Personnel
Todd Parton, City Manager
Kristine Day, Assistant City Manager
Jeff Hart, Public Works Director
Thaxton Van Belle Chief Plant Operator
Kevin Lee, Wastewater Plant Supervisor
Other City Engineering, Planning, and Operations Staff
108

City of Beaumont
Wastewater Master Plan

TABLE OF CONTENTS
Item 4.

PAGE NO.

EXECUTIVE SUMMARY ES -1
ES.1 STUDY OBJECTIVES ES -1
ES.2 STUDY AREA DESCRIPTION ES -1
ES.3 SYSTEM PERFORMANCE AND DESIGN CRITERIA ES -3
ES.4 EXISTING WASTEWATER COLLECTION SYSTEM OVERVIEW ES -6 ES.5 WASTEWATER FLOWS ES -6
ES.6 HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION ES -6
ES.7 CAPACITY EVALUATION ES -8
ES.8 CAPITAL IMPROVEMENT PROGRAM ES -9
CHAPTER 1 - INTRODUCTION 1-1

1.1 BACKGROUND 1-1

1.2 SCOPE OF WORK 1-1

1.3 REPORT ORGANIZATION 1-3

1.4 ACKNOWLEDGEMENTS 1-4

1.5 UNIT CONVERSIONS AND ABBREVIATIONS 1-4

1.6 GEOGRAPHIC INFORMATION SYSTEMS 1-7
CHAPTER 2 - PLANNING AREA CHARACTERISTICS 2-1

2.1 STUDY AREA DESCRIPTION 2-1

2.2 WASTEWATER COLLECTION SYSTEM SERVICE AREA 2-1

2.3 HISTORICAL AND FUTURE GROWTH 2-12
CHAPTER 3 - SYSTEM PERFORMANCE AND DESIGN CRITERIA 3-1

3.1 HYDRAULIC CAPACITY CRITERIA 3-1

3.1.1 Gravity Mains 3-1

3.1.2 Force Mains and Lift Stations 3-5

3.2 DRY WEATHER FLOW CRITERIA 3-5

3.2.1 Unit Flow Factors Methodology 3-6

3.2.2 Average Daily Sewer Unit Flow Factors 3-6

3.2.3 Peaking Factors 3-6

3.3 WET WEATHER FLOW CRITERIA 3-9

3.3.1 Infiltration and Inflow 3-9

3.3.2 Wastewater Collection System Flow Monitoring 3-15

3.3.3 10 -Year 24 -Hour Design Storm 3-15
CHAPTER 4 - EXISTING WASTEWATER COLLECTION FACILITIES 4-1

4.1 WASTEWATER COLLECTION SYSTEM OVERVIEW 4-1

4.2 WASTEWATER COLLECTION BASINS AND TRUNKS 4-1

4.2.1 Fairway Canyon Collection Basin 4-1

4.2.2 Lower Oak Valley Collection Basin 4-1

4.2.3 Upper Oak Valley Collection Basin 4-5

4.2.4 Olivewood Collection Basin 4-5

4.2.5 Noble Creek Collection Basin 4-5

4.2.6 Marshall Creek Collection Basin 4-5

4.2.7 Industrial Park Collection Basin 4-5

4.2.8 Beaumont Collection Basin 4-6

4.2.9 Pennsylvania Collection Basin 4-6
August 2021 i City of Beaumont
Wastewater Master Plar
109

City of Beaumont
Wastewater Master Plan

TABLE OF CONTENTS
Item 4.

PAGE NO.

4.2.10 Highland Springs Collection Basin 4-6

4.2.11 Seneca Springs Collection Basin 4-6

4.2.12 Four Seasons Collection Basin 4-6

4.3 LIFT STATIONS 4-7

4.4 BEAUMONT WASTEWATER TREATMENT PLANT 4-10
CHAPTER 5 —WASTEWATER FLOWS 5-1

5.1 FLOWS AT THE BEAUMONT WWTP 5-1

5.2 BUILDOUT WASTEWATER FLOWS 5-4

5.3 WASTEWATER COLLECTION SYSTEM DESIGN FLOWS 5-4
CHAPTER 6 - HYDRAULIC MODEL DEVELOPMENT 6-1

6.1 HYDRAULIC MODEL SOFTWARE SELECTION 6-1

6.2 HYDRAULIC MODEL DEVELOPMENT 6-1

6.2.1 Skeletonization 6-1

6.2.2 Digitizing and Quality Control 6-2

6.2.3 Pipes and Manholes 6-2

6.2.4 Load Allocation 6-2

6.3 MODEL CALIBRATION 6-5

6.3.1 Calibration Plan 6-5

6.3.2 2020 V&A Temporary Flow Monitoring Program 6-5

6.3.3 Dynamic Model Calibration 6-9

6.3.4 Use of the Calibrated Model 6-9
CHAPTER 7 - EVALUATION AND PROPOSED IMPROVEMENTS 7-1

7.1 OVERVIEW 7-1

7.2 EXISTING SYSTEM CAPACITY EVALUATION 7-1

7.2.1 Existing Peak Dry Weather Flows Capacity Evaluation 7-4

7.2.2 Existing Peak Wet Weather Flows Capacity Evaluation 7-4

7.3 BEAUMONT MESA LIFT STATION SPECIAL STUDIES 7-4

7.3.1 Lift Station As -Built Preparation 7-4

7.3.2 Offline Force Main Exploration 7-4

7.3.3 Wet Well Capacity Expansion 7-5

7.4 BEAUMONT MESA LIFT STATION OPERATION 7-5

7.5 OTHER SPECIAL STUDIES 7-5

7.5.1 Fairway Canyon Preliminary Design Report (PDR) Review 7-9

7.5.2 Wastewater Hydraulic Analysis for McClure Industrial Building 7-9

7.6 LIFT STATION ASSESSMENT 7-9

7.6.1 Fairway Canyon Lift Station 7-12

7.6.2 Lower Oak Valley Lift Station 7-12

7.6.3 Upper Oak Valley Lift Station 7-13

7.6.4 Olivewood Lift Station 7-13

7.6.5 Beaumont Mesa Lift Station 7-13

7.6.6 Noble Creek Lift Station 7-14

7.6.7 Marshall Creek Lift Station 7-14

7.6.8 Industrial Park Lift Station 7-14

7.6.9 Seneca Springs Lift Station 7-15

7.6.10 Four Seasons Lift Station 7-15
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Wastewater Master Plan

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Item 4.

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7.7 ULTIMATE BUILDOUT CAPACITY IMPROVEMENTS 7-16

7.7.1 Lift Station Capacity Improvements 7-16

7.7.2 Force Main Improvements 7-25

7.7.3 Gravity Main Improvements 7-25

7.7.3.1 Lower Oak Valley 7-25

7.7.3.2 Upper Oak Valley 7-25

7.7.3.3 Olivewood 7-26

7.7.3.4 Brookside Avenue 7-26

7.7.3.5 Beaumont Mesa 7-26

7.7.3.6 Beaumont Crossroads 7-26

7.7.3.7 Industrial Park 7-27

7.7.3.8 Beaumont Avenue South 7-27

7.7.3.9 Wastewater Treatment Plant 7-27

7.7.3.10 Four Seasons 7-29
CHAPTER 8 - CAPITAL IMPROVEMENT PROGRAM 8-1

8.1 COST ESTIMATE ACCURACY 8-1

8.2 COST ESTIMATE METHODOLOGY 8-2

8.2.1 Unit Costs 8-2

8.2.2 Construction Cost Index 8-2

8.2.3 Land Acquisition 8-2

8.2.4 Construction Contingency Allowance 8-2

8.2.5 Project Related Costs 8-4

8.3 LIFT STATION CONDITION ASSESSMENT COSTS 8-4

8.4 CAPITAL IMPROVEMENT PROGRAM 8-4

8.4.1 Capital Improvement Costs 8-4

8.4.2 Pipelines 8-4

8.4.3 Improvement Service Location 8-13

8.4.4 Construction Triggers 8-13

8.5 10 -YEAR IMPROVEMENT PHASING 8-15
August 2021 i i i City of Beaumont
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City of Beaumont
Wastewater Master Plan

TABLE OF CONTENTS
Item 4.

PAGE NO.

FIGURES
Figure ES.1 Regional Location Map ES -2
Figure ES.2 Service Area ES -4
Figure ES.3 Sewer Collection Basins ES -7
Figure ES.4 Capital Improvement Program ES -10
Figure 1.1 Regional Location Map 1-2
Figure 2.1 Service Area 2-2
Figure 2.2 Existing Land Use 2-3
Figure 2.3 General Plan Land Use 2-6
Figure 2.4 Specific Plans and Other Developments 2-7
Figure 3.1 Hydraulic Model Diurnals 3-10
Figure 3.2 Hydraulic Model Diurnals 3-11
Figure 3.3 Hydraulic Model Diurnals 3-12
Figure 3.4 Hydraulic Model Diurnals 3-13
Figure 3.5 Infiltration and Inflow Sources 3-14
Figure 3.6 Flow Monitoring Locations 3-16
Figure 3.7 10 -Year 24 -Hour Storm (Design vs. Historical Storms) 3-20 Figure 4.1 Existing Wastewater Collection System 4-2
Figure 4.2 Sewer Collection Basins 4-3
Figure 4.3 Lift Station Connectivity Schematic 4-8
Figure 5.1 2019 WWTP Flows 5-2
Figure 5.2 Future Development Flow Allocation 5-5
Figure 6.1 Existing Modeled Sanitary Sewer System 6-3
Figure 6.2 Flow Monitor Locations 6-6
Figure 6.3 Site -3 Calibration 6-10
Figure 6.3 Site -7 Calibration 6-11
Figure 7.1 Existing Modeled System Analysis for PDWF 7-2 Figure 7.2 Existing Modeled System Analysis for PWWF 7-3 Figure 7.3 Potential Wet Well Expansion 7-6
Figure 7.4 Recommended Improvements 7-17
Figure 7.5 Future Modeled System Analysis for PDWF 7-18 Figure 7.6 Future Modeled System Analysis for PWWF 7-19 Figure 8.1 Capital Improvement Program 8-5
August 2021 iv City of Beaumont
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City of Beaumont
Wastewater Master Plan

TABLE OF CONTENTS
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
Table
TABLES
Item 4.

PAGE NO.

ES.1 Wastewater System Performance and Design Criteria ES -5 ES.2 Unit Costs ES -11
ES.3 Capital Improvement Program ES -12

1.1 Unit Conversions 1-5

1.2 Abbreviations and Acronyms 1-6

2.1 Existing and Future Land Use 2-4

2.2 Specific Plans and Other Developments, total Development Area 2-8

2.3 Specific Plans and Other Developments, Remaining Development Area 2-9

2.4 Specific Plans and Other Developments, Remaining Development Flows 2-10

2.5 Historical and Projected Population 2-13

3.1 Wastewater System Performance and Design Criteria 3-4

3.2 Existing Wastewater Flows by Land Use Classification 3-6

3.3 Wastewater Unit Flows for Projecting Future Flows 3-7

3.4 Precipitation Depth -Duration -Frequency 3-17

3.5 Storm Events Analysis 3-18

4.1 Existing Wastewater Pipe Inventory 4-4

4.2 Lift Station Inventory 4-9

5.1 Wastewater Treatment Plant - Historical Flow Data and Peaking Factors 5-3

5.2 Future Wastewater Flow Summary 5-6

5.3 Design Flows 5-8

6.1 Existing Modeled Pipe Inventory 6-4

6.2 Flow Monitor Locations 6-7

6.3 Calibration Results Summary 6-8

7.1 Beaumont Mesa LS - Estimated Time to Spill 7-7

7.2 Potential Beaumont Mesa Wet Well Expansion 7-8

7.3 Lift Station Capacity Analysis 7-10

7.4 Force Main Capacity Analysis 7-11

7.5 Schedule of Improvements 7-20

8.1 Unit Costs 8-3

8.2 Lift Station Condition Assessment Improvements 8-6

8.3 Capital Improvement Program 8-8

8.4 10 -Year Improvement Phasing 8-14
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Appendix G
Appendix H

APPENDICES
Sewer Flow Monitoring and Inflow/Infiltration Study, 2020 (V&A) Hydraulic Model Calibration Exhibits
Beaumont Mesa Lift Station Dry Well Grading Plan - Prepared by Cannon Beaumont Mesa Force Main Pothole Report - Prepared by C -Below Fairway Canyon Preliminary Design Report (PDR) Review Memorandum Wastewater Hydraulic Analysis for McClure Industrial Building Lift Station Condition Assessment - Prepared by V&A
Capital Improvement Program Project Sheets
August 2021 v City of Beaumont
Wastewater Master Plar
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Item 4.

City of Beaumont

EXECUTIVE SUMMARY
This executive summary provides a brief background of the City of Beaumont's (City) wastewater collection system, the planning area characteristics, the planning and design criteria, and the hydraulic model development.

The hydraulic model was used to evaluate the capacity adequacy of the existing wastewater collection system and for recommending improvements to mitigate existing deficiencies and for servicing future growth. The prioritized capital improvement program accounts for growth through the Beaumont Planning Area.

ES.1 STUDY OBJECTIVES
Recognizing the importance of planning, developing, and financing system facilities to provide reliable wastewater service to existing customers and for servicing anticipated growth within the sphere of influence, the City initiated the development of the 2021 Wastewater Master Plan.

This master plan includes the following tasks:
• Summarize the City's existing wastewater collection system facilities. • Document growth planning assumptions and known future developments. • Summarize the wastewater system performance criteria and design storm event. • Project future wastewater flows.
• Develop and calibrate the physical characteristics of the hydraulic model (gravity mains, force mains, and lift stations).
• Evaluate the adequacy of capacity for the wastewater collection system facilities to meet existing and projected peak dry weather flows and peak wet weather flows. • Recommend a capital improvement program (CIP) with an opinion of probable construction costs.
• Develop a 2021 Wastewater Master Plan Report.

ES.2 STUDY AREA DESCRIPTION
The City of Beaumont is located in Riverside County on the southern portion of California, east of the City of Banning. The City is located approximately 11 miles north of the City of Hemet, 5 miles east of the City of Banning, 12 miles east of City of Monero Valley, and 7 miles southeast of the City of Yucaipa. The City currently encompasses an area greater than 26,000 acres, with an approximate population of 50,000 residents. displays the City's location.

August 2021 ES -1 City of Beaumont
Wastewater Master Plan
114

Nevada
Pacific
Ocean
Bernardino
Redlan•s
Yucaipa
Riv- rside
Moreno Valley
Lake Perris
State Recreation Area
Perris
AKEL
ENGINEERING GROUP, INC.
•
San Bernardino
National Forest
San Bernardino •.

National Forest
Mt San Jacinto
State Park
v W CBS- E
0 1.5 3 6
Updated: January 13, 2020 Miles S
Sources: Esri, USGS, NOAA
File Path' P'\xGIS\GIS_Proiects\Beaumont \Sewer\191114-WestewaterMP\BEA_Fig 1-1 _RLM_011320.mxd Legend
Major Highways
1 City of Beaumont
Urbanized Area
Protected Open Space

PRELIMINARY
ES.1
Regional Location Map
Wastewater Master Plan
City of Beaumont
Item 4.
115

Item 4.

The City's service area is generally bound to the north by Brookside Avenue, to the east by Highlands Springs Avenue, and to the southwest of Monero Valley Freeway. The topography is generally steep, with slopes increasing from north to south toward the Interstate 10. rigure ES.2 displays the City's existing service area and the general plan boundary.

The City operates and maintains a wastewater collection system that covers the majority of the developable area within Planning Boundary. Currently, the wastewater flows are conveyed to the City of Beaumont Wastewater Treatment Plant (WWTP).

ES.3 SYSTEM PERFORMANCE AND DESIGN CRITERIA
Gravity main capacities depend on several factors including: material and roughness of the pipe, the limiting velocity and slope, and the maximum allowable depth of flow. The hydraulic modeling software used for evaluating the capacity adequacy of the City's wastewater collection system, InfoSWMM by Innovyze Inc., utilizes the fully dynamic St. Venant's equation which has a more accurate engine for simulating backwater and surcharge, in addition to manifolded force mains.

The software also incorporates the use of the Manning Equation in other calculations including upstream pipe flow conditions.

Partial Flow Criteria (d/D)
Partial flow in gravity sewers is expressed as a depth of flow to pipe diameter ratio (d/D). For circular gravity conduits, the highest capacity is generally reached at 92 percent of the full height of the pipe (d/D ratio of 0.92). This is due to the additional wetted perimeter and increased friction of a gravity pipe.

When designing wastewater pipelines, it is common practice to use variable flow depth criteria that allow higher safety factors in larger sizes. Thus, design d/D ratios may range between 0.5 and 0.92, with the lower values used for smaller pipes. The smaller pipes may experience flow peaks greater than planned or may experience blockages from debris. The City's design standards pertaining to the d/D criteria are summarized in _uie CO. .

During peak dry weather flows (PDWF), the maximum allowable d/D ratio for gravity pipelines are summarized as follows:
• 12 -inch diameter and smaller: 0.50
• 15 -inch diameter and larger: 0.70
During peak wet weather flows (PWWF), the maximum allowable d/D ratio for proposed pipes (all diameters) is 0.75. The maximum allowable d/D ratio for all existing pipes (all diameters) is 1.00.

The criterion for existing pipes is relaxed in order to maximize the use of the existing pipes before costly pipes improvements are required. This condition is evaluated using the dynamic hydraulic model and the criteria listed on Fable ES .
•
August 2021 ES -3 City of Beaumont
Wastewater Master Plan
116

Brookside Ave
Champions Dr
AKEL
ENGINEERING GROUP, INC.

Orchard St
Vineland St
Cherry Valley Blvd
CougarWay
Oak Valley Pkwy
Grand Ave
a, a
d
Lincoln Sta it
o
z
1St St
13Th St
12th St
10Th S
Potrero Blvd
--------I
0 0.25 0.5
1 Updated: March 8, 2021 Mile
w v''`im E
File Path_ P.\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig2-1 ServiceArea_030821 reed Legend
Sewer Service Area
General Plan Boundary
1 City Limits
Street Centerlines

PRELIMINARY
ES.2
Service Area
Wastewater Master Plan
City of Beaumont

BEAUMONT
Item 4.
117

Pipe Size
Table ES.1 Wastewater System Performance and Design Criteria Wastewater Master Plan
City of Beaumont

PRELIMINARY
Diameter _ 15 inches

0.70 Wet Weather Flow Criteria
Sewer Trunk
d/D
Existing System
Future System

1.00 0.75
Pipe Slope Criteria
Minimum Slope (ft/ft)
8"
10"
12"
15"
18"
21"
24" and Up
Pipe Velocity Criteria

0.004

0.0032

0.0024

0.0016

0.0014

0.0012

0.001
Pipe Type Minimum / Maximum Velocity (fps)
LAKEL
Gravity Sewer
Force Main
Minimum 2 / Maximum 10
Desired 2 to 6.5 / Maximum 10
ENGINEERING GROUP, INC.
3/2/2021
Notes:

1. Source: Eastern Municipal Water District Wastewater Collection System Master Plan

2. Wastewater Collection System performance criteria shall be in accordance with EMWD WCSMP.

Item 4.
118

Item 4.

ES.4 EXISTING WASTEWATER COLLECTION SYSTEM OVERVIEW
The City provides wastewater collection services to approximately 15,671 residential, commercial, public facilities and institutional accounts. rThe City's existing wastewater collection system consists of approximately 196 miles of gravity mains and force mains, and 10 lift stations that convey flows to the City's WWTP.

The City's existing wastewater collection system is shown in Figure ES.3, which displays the existing system by pipe size. This figure provides a general color coding for the collection mains, as well as labeling the existing lift stations.

ES.5 WASTEWATER FLOWS
The wastewater flows collected and treated at the City of Beaumont WWTP vary monthly, daily, and hourly. While the dry weather flows are influenced by customer uses, the wet weather flows are influenced by severity of storm events and the condition of the system.

Flow data influent to the City of Beaumont WWTP was obtained from City operation staff. The flow data covered a period from 2012 to 2019. From this data monthly, daily, and peak daily flows, were determined.

The land use methodology was used to estimate the buildout wastewater flows from City's Planning Area and to be consistent with the General Plan. The undeveloped lands were multiplied by the corresponding unit flow factor to estimate the wastewater flows. The buildout average daily flows were calculated at 17.8 mgd.

ES.6 HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION
The City's hydraulic model combines information on the physical characteristics of the wastewater collection system (pipelines, manholes, and lift stations) and operational characteristics (how they operate). The hydraulic model then performs calculations and solves series of equations to simulate flows in pipes, including backwater calculations for surcharged conditions.

There are several network analysis software products released by different manufacturers that can equally perform the hydraulic analysis satisfactorily. The selection of a particular software depends on user preferences, the wastewater collection system's unique requirements, and the costs for purchasing and maintaining the software.

The hydraulic modeling software used for evaluating the capacity adequacy of the City's wastewater collection system, InfoSWMM by Innovyze Inc., utilizes the fully dynamic St. Venant's equation which has a more accurate engine for simulating backwater and surcharge conditions, in addition to having the capability for simulating manifolded force mains. The software also incorporates the use of the Manning Equation in other calculations including upstream pipe flow conditions. The St Venant's and Manning's equations are discussed in the System Performance and Design Criteria chapter.

August 2021 ES -6 City of Beaumont
Wastewater Master Plan
119

Fairway Canyon
�10/14�
AKEL
ENGINEERING GROUP, INC.

Brookside Ave
Champions_Dr_-)
Upper Oak Valley)
12112112
Olivewood
10— -8--
12/12/12
onomolt
moms - -
Orchard St
Cherry Valley Blvd
19 ,ble Creek
12 12 . v
w �2
Beaumont Mesa 4".." Marshall Creek
12 12/16
IndustrialiPark
WWTP1 1
I_
L...

Grand Ave
ougar Way
Oak Valley Pkwy12
12th St
10Th St
8Th St
12 10 18
10/24
24 1St St <24 8/8/8/14
Potrero Blvd
0 0.25
-Updated: August•2; 2021 - -
1 Four Seasons
Ommm
011 4, I
wa E
Mile S
File Path: P:\xGIS\GIS_Protecls\Beaumont\Sewer\191114-WastewaterMP\BEA_FIg4-2CollectionBasins_080221. mxd Item 4.

Legend
Existing System
;, Lift Stations
Force Mains
8" and Smaller
- - - - , 10" and Larger
- - - - , Incomplete Force Main
Gravity Mains
6" and Smaller
8"
10" and Larger
Collection Basins
Beaumont
Fairway Canyon
Four Seasons
Industrial Park
Lower Oak Valley
Marshall Creek
Noble Creek
Olivewood
Pennsylvania
Seneca Springs
Upper Oak Valley
Street Centerlines
City Limits

PRELIMINARY
ES.3
Sewer Collection Basins
Wastewater Master Plan
City of Beaumont

BEAUMONT
120

Item 4.

Model Development
The hydraulic model for the City of Beaumont was skeletonized to include the pipelines essential to the hydraulic analysis. By comparison, skeletonizing was necessary to reduce the model from 4,300 pipes extracted from GIS to 800 pipes; the total system includes approximately 196 miles of pipe, whereas the hydraulic model includes approximately 56 miles of pipelines. Skeletonizing the model is useful in creating a system that accurately reflects the hydraulics of the pipes within the system while reducing the complexities of large models. This process reduces the time of analysis while maintaining accuracy, but will also comply with the limitations imposed by the computer program. The modeled pipes included pipes 8 -inches in a diameter and larger, in addition to some critical smaller gravity wastewater pipes. The inventory pipelines included in the hydraulic model is approximately 28 percent of the overall system.

Model Calibration
Calibration can be performed for steady state conditions, which model the peak hour flows, or for dynamic conditions (24 hours or more). Dynamic calibration consists of comparing the model predictions to diurnal operational changes in the wastewater flows. The City's hydraulic model was calibrated for dynamic conditions.

In wastewater collection systems, and when using dynamic hydraulic modeling to evaluate the impact of wet weather flows, it is common practice to calibrate the model to the following three conditions:
• Peak dry weather flows.
• Peak wet weather flows from storm rainfall Event No. 1(12 March 2020 -13 March 2020) • Peak wet weather flows from storm rainfall Event No. 2(9 March 2020 - 10 March 2020) After the model is calibrated to these conditions, it is benchmarked and used for evaluating the capacity adequacy of the wastewater collection system, under dry and wet weather conditions.

The model was also used to identify improvements necessary for mitigating existing system deficiencies and for accommodating future growth.

The hydraulic model is a valuable investment that will continue to prove its worth to the City as future planning issues or other operational conditions surface. It is recommended that the model be maintained and updated with new construction projects to preserve its integrity.

ES.7 CAPACITY EVALUATION
The system performance and design criteria were used as a basis to judge the adequacy of capacity for the existing wastewater collection system. The design flows simulated in the hydraulic model for existing conditions and are listed as follows:

August 2021 ES -8 City of Beaumont
Wastewater Master Plan
121

Item 4.
• Existing PDWF = 9.3 mgd
• Existing PWWF = 9.8 mgd
During the peak dry weather simulations, the maximum allowable pipe d/D criteria for gravity pipelines (0.50 for wastewater mains less than or equal to 12 -inch or, 0.70 for wastewater mains greater than 12 -inch) was used. During the peak wet weather simulations, the existing wastewater mains are allow to reach the full capacity of 1.0 while the future wastewater mains are allow to 75 percent full.

In general, the hydraulic model indicated that the wastewater collection system exhibited acceptable performance to service the existing customers during both peak dry weather flows and peak wet weather flows. Future flows were then added to the hydraulic model and the existing system was expanded in order to serve these future customers. The proposed improvements for the future system are shown with pipe sizes on an overall exhibit on Figure ES.4.

ES.8 CAPITAL IMPROVEMENT PROGRAM
The Capital Improvement Program includes pipeline and lift station improvements recommended in this master plan (Table ES.3). Each improvement was assigned a uniquely coded identifier associated with its tributary area. The baseline costs for pipelines and lift stations are shown in Table ES.2. Improvements are shown in Figure ES.4.

The estimated costs include the baseline costs plus 20 percent contingency allowance to account for unforeseen events and unknown field conditions. Capital improvement costs include the estimated construction costs plus 30 percent project related costs (engineering design, project administration, construction management and inspection, and legal costs).

The costs in this Wastewater Master Plan were benchmarked using a 20 -City national average ENR CCI of 11,849, reflecting a date of April 2021. In total, the CIP includes approximately 23 miles of gravity mains and force mains, on -going CCTV Program, lift station condition assessment, as well as wastewater treatment plant improvements with a cost totaling over $99 million dollars.

August 2021 ES -9 City of Beaumont
Wastewater Master Plan
122

Fairway Canyon,
LOV I
18 LOV-P1 �S
Lower Oak Valley
0 ■
N+
8 16
BC-FM1
Detail A
6 BC-FM2
16 BC-FM1
6 BC-FM2
16 BC-FM1
Detail B
30 >
WWTP
8 IP-LS
AKEL
ENGINEERING GROUP, INC.
30 36
1111,7-,
6 r"
BR-FM1 1
BR -P1 i) r
8 Champions Dr
UOV-LS uov-P2 IS
12112112 1.3
>
10/14 115 UOV- 15
Upper Oak Valley OlivewooP3 d
10 8
3Q
P
18 15
BC -P4 BC -P3
3 WWTP-P22
WWTP-P22
12/12/12
'I
N
Brookside Ave
,-\,1 Beaumont Mesa
,12
ac -P2 12
BC -P2
Cherry Valley Blvd
Noble Creek
•
Marshall Creek
8 8
BM -P1
16 12/16
Detail C
15 Crooked Creek
6—
BC-FM2
Breckenridge Ave
NIIDetail B

BAS -LS
Cougar Way
Oak Valley Pkwyl2
r
WWTP P17
12 10
10 r
1 Grand Ave
W WTP-P11
WVlTP-P11
W W.T,P_-P12
3Th St
15 WWTP-P 3
12th St
10Th St
15 WWTP-P 3
�a■11uuui N a
0 � rra
O WWTP-P17
0 0
10 WWTP=P18
WWTP-P19
301 St St , 24 8/8/8/14
W WTP-P21
1 Lof
ote: Beaumont Crossroads 6 -inch force main
anned for replacement with 16 -inch at buildout
tributary area.

Potrero Blvd
I ▪ VWTP-P8 WWTP-P7 WWTP-P66
15 24 • 4
a ,
10/24 6Th St
WWTP-P15
Seneca Springs
T.' 116 12
Updated: April 16, 2021
0 0.25 0.5
Detail
IFour Seasons
Mile
C
W E
File Path' P'\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig8-1 CIP_041621. mxd Item 4.

Legend
Future Improvements
Lift Stations
f Existing Deficiency
r Capacity Increase for Future Dev.

IF Future Development Only
Force Mains
- - - - , Existing Deficiency
- - - - Future Development Only
Gravity Mains
Existing Deficiency
Capacity Increase for Future Dev.

Future Development Only
Pipe Slope Reconstruction
Existing System
Lift Stations
Modeled Force Mains
8" and Smaller
- - - - , 10" and Larger
Modeled Gravity Mains
8"
10" and Larger
Non -Modeled Pipes
Street Centerlines
1 City Limits

PRELIMINARY
ES.4
Capital Improvement Program
Wastewater Master Plan
City of Beaumont

BEAUMONT
123

Table ES.2
Unit Costs
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Gravity Mainl
Pipe Size
(in)
Cost1
($/lineal foot)
8 10
12 15
18 21
24 27
30 36
$191
$200
$208
$230
$247
$331
$396
$468
$526
$670
Force Main1
6 8
10 16
Operational and Maintenance2
Sewer Pipeline CCTV
Sewer Pipeline Cleaning
$216
$264
$278
$376
$2.10
$1.80
Lift Station3
LAKEL
ENGINEERING GROUP, INC.

Estimated Lift Station Project Cost = 9,665*Q2 +
314,097*Q + 365,718, where Q is in mgd
5/21/2021
Notes :

1. Unit costs indexed using the Engineering News Record (ENR) Construction Cost Index of 11,849 for April 2021.

2. Sewer pipeline operational and maintenance costs based on Akel Engineering Group experience on similar projects.

3. Lift Station costs based on Akel Engineering Group experience on similar projects and escalated using the Engineering News Record (ENR) Construction Cost Index of 11,849 for April 2021.

Item 4.
124

Improv. No.

Table ES.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Type of
Improvement
Lower Oak Valley Lift Station Tributary Area
Alignment
Improvements Details
Existing New/
Diameter Replace
in
Diameter Length
in
ft
Infrastructure Costs
Unit Cost Intr. Cost
247 129,621
Baseline Constr. Estimated Const. Capital Impro.

Cost Costl Cost2'3
($)
($)
($)
Future Flow
Service Location
Construction Trigger4
Gravity Main Improvements
LOV-P1
Future Capacity
Increase
Irwin St
From Floyd Cir to Palmer Ave
Lift Station Improvements
LOV-LS
Lift Station
Replacement
Lower Oak Valley Lift Station
15 Replace
18 525
Replace
3 @ 625 gpm
1,284,238
Subtotal - Lower Oak Valley Lift Station Tributary Area Improvements 129,700
155,700
202,500
1,284,300
1,541,200 2,003,600
1,414,000
1,696,900 2,206,100
Within City Limit Approximately 200 EDUs
Within City Limit Approximately 260 EDUs
Tukwet Canyon (New) Lift Station Tributary Area
Force Main Improvements
TC-FM1 New Force Main
Sorenstam Dr/Price St
From Tukwet Canyon lift station to
approx. 1,000' n/o Upper Oak Valley
lift station
From Tukwet Canyon lift station to
approx. 1,000' n/o Upper Oak Valley
lift station
TC-FM2 New Force Main
Sorenstam Dr/Price St
Lift Station Improvements
TC-LS New Lift Station Tukwet Canyon Lift Station
New
8 6,250
New
8 6,250
New
3 @ 375 gpm
264 1,652,656
264 1,652,656
899,920
Subtotal - Tukwet Canyon (New) Lift Station Tributary Area Improvements 1,652,700
1,983,300 2,578,300
1,652,700
1,983,300 2,578,300
900,000
1,080,000 1,404,000
4,205,400 5,046,600 6,560,600
Within City Limit As Development Occurs
Within City Limit As Development Occurs
Within City Limit As Development Occurs
Upper Oak Valley Lift Station Tributary Area
Gravity Main Improvements
UOV-P1
Future Capacity
Increase
Straightaway Dr
From Balata St to 350' sw/o Balata St
UOV-P2
Existing Capacity
Deficiency
Apron Ln
From Stableford Ct to Oak Valley
Pkwy
UOV-P3
Future Capacity
Increase
Oak Valley Pkwy
From Apron Ln to 2,450' w/o Apron
Ln
Lift Station Improvements
UOV-LS
Lift Station
Replacement
Upper Oak Valley Lift Station
8 Replace
10 350
8 Replace
12 300
12 Replace
15 2,500
Replace 3 @ 1,850 gpm
200 69,910
208 62,342
230 575,740
3,493,305
Subtotal - Upper Oak Valley Lift Station Tributary Area Improvements 70,000
84,000
109,200
62,400
74,900
97,400
575,800
691,000
898,300
3,493,400
4,192,100 5,449,800
4,201,600
5,042,000 6,554,700
Within City Limit Approximately 70 EDUs
Within City Limit
FY 2023/24
Within City Limit Approximately 1,360 EDUs
Within City Limit Approxiamtely 2,360 EDUs
Olivewood Lift Station Tributary Area
Gravity Main Improvements
O -P1
Future Capacity
Increase
ROW
From Artisan PI to approx. 500' n/o
Artisan PI
Lift Station Improvements
0 -LS
Lift Station
Olivewood Lift Station
Replacement
10 Replace
12 525
Replace
2 @ 650 gpm
208 109,099
987,577
Subtotal - Olivewood Lift Station Tributary Area Improvements 109,100
131,000
170,300
987,600
1,185,200 1,540,800
1,096,700
1,316,200 1,711,100
Within City Limit Approximately 750 EDUs
Within City Limit Approximately 710 EDUs
Item 4.
125

Improv. No.

Table ES.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Type of
Improvement
Brookside Avenue (New) Lift Station Tributary Area
Alignment
Improvements Details
Existing New/
Diameter Replace
in
Diameter Length
in
ft
Infrastructure Costs
Unit Cost Intr. Cost
191 420,656
Baseline Constr. Estimated Const. Capital Impro.

Cost Cost' Cost"
($)
($)
($)
Future Flow
Service Location
Construction Trigger'
Gravity Main Improvements
BR -P1 New Capacity
Brookside Ave
From 480' w/o Deodar Dr to
Brookside Ave lift station
Force Main Improvements
BR-FM1 New Force Main
Brookside Ave
From Brookside Ave lift station to
Deodar Dr
Lift Station Improvements
BR -LS New Lift Station Brookside Ave Lift Station
Beaumont Mesa Lift Station Tributary Area
New
8 2,200
New
6 2,825
New
2 @ 300 gpm
216 609,832
644,313
Subtotal - Brookside Avenue (New) Lift Station Tributary Area Improvements 420,700
504,900
656,400
609,900
731,900
951,500
644,400
773,300 1,005,300
1,675,000
2,010,100 2,613,200
I
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Gravity Main Improvements
BM -P1 New Capacity
ROW
From 800' n/o Monero Valley Fwy to
2,600' e/o Potrero Blvd
BM -P2 New Capacity
ROW
From 2,600' e/o Potrero Blvd to
1,400' s/o Oak Valley Pkwy
BM -P3 New Capacity
ROW
From 1,400' s/o Oak Valley Pkwy to
Beaumont Mesa lift station
Force Main Improvements5
BM-FM1 Force Main Design and Pump Design
BM-FM1
New Force Main
Potrero Blvd/Western From Beaumont Mesa lift station to Knolls Ave 1,300' w/o Western Knolls Ave
Lift Station Improvementss
BM -LS Pump Replacement/Addition Construction
BM -WW Wet Well Design
BM -WW New Wet Well
■
Beaumont Crossroads (New) Lift Station Tributary Area
Gravity Main Improvements
New
8 2,575
New
10 1,600
New
15 2,350
New
New
16 6,500
New
2 @ 3,500 gpm
2 @ 1,500 gpm
New
New
1 BC -P1 New Capacity
W 4th St
From 1,875' s/o Moreno Valley Fwy
to Beaumont Crossroads lift station
BC -P2 New Capacity
W 4th St
From 275' w/o of Prosperity Way to
400' e/o Potrero Blvd
BC -P3 New Capacity
W 4th St
From 400' e/o Potrero Blvd to Potrero
Blvd
BC -P4 New Capacity
W 4th St
From Potrero Blvd to 1,350' w/o
Potrero Blvd
BC -P5 New Capacity
W 4th St
From 1,350' w/o Potrero Blvd to
Beaumont Crossroads lift station
191 492,359
200 319,588
230 541,196
Subtotal - Beaumont Mesa Lift Station Tributary Area Improvements 1 •
1 New
15 3,125
New
12 2,100
New
15 375
New
18 1,450
New
21 800
1 230 719,676
208 436,397
230 86,361
247 358,001
331 264,625
492,400
590,900
768,200
319,600
383,600
498,700
541,200
649,500
844,400
450,000
4,000,000
750,000
400,000
4,000,000
1,353,200 1,624,000 11,711,300
719,700
863,700 1,122,900
436,400
523,700
680,900
86,400
103,700
134,900
358,100
429,800
558,800
264,700
317,700
413,100
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Within City Limit
FY 2021/22
Within City Limit
FY 2022/23
Within City Limit
FY 2022/23
Within City Limit
FY 2021/22
Within City Limit
FY 2024/25
Within City Limit
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
Item 4.
126

Improv. No.

Table ES.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Type of
Improvement
Force Main Improvements
Alignment
BC-FM1 New Force Main
W 4th St
From Beaumont Crossroads lift
station to 100' e/o Nicholas Rd
BC-FM2
New Force Main W 4th St
From Beaumont Crossroads lift
station to 100' e/o Nicholas Rd
Lift Station Improvements
BC -LS New Lift Station Beaumont Crossroads Lift Station Improvements Details
Existing New/
Diameter Replace
in
Diameter Length
in
ft
New
16 9,175
New 6
9,175
New 3 @ 2,350 gpm
Infrastructure Costs
Unit Cost Intr. Cost
376 3,447,614
216 1,980,605
4,550,536
Subtotal - Beaumont Crossroads (New) Lift Station Tributary Area Improvements Baseline Constr. Estimated Const. Capital Impro.

Cost Costl Cost2'3
($)
($)
($)
3,447,700
4,137,300 5,378,500
1,980,700
2,376,900 3,090,000
4,550,600
5,460,800 7,099,100
11,844,300 14,213,600 18,478,200
Future Flow
Service Location
Construction Trigger'
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
Marshall Creek Lift Station Tributary Area
Lift Station Improvements
MC -LS
Lift Station
Replacement
Marshall Creek Lift Station
Replace 2 @ 1,700 gpm
2,135,215
Subtotal - Marshall Creek Lift Station Tributary Area Improvements 2,135,300
2,562,400 3,331,200
2,135,300
2,562,400 3,331,200
Within City Limit Approximately 1,200 EDUs
Industrial Park Lift Station Tributary Area
Gravity Main Improvements
IP-P1
Future Capacity
Increase
Risco Cir
From W 4th St to 425' s/o W 4th St
Lift Station Improvements
IP-LS
Lift Station
Replacement
Industrial Park Lift Station
8 Replace 10
475
Replace 2 @ 300 gpm
200 94,878
644,313
Subtotal - Industrial Park Lift Station Tributary Area Improvements 94,900
113,900
148,100
644,400
773,300
1,005,300
739,300
887,200 1,153,400
Within City Limit
Approximately 190 EDUs
Within City Limit
Approximately 20 EDUs
Beaumont Avenue South (New) Lift Station Tributary Area Gravity Main Improvements
BAS-Pl
New Capacity Beaumont Ave
From 1,200' n/o Laird Rd to 2,775'
sw/o Laird Rd
BAS -P2
New Capacity Beaumont Ave
From 2,775' sw/o Laird Rd to
Beaumont Avenue lift station
Force Main Improvements
BAS -F M 1
New Force Main Beaumont Ave
From Beaumont Avenue lift station to
2,450' s/o E 1st St
Lift Station Improvements
BAS -LS New Lift Station Beaumont Avenue South Lift Station New 12
4,125
New 15
875
New
10 5,025
New 3 @ 900 gpm
208 857,209
230 201,509
278 1,398,669
1,733,029
Subtotal - Beaumont Avenue South (New) Lift Station Tributary Area Improvements 857,300
1,028,800 1,337,500
201,600
242,000
314,600
1,398,700
1,678,500 2,182,100
1,733,100
2,079,800 2,703,800
4,190,700
5,029,100 6,538,000
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
Wastewater Treatment Plant Tributary Area
Gravity Main Improvements
WWTP-P1
Future Capacity
Increase
Oak Valley Pkwy
From 550' w/o San Miguel Dr to 150'
w/o San Miguel Dr
12 Replace 12 425
208 88,319
88,400
106,100
138,000
Within City Limit
Approximately 370 EDUs
Item 4.
127

Table ES.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont
Improv. No.

WWTP-P2
WWTP-P3
WWTP-P4
WWTP-P5
Type of
Improvement
From Oak Valley Pkwy to 575' s/o Oak
Valley Pkwy
Existing Capacity
Deficiency
Future Capacity
Increase
Future Capacity
Increase
Future Capacity
Increase
WWTP-P6 New Capacity
WWTP-P7
WWTP-P8
WWTP-P9
WWTP-P10
WWTP-P11
WWTP-P12
WWTP-P13
New Capacity
Future Capacity
Increase
Future Capacity
Increase
Future Capacity
Increase
Future Capacity
Increase
Future Capacity
Increase
Future Capacity
Increase
Alignment
Edgar Ave
Luis Estrada Rd From 400' se/o Veile Ave to Veile Ave
Minnesota Ave/W 4th From 525' n/o W 4th St to 600' w/o
WWTP-P14 Future Capacity
Increase
St
ROW
ROW
ROW
Brookside Ave
Brookside Ave
Cherry Ave
Cherry Ave
Cherry Ave
Cherry Ave
Illinois Ave
Minnesota Ave
Improvements Details
Existing New/
Diameter Replace
(in)
Diameter Length
(in)
From 4th St to 1,100' w/o Minnesota
Ave
12 12
24 30
From 2,300 ne/o Highland Springs
Ave to 1,300 e/o Highland Springs Ave
From 1,300' e/o Highland Springs Ave
to Highland Springs Ave
From Highland Springs Ave to Orchard
Heights Ave
From Orchard Heights Ave to Cherry
Ave
From Brookside Ave to Cougar Way
From Cougar Way to Oak Valley Pkwy
From oak Valley Pkwy to Antonell Ct
From Antonell Ct to E 8th St
8 8
8 8
10 12
Replace
Replace
Replace
Replace
New
New
Replace
Replace
Replace
Replace
Replace
Replace
From E 8th St to E 6th St
12 Replace
15 12
575
425
30 1,125
36 12
15 15
15 15
15 15
15 950
3,875
1,300
2,650
2,700
2,650
2,675
1,700
3,675
Infrastructure Cost
Unit Cost Infr. C
230 132,420
208 88,319
526 592,178
670 636,064
208 805,257
230 299,385
230 610,285
230 621,800
230 610,285
230 616,042
230 391,504
230 846,338
15 1,175
230 270,598
WWTP-P15 Future Capacity
Increase
WWTP-P16
WWTP-P17
Future Capacity
Increase
Future Capacity
Increase
WWTP-P18 Future Capacity
Increase
E 6th St
Pennsylvania Ave
ROW
ROW
From Illinois Ave to Pennsylvania Ave
15 Replace
From E 6th St to 175' s/o Interstate
10 From Pennsylvania Ave to 75' w/o
Beaumont Ave
18 18
From 125' n/o 3rd St to 400' e/o
Beaumont Ave
10 Replace
Replace
Replace
18 24
30 700
975
3,800
10 125
247 172,828
396 385,811
526 2,000,246
200 24,968
WWTP-P19 Future Capacity
Increase
Future Capacity
Increase
WWTP-P20
WWTP-P21
WWTP-P22
WWTP-P23
ROW
From 3rd St to 400' e/o Beaumont
Ave
From Rover Ln to 350' w/o Houstonia
ROW
10 Replace
10 175
200 34,955
Ln
12 Replace
15 2,550
230 587,255
Future Capacity
Increase
Future Capacity
Increase
E 1st St
From Palm Ave to Beaumont Ave
24 Replace
30 1,600
526 842,209
E 1st st
From California Ave to Minnesota Ave
30 Replace
36 2,125
Baseline Constr. Estimated Const. Capital Impro.

Cost Cost' Conte'
132,500 159,000 206,700
88,400 106,100 138,000
592,200 710,700 924,000
636,100 763,400 992,500
805,300 966,400 1,256,400
299,400 359,300 467,100
610,300 732,400 952,200
621,800 746,200 970,100
610,300 732,400 952,200
616,100 739,400 961,300
391,600 470,000 611,000
846,400 1,015,700 1,320,500
270,600 324,800 422,300
172,900 207,500 269,800
385,900 463,100 602,100
2,000,300 2,400,400 3,120,600
25,000 30,000 39,000
35,000
42,000
54,600
587,300
842,300
704,800
916,300
1,010,800 1,314,100
670 1,422,776 1,422,800 1,707,400 2,219,700
Future Capacity
Increase
Minnesota Ave
From E 1st St to 575' n/o E 1st St
30 Replace 36
WWTP-P24 Future Capacity
Increase
ROW
From 575' n/o E 1st St to 1,025' w/o
Minnesota Ave
WWTP-P25 New Capacity
Beaumont Ave
From E 1st St to 1,275' n/o Laird Rd
30 Replace
New
36 21
575
Within City Limit
With Annexation
Within City Limit
With Annexation
Within City Limit
With Annexation
Within City Limit
With Annexation
Within City Limit
With Annexation

PRELIMINARY
Future Flow
Service Location
Construction Trigger°
Within City Limit
FY 2022/23
Within City Limit Approximately 3,830 EDUs
Within City Limit Approximately 5,890 EDUs
Within City Limit Approximately 8,820 EDUs
With Annexation As Development Occurs
With Annexation As Development Occurs
With Annexation As Development Occurs
Approximately 320 EDUs
Approximately 300 EDUs
Approximately 210 EDUs
Approximately 1,170 EDUs
Approximately 2,430 EDUs
Within City Limit
With Annexation
Approximately 2,300 EDUs
Within City Limit
With Annexation
Approximately 4,070 EDUs
Within City Limit
With Annexation
Approximately 1,940 EDUs
Within City Limit
With Annexation
Approximately 380 EDUs
Within City Limit Approximately 2,680 EDUs
Within City Limit Approximately 1,760 EDUs
Within City Limit Approximately 2,070 EDUs
Within City Limit Approximately 6,350 EDUs
Within City Limit Approximately 15,780 EDUs
With Annexation
670 384,986 385,000 462,000 600,600 Within City Limit Approximately 23,390 EDUs With Annexation
1,100
2,475
670 736,496 736,500
883,800 1,149,000
331 818,683 818,700
Within City Limit
With Annexation
Approximately 2,500 EDUs
982,500 1,277,300
With Annexation As Development Occurs
Subtotal - Wastewater Treatment Plant Tributary Area Improvements 14,021,100 16,826,200 21,875,400 Item 4.
128

Table ES.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Improv. No.

Type of
Improvement
Alignment Limits
Four Seasons Lift Station Tributary Area
Gravity Main Improvements
Improvements Details Infrastructure Costs
Existing New/
Diameter Replace
(in)
Diameter Length Unit Cost Intr. Cost
Baseline Constr. Estimated Const. Capital Impro.

Cost Costl Cost2,3
(in) (ft) ($) ($) ($) ($) ($)
N=f
Future Flow
Service Location
Construction Trigger'
1 1
FS -P1
Future Capacity From E 6th St to 450' w/o Highland
Increase Highland Springs Ave Springs Ave
Future Capacity
Increase
10 FS -P2
FS -P3
Future Capacity
Increase
Highland Springs Ave
Highland Springs Ave
FS -P4
FS -PS
Pipe Slope
Reconstruction
Future Capacity
Increase
Highland Springs Ave
From 550' n/o E 1st St to 100' s/o E
1st St
From 800' n/o Potrero Blvd to 50' s/o
Potrero Blvd
10 12
Replace 12
Replace 12
Replace 15
From 100' n/o Crooked Creek to
Crooked Creek
Highland Springs Ave
1,225
650
850
12 Replace 12 100
From 350' s/o Crooked Creek to 375'
s/o Breckenridge Ave
From 75' w/o Highland Springs Ave to
Highland Springs Ave
FS -P6
Future Capacity
Increase
Lift Station Improvements
Breckenridge Ave
w
15 Replace 18 1,525
F
10 Replace 10 75
208 254,565
254,600
305,600
208 135,075
230 195,752
208 20,781
247 376,518
135,100 162,200
195,800 235,000
20,800 25,000
376,600 452,000
200 14,981
15,000 18,000
T
397,300
Within City Limit Approximately 640 EDUs
210,900
305,500
32,500
587,600
Within City Limit Approximately 690 EDUs
Within City Limit Approximately 1,340 EDUs
Within City Limit Approximately 1,470 EDUs
Within City Limit Approximately 1,840 EDUs
23,400
Within City Limit Approximately 1,830 EDUs
FS -LS
Lift Station
Replacement
Four Seasons Lift Station
Replace 3 @ 1,350 gpm
2,526,260
2,526,300 3,031,600
3,941,100
Within City Limit Approximately 3,810 EDUs
Other Wastewater System Improvements6
k
Subtotal - Four Seasons Lift Station Tributary Area Improvements 3,524,200
4,229,400 5,498,300
Within City Limit FY 2022/23 - FY 2030/31
Lift Station Condition Assessment
CCTV Program
On -going Pipeline Replacement Program
Wastewater Treatment Plant Improvements
3,600,000
300,000
Within City Limit
4,800,000
FY 2023/24
FY 2029/30
Within City Limit FY 2023/24 - FY 2030/31
2,000,000
Within City Limit
FY 2021/22 - FY 2024/25
FY 2028/29 - FY 2030/31
Subtotal - Other Wastewater System Improvements
10,700,000
Total Costs
Gravity Main Improvements
Force Main Improvements
Lift Station Improvements
Other Wastewater System Improvements
AKEL
ENGINEERING GROUP, INC.

Total Improvement Cost
20,759,000 24,912,800 32,388,800
10,742,400 12,891,200 21,208,700
18,899,400 22,679,700 34,634,000
10,700,000
50,400,800 60,483,700
Notes:

1. Estimated Construction costs include 20 percent of baseline construction costs to account for unforeseen events and unknown field conditions.

2. Unless noted otherwise, Capital Improvement Costs also include an additional 30 percent of the estimated construction costs to account for administration, construction management, and legal costs.

3. Cost allocation for development related improvements to be reviewed as construction triggers are reached.

4. EDU triggers based on remaining pipeline and lift station capacity and assumes 235 gpd/EDUs, consistent with EMWD Wastewater Master Plan Criteria.

5. Beaumont Mesa force main and wet well expansion reflects City staff budgetary planning estimate provided by City staff June 1, 2021.

6. Other wastewater system improvements reflects City staff budgetary planning estimate provided by City staff June 1, 2021. 98,931,500
6/16/2021
Item 4.
129

Item 4.

City of Beaumont
CHAPTER 1 - INTRODUCTION
This chapter provides a brief background of the City of Beaumont's (City) wastewater collection system, the need for this master plan, and the objectives of the study. Abbreviations and definitions are also provided in this chapter.
' BACKGROUND
The City of Beaumont (City) is located approximately 11 miles north of the City of Hemet, 12 miles east of the City of Monero Valley, and 7 miles southeast of the City of Yucaipa ( lure 1.1). The City provides wastewater collection service to approximately 50,000 residents, as well as a myriad of commercial, industrial, and institutional establishments. The City owns, operates, and maintains the wastewater collection system, which consists of more than 196 miles of gravity trunks and force mains up to 48 -inches in diameter, which ultimately convey flows to the City's Wastewater Treatment Plant.

Recognizing the importance of planning, developing, and financing system facilities to provide reliable wastewater service to existing customers and for servicing anticipated growth within the sphere of influence, the City initiated the development of the 2021 Wastewater Master Plan.

1.2 SCOPE OF WORK
City of Beaumont approved Akel Engineering Group Inc. to prepare this master plan in November of 2019. This 2021 Wastewater Master Plan (WWMP) is intended to serve as a tool for planning and phasing the construction of future wastewater system facilities for the projected buildout of the City of Beaumont. The 2021 WWMP evaluates the City's wastewater collection system and recommends capacity improvements necessary to service the needs of existing users and for servicing the future growth of the City.

Should planning conditions change, and depending on their magnitude, adjustments to the master plan recommendations might be necessary.

August 2021 1-1 City of Beaumont
Wastewater Master Plan
130

Pacific
Ocean
Bernardino
Redlan•s
Yucaipa
Riv- rside
Moreno Valley
Lake Perris
State Recreation Area
Perris
AKEL
ENGINEERING GROUP, INC.

San Bernardino
National Forest
41*
•
San Bernardino •.

National Forest
Mt San Jacinto
State Park
N
W AS E
0 1.5 3 6 �,
Updated: January 13, 2020 Miles S
Sources: Esri, USGS, NOAA
File Path' P'\xGIS\GIS_Proiects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig1-1_RLM_011320.mxd Legend
Major Highways
1 City of Beaumont
Urbanized Area
Protected Open Space

PRELIMINARY
Figure 1.1
Regional Location Map
Wastewater Master Plan
City of Beaumont
Item 4.
131

Item 4.
• Evaluate the adequacy of capacity for the sewer system facilities to meet existing and projected peak dry weather flows and peak wet weather flows. • Recommend a capital improvement program (CIP) with an opinion of probable construction costs.
• Develop a 2021 Wastewater Master Plan Report.
3 REPORT ORGANIZATION
The Wastewater Master Plan report contains the following chapters:

Chapter 1 — Introductior. This chapter provides a brief background of the City of Beaumont's (City) wastewater collection system, the need for this master plan, and the objectives of the study.

Abbreviations and definitions are also provided in this chapter.

Chapter 2 — Planning Area Characteristics. This chapter presents a discussion of the planning area characteristics for this master plan and includes a study area description, service area land use, and population for the City of Beaumont.

Chapter 3 — System Performance and Design Criteria. This chapter presents the City's performance and design criteria, which were used in this master plan for evaluating the adequacy of capacity for the existing wastewater system and for sizing improvements required to mitigate deficiencies and to accommodate future growth. The design criteria includes: capacity requirements for the wastewater collection facilities, flow calculation methodologies for future users, flow peaking factors, and accounting for infiltration and inflows.

Chapter 4 — Existing Wastewater Collection Facilities. This chapter provides a description of the City's existing wastewater collection system facilities including gravity trunks, force mains, lift stations, and wastewater collection basins. The chapter also includes a brief description of the City's WWTP, which treats and disposes of the wastewater for the City.

Chapter 5 —Wastewater Flows. This chapter summarizes historical wastewater flows experienced at the City's WWTP and defines flow terminologies relevant to this evaluation. This chapter discusses the wastewater flow distribution within the collection basins and identifies the design flows used in the hydraulic modeling effort and capacity evaluation. The design flows include the flows due to existing conditions and buildout development conditions.

Chapter 6 — Hydraulic Model Development. This chapter describes the development and calibration of the City's wastewater collection system hydraulic model. Hydraulic network analysis has become an effectively powerful tool in all aspects of wastewater collection system planning, design, operation, management, and system reliability analysis. The City's hydraulic model was used to evaluate the capacity adequacy of the existing system and to plan its expansion to service anticipated future growth.

August 2021 1-3 City of Beaumont
Wastewater Master Plan
132

Item 4.

Chapter 7 — Evaluation and Proposed Improvements. This chapter presents a summary of the wastewater collection system capacity evaluation during peak dry weather flows and peak wet weather flows for the existing and buildout development conditions. This chapter summarizes the lift station condition assessment performed by V&A. The recommended sewer system improvements needed to mitigate capacity deficiencies are also discussed in this chapter.

Chapter 8 — Capital Improvement Program. This chapter provides a summary of the recommended Capital Improvement Program (CIP) for the City's wastewater collection system.

The program is based on the evaluation of the City's wastewater collection system and on the recommended projects described in the previous chapters. The CIP has been prepared to assist the City in planning and constructing the collection system improvements through the ultimate buildout scenario. This chapter also presents the cost criteria and methodologies for developing the capacity improvement costs.

1.4 ACKNOWLEDGEMENTS
Obtaining the necessary information to successfully complete the analysis presented in this report, and developing the long-term strategy for mitigating the existing system deficiencies and for accommodating future growth, was accomplished with the strong commitment and very active input from dedicated team members including:
• Kristine Day, Assistant City Manager
• Jeff Hart, Public Works Director
• Thaxton Van Belle, Chief Plant Operator
• Kevin Lee, Wastewater Plant Supervisor
5 UNIT CONVERSIONS AND ABBREVIATIONS
Engineering units were used in reporting flow rates and volumes pertaining to the design and operation of various components of the wastewater collection system. In some cases, different sets of units were used to describe the same parameter where it was necessary to report values in smaller or larger quantities. Values reported in one set of units can be converted to another set of units by applying a multiplication factor. A list of multiplication factors for units used in this report are shown on able 1.1.

Various abbreviations and acronyms were also used in this report to represent relevant wastewater collective system terminologies and engineering units. A list of abbreviations and acronyms is included in Table 1.2.

August 2021 1-4 City of Beaumont
Wastewater Master Plan
133

Item 4.

Table 1.1 Unit Conversions
Wastewater Master Plan
City of Beaumont

PRELIMINARY
To Convert From:

Volume Unit Calculations
To: Multiply by:
acre feet
acre feet
acre feet
cubic feet
cubic feet
cubic feet
gallons
gallons
gallons
million gallons
million gallons
million gallons
gallons
cubic feet
million gallons
gallons
acre feet
million gallons
cubic feet
acre feet
million gallons
gallons
cubic feet
acre feet
325,857
43,560

0.3259

7.481

2.296 x 10-5

7.481 x 10-6

0.1337

3.069 x 10-6
1x106
1,000,000
133,672

3.069
To Convert From:

Flow Rate Calculations
To: Multiply By:

8.93 x 10-4

1.381 x 10-3
ac-ft/yr
ac-ft/yr
ac-ft/yr
ac-ft/yr
cfs
cfs
cfs
cfs
gpd
gpd
gpd
gpd
gpm
gpm
gpm
gpm
mgd
mgd
mgd
mgd
—AKEL
ENGINEERING GROUP, INC.
mgd
cfs
gpm
gpd
mgd

0.621
892.7

0.646
gpm 448.8
ac-ft/yr 724
gpd 646300
mgd 1x106
cfs 1.547 x 10-6
gpm 6.944x104
ac-ft/yr 1.12 x 10-3
mgd 1.44x103
cfs 2.228 x 10-3
ac-ft/yr 1.61
gpd 1,440
cfs 1.547
gpm 694.4
ac-ft/yr 1,120
gpd 1,000,000
1/9/2020
134

Item 4.

Table 1.2 Abbreviations and Acronyms
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Abbreviation Expansion Abbreviation Expansion
10yr-24hr 10 -Year 24 -Hour
Association for the Advancement
AACE
of Cost Engineering
ADWF Average Dry Weather Flow
AAF Annual Average Flow
Akel Akel Engineering Group, Inc.

AWWF Average Wet Weather Flow
CCI Construct Cost Index
CIP Capital Improvement Program
CIPP Cured in Place Pipe
DDF Depth Duration Frequency
d/D depth of flow to pipe diameter
City City of Beaumont
ENR Engineering News Record
ft Feet
fps Feet per Second
FY Fiscal Year
GIS Geographic Information Systems
gpdc Gallons per day per capita
gpd Gallons per Day
—AKEL
ENGINEERING GROUP, INC.
gpm Gallons per Minute
HE Household equivalent
HGL Hydraulic Grade Line
in/hr Inch per Hour
I&I Infiltration and Inflow
LF Linear Feet
LS Lift Station
MDDWF Maximum Day Dry Weather Flow
MDWWF Maximum Day Wet Weather Flow
MGD Million Gallons per Day
MMDWF Maximum Month Dry Weather
Flow
Maximum Month Wet Weather
MMWWF
Flow
National Association of Sewer
NASSCO
Service Companies
National Oceanic and
NOAA
Atmospheric Administration
PDWF Peak Dry Weather Flow
PWWF Peak Wet Weather Flow
ROW Right of Way
UWMP Urban Water Management Plan
WWTP Wastewater Treatment Plant
1/9/2020
135

Item 4.

1.6 GEOGRAPHIC INFORMATION SYSTEMS
This master planning effort made extensive use of Geographic Information Systems (GIS) technology, for efficiently completing the following tasks:
• Developing the physical characteristics of the hydraulic model (gravity mains, force mains, and lift stations).
• Allocating existing wastewater loads, as calculated using the developed wastewater unit factors.
• Calculating and allocating future wastewater loads, based on the future developments land use.
• Extracting ground elevations along the gravity and force mains from available contour maps.
• Generating maps and exhibits used in this master plan.

August 2021 1-7 City of Beaumont
Wastewater Master Plan
136

Item 4.

City of Beaumont
CHAPTER 2 - PLANNING AREA CHARACTERISTICS
This chapter presents a discussion of the planning area characteristics for this master plan and includes a study area description, service area land use, and population for the City of Beaumont. 9 1 STUDY AREA DESCRIPTION
The City of Beaumont is located in Riverside County on the southern portion of California, east of the City of Banning. The City is located approximately 11 miles north of the City of Hemet, 5 miles east of the City of Banning, 12 miles east of City of Monero Valley, and 7 miles southeast of the City of Yucaipa. The City currently encompasses an area greater than 26,000 acres., with an approximate population of 50,000 residents.

The City's service area is generally bound to the north by Brookside Avenue, to the east by Highlands Springs Avenue, and to the southwest of Monero Valley Freeway. The topography is generally steep, with slopes increasing from north to south toward the Interstate 10.. .yu. c displays the City's existing service area and the general plan boundary.

2.2 WASTEWATER COLLECTION SYSTEM SERVICE AREA
The City's wastewater collection system services residential and non-residential lands within the City limits, as summarized on Table z. 1, and shown graphically on riyure z.z. Areas within the City's potential wastewater collection service area include:
• 3,205 acres of flow generating lands including residential and non-residential areas. • 11,405 acres of non -flow generating areas.

The existing land use statistics were based on land use information received from City staff. Plan, however for the purposes of estimating wastewater flows, these acreages were assumed to retain their existing land use, such as residential or commercial. It should be noted that Cherry Valley operate own water and wastewater facilities; these users are not serviced by City's water system but do convey wastewater flows to the Beaumont WWTP. For planning purposes, most of the acreages are Single -Family Residential and included in Table 2 .

An ultimate development of the General Plan, the City's wastewater collection system is anticipated to service approximately 6,793 acres of residential land use, 7,013 acres of non- residential land use, and 11,433 acres of non -flow generating land use, for a total of 25,239 acres inside the planning area, and including in Table 2: . The land use designations utilized in this August 2021 2-1 City of Beaumont
Wastewater Master Plan
137

Brookside Ave
Champions Dr
AKEL
ENGINEERING GROUP, INC.

Orchard St
Grand Ave
CougarWay
Oak Valley Pkwy
1St St
13Th St
12th ISt
10Th S
8Th St
u
6Th St
Potrero Blvd
--------I
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Sewer Service Area
General Plan Boundary
1 City Limits
Street Centerlines

PRELIMINARY
Figure 2.1
Service Area
Wastewater Master Plan
City of Beaumont

BEAUMONT
Item 4.
138

Brookside Av
1 1
J
119
Cherry Valley Blvd
AKEL
ENGINEERING GROUP, INC.
■
arm
[6Th St
_Rotrero Blvd
_Ii��_
Updated: August 28, 2020

0.25 0.5
1 Mile
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Legend
Existing Land Use
Single Family Residential
High Density Residential
Public Facility
L al General Commercial
Industrial
Open Space
Utilities
Vacant
Street Centerlines
1 City Limits

PRELIMINARY
Figure 2.2
Existing Land Use
Wastewater Master Plan
City of Beaumont

BEAUMONT

Table 2.1 Existing and Future Land Use
Wastewater Master Plan
City of Beaumont

PRELIMINARY
General Plan Land Use Classification'
Existing Land Use Classification'
ent
Subtotal
Existing
Development-
Unchanged
(acre)
Fu
New Lands -
Redevelopment
(acre)
ent
Subtotal Future
Development
(acre)
Total
Development
(acre)
Existing
Development
(acre)
Existing Lands -
Redeveloping
(acre)
New
development
(acre)
Residential
Single Family Residential
High Density Residential
Single Family Residential
Mobile Homes and Trailer Parks
Mixed Residential
2,568
-178
-51
0 0
2,389
118
588
706
3,096
Multi -Family Residential
134
83 6
276
282
364
Rural Residential
Rural Residential
0 0
0 2,446
312
2,758
2,758
Traditional Neighborhood
-
0 76
499
574
574
Subtotal - Residential
2,701
-229
2,472
2,645
1,676
4,321
6,793
Non -Residential
General Commercial
Commercial and Services
General Office
389
-147
0 242
0 211
28 324
352
595
Neighborhood Commercial
-
0 34
11 46
46 Industrial
Industrial
280
-69
52 315
367
577
Public Facility
Facilities
Education
293
-13
280
44 64
107
388
Downtown Mixed Use
-
0 0
0 321
64 386
386
Urban Village
-
0 0
0 107
536
643
643
Employment District
-
0 0
0 0
179
179
179
Specific Plans and Other
Developments
-
0 0
0 0
4,200
4,200
4,200
Subtotal - Non -Residential
962
-229
733
586
5,693
6,280
7,013
Non -Flow Generating
um
Open Space
Open Space and Recreation
Agriculture
8,533
0 -221
0 8,312
0 0
0 28
0 28
0 8,341
0 Vacant
Vacant
2,934
0 2,934
0 0
0 2,934
Utilities
Utilities
4 0
4 0
0 0
4 ROW
ROW
155
0 155
0 0
0 155
Subtotal - Non -Flow
11,626
-221
11,405
0 28
28 11,433

A K E L
Total Developed Area
15,289
-679
14,610
3,231
7,397
10,628
25,239
Notes:

1. Source: City of Beaumont Public Draft General Plan (2020)

2. Source: Southern California Association of Governments (SCAG) 2016 Existing Land Use file extracted from City of Beaumont Planning Viewer online web application. 8/31/2020
Item 4.

Item 4.
master plan are consistent with the Land Use Element of the City's General Plan, and as received from the City's planning division and shown on Figure 2.3.

In addition to the General Plan Land Use documented on Figure 2.3 there are multiple areas of known development, which are defined by Specific Plans or other development planning information. These known development areas provide a more refined definition of planned land uses, which is used for estimating future flows. The known development areas are summarized on Figure 2.4, with the land use information shown on . Based on a review of aerial imagery and existing land use information some known development areas are partially developed or completely developed. The areas or remaining development area summarized on Table 2.3. The known development areas are briefly summarized in the following sections:
• Amazon: This development includes approximately 66 acres of industrial use. • ASM: This development includes approximately 49 acres of industrial use. • Beaumont Commercial Center: This development includes approximately 17 acres of commercial use.
• Beaumont Crossroads II: This development includes approximately 166 acres of industrial use.
• Curtis Development: This development includes approximately 67 acres of single-family residential use.
• Fairway Canyon: This development includes approximately 703 acres, which includes 661 acres of single-family residential, 12 acres of commercial and 30 acres of public facilities.
• Four Seasons: This development includes approximately 386 acres, which includes 366 acres of single-family residential, 3 acres of multi -family residential and 17 acres of commercial.
• Hall: This development includes approximately 11 acres of industrial use. • Heartland/Olivewood: This development includes approximately 279 acres, which includes 208 acres of single-family residential, 12 acres of commercial, 50 acres of industrial and 9 acres of public facilities.
• Home Depot: This development includes approximately 22 acres of commercial use. • Jack Rabbit Trail: This development includes approximately 255 acres, which includes 30 acres of commercial and 225 acres of industrial.
• Kirkwood Ranch: This development includes approximately 128 acres, which inlcudes 123 acres of single-family residential and 5 acres of multi -family residential.

August 2021 2-5 City of Beaumont
Wastewater Master Plan
141

Vim\
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11\:
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Item 4.
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2040 General Plan Land Use
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Th
Cherry Valley Blvd
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10Th
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PRELIMINARY
►��
Figure 2.3
General Plan Land Use
Wastewater Master Plan
City of Beaumont
GIS
0 0.25 0.5 1 �"

BEAUMONT
142
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—CALIFORNIA—
AKE L
r. .rrrr.r r File Path: P.\xGIS\GIS_Projects\Beaumont \ Sewer \191114-WastewaterMP\BEA_Fig2-3GeneralPlanLU_082820.mxd

Beaumont Crossroads 2
Hall
Lassen
Ricker
Legacy Highlands
Warehouse/Commercial
AKEL
ENGINEERING GROUP, INC.
a,! E L ILA
■.u■I III!IIRnr::

UI!! I■INN Iii l
nia
Figure 2.4
Specific Plans
and Other Developments
Wastewater Master Plan
City of Beaumont

Table 2.2 Specific Plans and Other Developments, Total Development Area Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Known Developments
Total Development Area, by Land Use Typel
Single Family Multi -Family
Residential Residential
Commercial Industrial Public Facilities Total
(acres) (acres) (acres) (acres) (acres) (acres)
Amazon
ASM
- 65.7 - 65.7

49.3 - 17.4 - - 17.4
165.5
Curtis Development 66.7 - - - 66.7

12.0 30.0 702.9
Four Seasons 365.3 - - 385.6
- - 11.2 11.2
Heartland/Olivewood 207.6 - 11.5 50.3 9.2 278.6

21.8 21.8
Jack Rabbit Trail - 30.0 225.0 - 255.0
128.0

17.3 - 17.3

20.0 632.7
- 14.0 92.0 - 106.0

17.4 17.4

32.6 213.8
- 733.0

18.0 - 18.0
- 23.0

39.0 966.3
- 112.1
143.2 10.0 - - - 153.2

34.4 10.0 349.8

49.3 Beaumont Commercial Center -
Beaumont Crossroads II
165.5
Fairway Canyon 660.9
Hall

3.3 17.0
Home Depot
Kirkwood Ranch
123.0 5.0
Lassen
Legacy Highlands Residential
541.4 71.3
Legacy Highlands Warehouse
Marketplace Beaumont
Noble Creek Vistas 181.2
Portrero Creek Estates2 733.0
Ricker
San Gorgaonio

23.0 Sundance
Sunny Cal
874.4
112.1

39.0 14.0
Three Rings Ranch
Tournament Hills
305.4
Walmart - Farmer Boys
Wolverine

22.7 - - 22.7

60.0 - 60.0
AKEL
ENGINEERING GROUP, INC.

Notes:

Total
4,314
129 235 754 141
5,573
10/19/2020

1. Unless noted otherwise, development information shown based on planning documents provided by City staff on November 25, 2019 and December 5, 2019.

2. Source: City of Beaumont General Plan Public Draft, August 2020 144

Table 2.3 Specific Plans and Other Developments, Remaining Development Area Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Known Developments
Remaining Development Area, by Land Use Type'
Single Family Multi -Family
Residential Residential Commercial Industrial Public Facilities Total (acres) (acres) (acres) (acres) (acres) (acres)
Amazon

65.7 65.7
ASM

49.3 49.3
Beaumont Commercial Center
Beaumont Crossroads II
165.5
165.5
Curtis Development
Fairway Canyon 431.9
431.9
Four Seasons 216.3
216.3
Hall

11.2 - 11.2
Heartland/Olivewood 207.6

11.5 50.3

9.2 278.6
Home Depot
Jack Rabbit Trail

30.0 225.0 - 255.0
Kirkwood Ranch
123.0 5.0
128.0
Lassen

17.3 17.3
Legacy Highlands Residential
541.4 71.3

20.0 632.7
Legacy Highlands Warehouse

14.0 92.0
106.0
Marketplace Beaumont
Noble Creek Vistas 181.2

32.6 213.8
Portrero Creek Estates 733.0
733.0
Ricker

18.0 - 18.0
San Gorgaonio
- 4.3 - - 4.3
Sundance
550.6 10.0

11.9 572.5
Sunny Cal 112.1
Three Rings Ranch
Tournament Hills 128.5
128.5
Walmart - Farmer Boys
Wolverine

60.0 - 60.0
AK EL
FN ,INFeRIN, GRnuP, INC.

Total
3,226 86 60 754 74 4,200
Notes:

1. Remaining development area based on a combination of SCAG 2016 Existing Land Use and aerial imagery review 10/19/2020
145

Item 4.

Table 2.4 Specific Plans and Other Developments, Remaining Development Flows Wastewater Master Plan
City of Beaumont

PRELIMINARY
Average Dry Weather Flows, by Land Use Typel
Known Developments
Single Family Multi -Family
Residential Residential
Commercial Industrial Public Facilities Total
(1,396 gpd/acre) (2,609 gpd/acre) (1,175 gpd/acre) (1,763 gpd/acre) (1,175 gpd/acre) (gpd) (gpd) (gpd) (gpd) (gpd) (gpd)
Amazon
115,900 - 115,900
- 86,828
- 291,847
- 602,932
- 301,955
- 19,675 - 19,675
13,513 88,679 10,810 402,811
35,250 396,675 - 431,925
- 184,753
30,570 - 30,570
23,500 965,316
16,450 162,196 - 178,646
38,305 291,316
- 1,023,268
31,734 - 31,734
- 5,100
13,983 808,724
- 156,464
- 179,316
ASM
86,828
Beaumont Commercial Center
Beaumont Crossroads II
291,847
Curtis Development
Fairway Canyon 602,932
Four Seasons 301,955
Hall
Heartland/Olivewood 289,810
Home Depot
Jack Rabbit Trail
Kirkwood Ranch
171,708 13,045
Lassen
Legacy Highlands Residential
755,794 186,022
Legacy Highlands Warehouse
Marketplace Beaumont
Noble Creek Vistas 253,011
Portrero Creek Estates 1,023,268
Ricker
San Gorgaonio
- 5,100
Sundance
768,652 26,090
Sunny Cal
156,464
Three Rings Ranch
Tournament Hills
179,316
Walmart - Farmer Boys
Wolverine - - 105,745 105,745
Total
AKEL
ENGINEERING GROW', INC.
4,502,910
225,157 70,312
1,329,849 86,598
6,214,824
Note:

1. Flows shown are based on remaining area to be developed for each known development. 10/19/2020
146

Item 4.
• Lassen: This development includes approximately 17 acres of industrial use. • Legacy Highlands Residential: This development includes approximately 633 acres, which includes 542 acres of single-family residential, 71 acres of multi -family residential and 20 acres of public facilities.
• Legacy Highlands Warehouse: This development includes approximately 106 acres, which includes 14 acres of commercial and 92 acres of industrial. • Marketplace Beaumont: This development includes approximately 17 acres of commercial use.
• Noble Creek Vistas: This development includes approximately 214 acres, which includes includes 181 acres of single-family residential and 33 acres of public facilities. • Potrero Creek Estates: This development includes approximately 733 acres of single- family residential use.
• Ricker: This development includes approximately 18 acres of industrial use. • San Gorgaonio: This development includes approximately 23 acres of commercial use. • Sundance: This development includes approximately 966 acres, which includes 874 acres of single-family residential, 39 acres of multi -family residential, 14 acres of commercial, and 39 acres of public facilities.
• Sunny Cal: This development includes approximately 112 acres of single-family residential use.
• Three Rings Ranch: This development includes approximately 153 acres, which includes 143 acres of single-family residential and 10 acres of multi -family residential. • Tournament Hills: This development includes approximately 350 acres, which includes approximately 305 acres of single-family residential, 35 acres of commercial and 10 acres of public facilities.
• Walmart — Farmer Boys: This development includes approximately 23 acres of commercial use .
• Wolverine: This development includes approximately 60 acres of industrial use.

August 2021 2-11 City of Beaumont
Wastewater Master Plan
147

Item 4.

2.3 HISTORICAL AND FUTURE GROWTH
The City's historical and projected population data are provided by City staff and presented in Table 2.5. This table documents the historical population from 2007 to 2018 and the projected population by year to 2038. From 2009 to present the City's service area has observed an average annual growth rate of approximately 4.1 percent. Continuing with the downward growth trend projects the population of 2038 to increase from present 51,263 to 67,144 people.

August 2021 2-12 City of Beaumont
Wastewater Master Plan
148

Table 2.5 Historical and Projected Population
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Historical
Population Percent Growth
City -Wide
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
2017
2018
28,250
31,317
32,403
36,877
38,201
39,317
40,472
41,659
43,370
44,821
46,179
48,237

10.9%

5.3%

3.6%

3.6%
Projected
2019 49,915 2.3%
2020 51,263 2.3%
2021 52,291 2.3%
2022 53,061 2.3%
2023 53,950 2.3%
2024 54,463 1.8%
2025 55,234 1.8%
2026 56,261 1.8%
2027 57,416 1.8%
2028 58,947 1.8%
2029 59,974 1.3%
2030 60,745 1.3%
2031 61,258 1.3%
2032 61,772 1.3%
2033 62,917 1.3%
2034 63,816 1.3%
2035 64,715 1.3%
2036 65,485 1.3%
2037 66,127 1.3%
2038 67,144 1.3%
-AKEL
ENGINEERING GROUP, INC.
1/28/2020
Notes:

1. Historical and Projected Population provided by City staff on December 13, 2019.

Item 4.
149

Item 4.

City of Beaumont
CHAPTER 3 - SYSTEM PERFORMANCE AND DESIGN CRITERIA
This chapter presents the City's performance and design criteria that were used in this master plan for evaluating the adequacy of capacity for the existing wastewater collection system and for sizing improvements required to mitigate deficiencies and to accommodate future growth. The design criteria include: capacity requirements for the wastewater collection facilities, flow calculation methodologies for future users, flow peaking factors, and accounting for infiltration and inflows. The City has adopted the Eastern Municipal Water District wastewater system performance and design criteria for wastewater collection system planning and design.

3.1 HYDRAULIC CAPACITY CRITERIA
In addition to applying the City design standards for evaluating hydraulic capacities; this master plan included dynamic hydraulic modeling. The dynamic modeling was a critical and essential element in identifying surcharge conditions resulting from downstream bottlenecks in the gravity mains.

3.1.1 Gravity Mains
Gravity main capacities depend on several factors including: material and roughness of the pipe, the limiting velocity and slope, and the maximum allowable depth of flow. The hydraulic modeling software used for evaluating the capacity adequacy of the City's wastewater collection system, InfoSWMM by Innovyze Inc., utilizes the fully dynamic St. Venant's equation which has a more accurate engine for simulating backwater and surcharge, in addition to manifolded force mains.

The software also incorporates the use of the Manning Equation in other calculations including upstream pipe flow conditions.

Manning's Equation for Pipe Capacity
The Continuity equation and the Manning equation for steady-state flow are used for calculating pipe capacities in open channel flow. Open channel flow can consist of either open conduits or, in the case of gravity sewers, partially full closed conduits. Gravity full flow occurs when the conduit is flowing full but has not reached a pressure condition. • Continuity Equation:
• Manning Equation:

Q=VA
Where:

Q = peak flow, in cubic feet per second (cfs)
V = velocity, in feet per second (fps)
A = cross-sectional area of pipe, in square feet (sq. ft.) V = (1.486 R273 Sv2)/n
Where:

V = velocity, fps
n = Manning's roughness coefficient
August 2021 3-1 City of Beaumont
Wastewater Master Plan
150

Item 4.

R = hydraulic radius (area divided by wetted perimeter), ft S = slope of pipe, in feet per foot
St. Venant's Equation for Pipe Capacity
Dynamic modeling facilitates the analysis of unsteady and non -uniform flows (dynamic flows) within a sewer system. Some hydraulic modeling programs have the ability to analyze these types of flows using the St. Venant equation, which take into account unsteady and non -uniform conditions that occur over changes in time and cross-section within system pipes.

The St. Venant equation is a set of two equations, a continuity equation and a dynamic equation, that are used to analyze dynamic flows within a system. The first equation, the continuity equation, relates the continuity of flow mass within the system pipes in terms of: (A) the change in the cross-sectional area of flow at a point over time and (B) The change of flow over the distance of piping in the system. The continuity equation is provided as follows:
• Continuity Equation:
as aQ _
at + ax 0
(A) (B)
Where:
t = time
x = distance along the longitudinal direction of the channel Q = discharge flow
A = flow cross-sectional area perpendicular to the x directional axis The second equation, the dynamic equation, relates changes in flow to fluid momentum in the system using: (A) Changes in acceleration at a point over time, (B) Changes in convective flow acceleration, (C) Changes in momentum due to fluid pressure at a given point, (D) Changes in momentum from the friction slope of the pipe and (E) Fluid momentum provided by gravitational forces. The dynamic equation is provided as follows:
• Dynamic Equation:

Q2 ay aJ+gATx. +gASf—gAS0 =0
(A) (B) (C) (D) (E)
Where:
t = time
x = distance along the longitudinal direction of the
Q = discharge flow
A = flow cross-sectional area perpendicular to the
y = flow depth measured from the channel bottom
directional axis
St = friction slope
So = channel slope
R = momentum
g = gravitational acceleration
channel
x directional axis
and normal to the x
August 2021 3-2 City of Beaumont
Wastewater Master Plan
151

Item 4.

Use of this method of analysis provides a more accurate and precise analysis of flow conditions within the system compared to steady state flow analysis methods. It must be noted that two assumptions are made for use of St. Venant equations in the modeling software. First, flow is one dimensional. This means it is only necessary to consider velocities in the downstream direction and not in the transverse or vertical directions. Second, the flow is gradually varied. This means the vertical pressure distribution increases linearly with depth within the pipe.

Manning's Roughness Coefficient (n)
The Manning roughness coefficient 'n' is a friction coefficient that is used in the Manning formula for flow calculation in open channel flow. In wastewater collection systems, the coefficient can vary between 0.009 and 0.017 depending on pipe material, size of pipe, depth of flow, root intrusion, smoothness of joints, and other factors.

For the purpose of this evaluation, and in accordance with City standards, an "n" value of 0.013 was used for both existing and proposed gravity pipes unless directed otherwise by City staff based on pipe structural condition. This "n" value is an acceptable practice in planning studies.

August 2021 3-3 City of Beaumont
Wastewater Master Plan
152

Pipe Size
Table 3.1 Wastewater System Performance and Design Criteria Wastewater Master Plan
City of Beaumont

PRELIMINARY
Diameter _ 15 inches

0.50 0.70
Wet Weather Flow Criteria
Sewer Trunk
d/D
Existing System
Future System

1.00 0.75
Pipe Slope Criteria
Minimum Slope (ft/ft)
8"
10"
12"
15"
18"
21"
24" and Up
Pipe Velocity Criteria

0.004

0.0032

0.0024

0.0016

0.0014

0.0012

0.001
Pipe Type Minimum / Maximum Velocity (fps)
LAKEL
Gravity Sewer
Force Main
Minimum 2 / Maximum 10
Desired 2 to 6.5 / Maximum 10
ENGINEERING GROUP, INC.
3/2/2021
Notes:

1. Source: Eastern Municipal Water District Wastewater Collection System Master Plan

2. Wastewater Collection System performance criteria shall be in accordance with EMWD WCSMP.

Item 4.
153

Item 4.

Minimum Pipe Sizes and Design Velocities
In order to minimize the settlement of sewage solids, it is standard practice in the design of gravity mains to specify that a minimum velocity of 2 feet per second (fps) be maintained when the pipeline is half -full. At this velocity, the sewer flow will typically result with self-cleaning of the pipe.

Due to the hydraulics of a circular conduit, velocity of half -full flows approaches the velocity of nearly full flows. Table 3.1 lists the minimum slopes, varying by pipe size, in accordance with the City's design standards. The design standards also specify minimum pipe sizes, depending on the peak dry weather flows, as shown on Table 3.1.

Changes in Pipe Size
When a smaller gravity wastewater pipe joins a larger pipe, the invert of the larger pipe is generally to maintain the same energy gradient. One of the methods used to approximate this condition includes placing the 80 percent depth point (d/D at 0.8) from both wastewater mains at the same elevation. For master planning purposes, and in the absence of known field data, wastewater main crowns were matched at the manholes.

3.1.2 Force Mains and Lift Stations
The Hazen -Williams formula is commonly used for the design of force mains as follows:
• Hazen Williams Velocity Equation: V = 1.32 C Ross So.54 Where:

V = mean velocity, fps
C = roughness coefficient
R = hydraulic radius, ft
S = slope of the energy grade line, ft/ft
The value of the Hazen -Williams 'C' varies and depends on the pipe material and is also influenced by the type of construction and pipe age. A 'C' value of 130 was used in this analysis.

The minimum recommended velocity in force mains is at 2 feet per second. The economical pumping velocity in force mains ranges between 3 and 5 fps. A maximum desired velocity is typically around 7 fps and a maximum not -to -exceed velocity is at 10 fps.

The capacities of pump stations are evaluated and designed to meet the peak wet weather flows with one standby pump having a capacity equal to the largest operating unit. The standby pump provides a safety factor in case the duty pump malfunctions during operations and allows for maintenance.

3.2 DRY WEATHER FLOW CRITERIA
Wastewater unit flow factors are coefficients commonly used in planning level analysis to estimate future average daily wastewater flows for areas with predetermined land uses. The unit factors are multiplied by the number of dwelling units or acreages for residential categories, and by the acreages for non-residential categories, to yield the average daily wastewater flow projections.

August 2021 3-5 City of Beaumont
Wastewater Master Plan
154

Item 4.

3.2.1 Unit Flow Factors Methodology
Wastewater unit factors are developed by using water consumption records and applying a return to sewer ratio for each land use to estimate wastewater flow coefficients. There are several methods for developing the unit factors. This analysis relied on the use of the City's water consumption billing records, which lists the monthly water consumption per customer account, by land use type, to estimate the unit factors within the service area.

3.2.2 Average Daily Sewer Unit Flow Factors
Wastewater flow factors were based on water demands as extracted from the City's water consumption billing records. These records provided geographical addresses and were part of the methodology used for distributing the wastewater flows in the hydraulic model. The methodology included applying a return to sewer ratio, applied to each unadjusted water demand factor by individual land use types. The system wide calculated wastewater flows were also balanced to match the flows recorded at the wastewater treatment plant. characterizes the existing wastewater flows, by land use classification.

Generally, non-residential land uses return the majority of the water demand to the wastewater collection system. These unit factors were estimated at 85 percent return to sewer ratios. The same concept can be applied to single family and multi -family residential lots, which are typically estimated at 50 percent and 75 percent return to sewer ratio respectively. Single family residential lots have the lowest return to sewer ratio due to water lost for landscape irrigation. Lastly, unit factors were adjusted to 100 percent occupancy, and rounded. This analysis generally indicates that existing non-residential land uses have higher flow generation factors than that of residential land uses.

For projecting future flows, The City of Beaumont has adopted using the design flow criteria used by the adjacent Eastern Municipal Water District (EMWD). Table 3.3 documents the EMWD factors, and also lists some minor adjustments applied by City staff for the purpose of this wastewater master plan. Thus, the wastewater unit factors listed on Table 3.3 were used for projecting buildout flows in this master plan.

3.2.3 Peaking Factors
The wastewater collection system is evaluated based on its ability to convey peak wastewater flows. Peaking factors represent the increase in wastewater flows experienced above the average dry weather flows (ADWF). The various peaking conditions are numerical values obtained from a review of historical data and, at times, tempered by engineering judgment.

The peaking conditions that are significant to hydraulic analysis of the wastewater collection system include:
• Peak Dry Weather Flows (PDWF)
• Peak Wet Weather Flows (PWWF)
August 2021 3-6 City of Beaumont
Wastewater Master Plan
155

Table 3.2 Existing Wastewater Flows by Land Use Classification Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINAP'"
Land Use Classification
Residential
Existing
Development
(acre)
20D Average Daily Wa
Demand Unit Factors
2017 Water Consumption'
Unadjusted
Annual
Water Unit
Consumption
Factors
(gpd) (gpd/acre)
Dry Weather
Return to
Sewer Ratio Unadjusted
Sewer Unit Factor
(gpd/acre)
2017
Sewer Flows
Balance using
Recommended
Unit Factor
(gpd)
Average Dry Weather Sewer Flows
Sewer Flows at 100% Occupancy
Vacancy Projected Flows at 100%
Rate" Occupancy
(gpd/acre) (gpd)
■
Sewer Flow Balance
Balance Using
Unit Factor
Unit Factor
(gpd/acre) (gpd)
Single Family Residential°
Multi -Family Residential
2,568
134
5,432,317
315,111
2,116
2,358

0.50 1,064

0.70 1,660
2,732,455
221,838

10.0%

10.0%
1,171
1,826
3,005,701
244,022
1,200
1,850
3,081,236
247,193
Subtotal Residential
Non -Residential
2,701
5,747,428
2,954,294
3,249,723
3,328,429
Commercial and Services'
Public Facilities'
Industrial'
389
293
223
413,338
286,703
130,310
1,062
979
585

0.85 903

0.85 832

0.85 497
351,337
243,698
110,764

2.0%

0.2%
921
849
498
358,364
248,572
110,985
925
850
500
360,038
248,974
111,360
Subtotal Non -Residential
905
830,351
705,798
717,921
720,372
Totals
2017 Average Dry Weather Flows
■ III
_A K E L
3,606
6,577,779
Estimated Sewer Flows
Measured WWTP Flows'
3,660,092
3,662,673
3,967,644
4,048,800
Notes:

1. Water consumption extracted from water billing data received from City staff November 21, 2019.

2. Residential vacancy rate extracted from California Department of Finance E-5 Population estimates.

3. Office Commercial and Industrial vacancy rates extracted from "Beaumont Economic Development Strategic Plan". For planning purposes, Business Commercial vacancy rate assumed equal to Office Commercial.

4. "Single Family Residential" contains development and consumption for "Mobile Homes and Trailer Parks".

5. "Commercial And Services" contains development and consumption for "General Office".

6. "Public Facilities" contains development and consumption for "Educational Facilities"

7. Industrial consumption includes Perricone Juice (83,796 gpd), Dura Plastics Products (22,364 gpd), and Rudolph Food Company (3,728 gpd).

8. Measured WWTP flows provided by City staff February 18, 2020. 8/20/2021

Table 3.3 Wastewater Unit Factors for Projecting Future Flows Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Land Use'
Classification
Density'
Eastern Municipal Water District2
Land Use
Classification
Density
Unit Factor
(g
Wastewater Unit Flow Factors
(Used for projecting future flows in 2021
Wastewater Master Plan)
Unit Factor
(gpd/net acre)
Residential
Single Family Residential3
Multi -Family Residential
Rural Residential
Non -Residential
Community Commercial
General Commercial
Industrial
Public Facilities
-AKEL
ENGINEERING GROUP, INC.
0-4 du/acre
0-24 du/acre
0-2 du/acre
FAR up to 2.0
FAR up to 0.3
FAR up to 0.7
Low Density
Medium Density
Mobile Home Park
Medium High Density
Very High Density
FAR up to 1.0
Estate Density
Commercial Retail
Mixed Use Policy Area
Commercial Office
Business Park/Light
Industrial
Business Park/Light
Industrial/Warehouse
Heavy Industrial
Public Facility
Hospital
2 du/acre

4.5 du/acre
10 du/acre
6 du/acre
17 du/acre

0.5 du/acre
5 edu/acre
5 edu/acre
5 edu/acre
5 edu/acre

1.25 edu/acre

7.5 edu/acre
5 edu/acre
5 edu/acre
611
1,058
1,528
1,269
2,609
188
1,175
1,175
1,175
1,175
294
1,763
1,175
1,175
1,396
2,609
611
1,175
1,175
1,763
1,175
Notes:

1. Land Use classification and densities extracted from City of Beaumont General Plan.

2. Land use classifications, density and unit factors based on Eastern Municipal Water District 2015 Wastewater Collection System Master Plan.

3. Single Family Residential Factor includes a 10% contingency for potential Accessory Dwelling Unit construction per City staff direction via teleconference on October 15, 2020. 8/20/2021
157

Item 4.

Typical values for peaking factors of 2.0 or less are generally used to estimate peak flows at treatment facilities where flow fluctuations are smoothed out during the time of travel in the wastewater collection system, while peaking factors between 3.0 and 4.0 are used to estimate peak flows in the smaller upstream areas of the system where low flow conditions are prone to greater fluctuations.

This master plan used 24 -hour diurnal patterns for weekday and weekend dry weather flows tributary to each flow monitor, as shown on Figure 3.1, Figure 3.2, Figure 3.3 and Figure 3.4.

3.3 WET WEATHER FLOW CRITERIA
The wet weather flow criteria accounts for the infiltration and inflows (I&I) that seep into the City's wastewater collection system during storm events.

3.3.1 Infiltration and Inflow
Groundwater infiltration and inflow is associated with extraneous water entering the wastewater collection system through defects in pipelines and manholes. Infiltration occurs when groundwater rises or the soil is saturated due to seasonal factors such as a storm event which causes an increase in flows in the wastewater collection system. The ground water will enter the wastewater collection system through cracks in the pipes or deteriorating manholes. Inflow occurs when surface water enters the wastewater collection system from storm drain cross connections, manhole covers, or roof/footing drains. gure 3.5 was developed by King County, Washington and was included in this chapter to illustrate the typical causes of infiltration and inflow.

There are several accepted methodologies for estimating infiltration and inflows (I&I). These include:
• Methodology 1. Based on Acreages. In this methodology, factors that may range between 400 and 1,500 gallons per day (gpd) or more are applied to acreages for estimating the I&I component.
• Methodology 2. Based on Linear Feet of Pipe. In this methodology, factors that may range between 12 and 30 or more gallons per day per inch diameter per 100 linear feet (gpd/inch diameter/100LF) are applied to linear feet of gravity sewers. • Methodology 3. Based on a percentage of Average Dry Weather Flows. In this methodology, Infiltration and Inflows (I&I) are calculated based on a percentage of the average dry weather flow.
• Methodology 4. Based on flow monitoring data. In this methodology, infiltration and inflows are determined by analyzing flow monitoring data of current and past flow monitoring efforts.

August 2021 3-9 City of Beaumont
Wastewater Master Plan
158

Item 4.

Peaking Factor

2.5 2

1.5 1

0.5 0
Basin 1
d H H 11 11 11 H b 0 llii ii
8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor
Basin 2

1.8 1.6

1.4 1.2
1 0.8

0.6 0.4

0.2 I II II II
0 11 1 11
0 2 4 6 8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor

1.8 1.6

1.4 1.2
1 0.8

0.6 0.4

0.2 0
!1!111111
1 Basin 3
8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor
2 1.8

1.6 1.4

1.2 1

0.8 0.6

0.4 0.2
0 11 11
4 1.

Basin 4
1 V
8 10 12 14 16 18 20 22
Time (hours)
LEGEND
Weekday Dry Weather Flow Diurnal
Weekend Dry Weather Flow Diurnal
-AKEL
ENGINEERING GROUP, INC.

Note: Detailed flow monitor locations provided in Appendix B

PRELIMINARY
February 16, 2021
Figure 3.1
Hydraulic Model Diurnals
Wastewater Master Plan
City of Beaumont

BEAUMONT
159

Item 4.

Peaking Factor

1.8 1.6

1.4 1.2
1 0.8

0.6 0.4

0.2 0
Basin 5
II II II II II 11� MM1 VIII
Time (hours)
Peaking Factor

1.6 1.4

1.2 1

0.8 0.6

0.4 0.2
0 Basin 6
i
2 4 6 8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor
2 1.8

1.6 1.4

1.2 1

0.8 0.6

0.4 0.2
0 Basin 7
2 4 6 8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor

1.8 1.6

1.4 1.2
1 0.8

0.6 0.4

0.2 0
Basin 8
11 11 0 0 141
2 4 6 8 10 12 14 16 18 20 22
Time (hours)
LEGEND
Weekday Dry Weather Flow Diurnal
Weekend Dry Weather Flow Diurnal
-AKEL
ENGINEERING GROUP, INC.

Note: Detailed flow monitor locations provided in Appendix B

PRELIMINARY
February 16, 2021
Figure 3.2
Hydraulic Model Diurnals
Wastewater Master Plan
City of Beaumont

BEAUMONT
160

Item 4.

2.5 2
0 .
1':
a 0.5
0 Basin 9
110 11 11 1111 1111 11 1 11 1111 hil 11111111 11
Time (hours)
Peaking Factor
Basin 10

1.8 1.6

1.4 1.2
1 0.8

0.6 0.4

0.2 11 11 II II
0 2 4 6 8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor

1.8 1.6

1.4 1.2
1 0.8

0.6 0.4

0.2 0
V
Basin 11
2 4 6 8 10 12 14 16 18 20 22
Time (hours)
V
Peaking Factor

1.6 1.4

1.2 1

0.8 0.6

0.4 0.2
0 1
I�
i
i
Basin 12
2 4 6 8 10 12 14 16 18 20 22
Time (hours)
LEGEND
Weekday Dry Weather Flow Diurnal
Weekend Dry Weather Flow Diurnal
-AKEL
ENGINEERING GROUP, INC.

Note: Detailed flow monitor locations provided in Appendix B

PRELIMINARY
February 16, 2021
Figure 3.3
Hydraulic Model Diurnals
Wastewater Master Plan
City of Beaumont

BEAUMONT
161

Item 4.

Peaking Factor
2 1.8

1.6 1.4

1.2 1

0.8 0.6

0.4 0.2
0 II n
0 2 4
Basin 13
1 IV
6 8 10 12 14 16 18 20 22
Time (hours)
Peaking Factor

1.6 1.4

1.2 1

0.8 0.6

0.4 0.2
0 Basin 14

II II II II II
2 4 6 8 10 12 14 16 18 20 22
Time (hours)
LEGEND
Weekday Dry Weather Flow Diurnal
Weekend Dry Weather Flow Diurnal
—AKEL
ENGINEERING GROUP, INC.

Note: Detailed flow monitor locations provided in Appendix B

PRELIMINARY
February 16, 2021
Figure 3.4
Hydraulic Model Diurnals
Wastewater Master Plan
City of Beaumont

BEAUMONT
162

Item 4.

LEGEND
Roof U rain Connection
Connected
Foundation
Drain
Source: King County, WA
http://www.kingcounty.gov/environment/wastewater/II/What.aspx?print=1 AKEL
ENGINEERING GROUP, INC.

Broken
Side
Sewer
Faulty
Lateral _
Connection
Faulty Manhole
Laver or Frame
Storm Cross -
Connection
STORM
SEWER
Crac <ed or
Broken Pipe
Deteriorated Manhole
February 3, 2020
LL
Inflow Sources
(Black Text)
Infiltration Sources
(White Text)

PRELIMINARY
Figure 3.5
Infiltration and Inflow
Sources
Wastewater Master Plan
City of Beaumont

BEAUMONT
-CALIFORNIA-
163

Item 4.

This capacity analysis and master plan based the infiltration and inflow on specific flow monitoring data from the Villalobos and Associates (V&A) 2020 Flow Monitoring Program (Appendix A).

Thus, the infiltration and inflows are reasonable and reflect the actual behavior of the wastewater collection system.

3.3.2 Wastewater Collection System Flow Monitoring
In 2020, V&A's services were used for a temporary flow monitoring program to capture 14 sites during dry and wet weather flows, which are summarized on Figure 3.6.

There were six rain gauges used for the wet weather analysis. The rainfall historical data was then determined by weighted average of those six rain gauges. The six rain gauges were located in the City of Beaumont as shown in Figure 3.6. The flow monitoring and rain data were used in this analysis to calibrate the computer hydraulic model to average dry weather flow and wet weather flow conditions.

3.3.3 10 -Year 24 -Hour Design Storm
A synthetic design storm is typically used to evaluate the sewer collection system's response during wet weather flow conditions. The design storm information was collected from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Volume 6 (Table 3.4). • 10 -Year Frequency. Industry standards include design storms that range between 5 -year and 20 -year events. Based on current regulatory trends, a 10 -year storm event was chosen for the City to evaluate the capacity adequacy of the wastewater collection system. • 24 -Hour Duration. Peak flows from a storm event are usually cause by brief intense rains, that can happen as part of an individual event or as a portion of a larger storm. The 24 -hour storm duration is longer than needed to determine peak flow but aids in identifying infiltration and inflows a wastewater collection system may experience during a storm event.
• Balanced Rainfall Centered Distribution. The National Resources Conservation Service, previously known as the Soil Conservation Service, has developed rainfall distributions for wide geographic regions based on traditional Depth -Duration -Frequency (DDF) rainfall data. In this methodology, the highest rainfall intensity is placed at the center of the storm. Incrementally lower intensities are placed on alternating sides of the peak.

Thus, the NOAA Atlas 14 Depth Duration Frequency (DDF), 10 -year 24 -hour (10yr-24hr) design storm, with a balanced rainfall distribution, was used to evaluate the capacity adequacy of the City's wastewater collection system during wet weather flow conditions.

The selected 10 -year 24 -hour design storm was further compared to historical storm events used for the calibration process, between February 2020 and April 2020, as shown on Table 3.5. The table lists the total rainfall volume, duration, peak hour intensity, and total rainfall depth (if available) for each storm event.

August 2021 3-15 City of Beaumont
Wastewater Master Plan
164

Fairway Canyon
Lower Oak Valley
Upper.Oak
12112112
Brookside Ave

RG NW -N
Champions_Dr/I
Valley)
Olivewood
10-8
AKEL
ENGINEERING GROUP, INC.
12/12/12_12 12
FM-8
%- Beaumont Mesa
FM -7
FM -2
MN MI
FM -9
Orchard St
Cherry Valley Blvd
r,North
12/16
Industrial Park
FM -4
Grand Ave
Cougar Way
RG East
Oak Valley Pk 12 12 10
13Th St
12th St
10Th St
8Th St
12 10 18
24 1 St st <24
6Th St
8/8/8/14
Seneca Springs
X16 , 12
Potrero-Blvd
0 0.25
r Updated:'August 10-2020— — -
1 jFour Seasons
it
Wa CIS E
okj
Mile S
Pie Path. PA%GIB\GIS_Protects\Beaumont\Sewert191114-WastewaterMP\FlowMonitorstBEA_FIg3-2_FlowMonitors_081020. mx Legend
Rain Gauge
• Flow Monitor Locations
Lift Stations
Force Mains
Incomplete Force Main
Gravity Mains
8" and Smaller
10" and Larger
Flow Monitoring Basins
Beaumont
Cherry
Fairway Canyon
Four Seasons
Highland Springs
Industrial Park
Lower Oak Valley
Marshall Creek
Noble Creek
Olivewood
Pennsylvania
Seneca Springs
Upper Oak Valley
Street Centerlines
City Limits

PRELIMINARY
Figure 3.6
Flow Monitor Locations
Wastewater Master Plan
City of Beaumont

BEAUMONT
Item 4.
165

Item 4.

Table 3.4 Precipitation Depth -Duration -Frequency
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Duration
1 -Year
2 -Year 5 -Year 10 -Year 25 -Year 100 -Year
(in) (in/hr) (in) (in/hr) (in) (in/hr) (in) (in/hr) (in) (in/hr) (in) (in/hr) 5 -min 0.12 1.48 0.16 1.94 0.22 2.66 0.28 3.32 0.37 4.38

0.53 6.41 I
10 -min

0.18 1.06 0.23

1.40 0.32

1.91 0.40

2.39 0.52

3.14 0.77 4.59
15 -min 0.21 0.85 0.28 1.12 0.39 1.54 0.48 1.92

0.63 2.53
30 -min 0.31 0.62 0.41 0.81 0.56 1.11 0.70 1.39 0.92 1.83 1 -hr 0.45

0.45 0.60

0.60 0.82

0.82 1.02

1.02 1.34 1.34

0.93 3.70 I

1.34 2.68

1.96 1.96
2 -hr

0.65 0.32 0.81

0.40 1.05

0.53 1.27

0.64 1.62

0.81 2.27 1.14
3 -hr 0.79 0.26 0.97 0.32 1.24 0.41 1.48 0.49
6 -hr 1.15

0.19 1.40

0.23 1.76

0.29 2.07

0.35 12 -hr 1.57 0.13 1.96 0.16 2.48 0.21 2.92 0.24

1.85 0.62

2.54 0.42

3.55 0.30

2.54 0.85

3.38 0.56

4.58 0.38
24 -hr 2.11 0.09
AKEL
ENGINEERING GROUP, INC.

Note:

2.73 0.11

3.55 0.15

4.21 0.18

5.12 0.21

6.52 0.27
Source: Noaa Atlas 14 For City Of Beaumont Volume 6 Version 2. 1/3/2020
166

Table 3.5 Storm Events Analysis
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Storm Event
Estimated Return
Interval
Single Rainfall Event Volume and
Intensity
Volume Peak Intensity
(in) (in//hr)
March 10 - March 11, 2020
March 12 - March 13, 2020
Design Storm
-AKEL
2 -Year 6 -Hour
5 -Year 12 -Hour
10 -Year 24 -Hour

1.45 2.69

0.31 0.64

4.21 0.88
ENGINEERING GROUP, INC.
2/11/2021
167

Item 4.
is intended to show the diurnal comparison between the design storm and the two storm events experienced during March of 2020. The comparison indicates that, based on the balanced centered hyetograph, the design storm's peak hour value is at 0.89 inches per hour (in/hr), while the March 10th and 12nd storms peak values are respectively 0.31 and 0.64 in/hr respectively. This comparison illustrates the more conservative nature of the design storm.

August 2021 3-19 City of Beaumont
Wastewater Master Plan
168

Item 4.

Unit Intensity (Unities
1 0.9

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1
0 0
2 hi 11.. 111 11.1 li _ ,
4 8 10 12
Time (hours)
14 1.
11 16

1.1 18
20 22

LEGEND PRELIMINARY
• Design Storm: 10 -Year 24 -Hour (4.21 in)
• Historical Storm Event: March 10, 2020 (1.45 in)
• Historical Storm Event: March 12, 2020 (2.69 in)
February 11, 2021
Figure 3.7
10 -Year 24 -Hour Storm
(Design vs Historical Storm)
Wastewater Master Plan
City of Beaumont

BEAUMONT
ENGINEERING GROUP, INC.
169

Item 4.

City of Beaumont
CHAPTER 4 - EXISTING WASTEWATER COLLECTION FACILITIES
This chapter provides a description of the City's existing wastewater collection system facilities including gravity trunks, force mains, lift stations, and sewer collection basins. The chapter also includes a brief description of the City's WWTP, which treats and disposes of the wastewater for the City.

4.1 WASTEWATER COLLECTION SYSTEM OVERVIEW
The City provides wastewater collection services to approximately 15,671 residential, commercial, public facilities and institutional accounts. The City's existing wastewater collection system consists of approximately 196 miles of gravity mains and force mains, and 10 lift stations that convey flows to the City's WWTP as summarized on Table 4.1.

The City's existing wastewater collection system is shown in Figure 4.1, which displays the existing system by pipe size. This figure provides a general color coding for the collection mains, as well as labeling the existing lift stations.

4.2 WASTEWATER COLLECTION BASINS AND TRUNKS
Based on the varying topography and numerous lift stations, the sewer system is divided into multiple collection basins that collect flows from smaller developments and route that flow to larger sewer trunk lines. These basins are based on the areas tributary to the flow monitors installed as part of the 2020 V&A flow monitoring program as discussed in a previous chapter. These collection basins are shown on Figure 4.2 and summarized in the following section.

4.2.1 Fairway Canyon Collection Basin
The Fairway Canyon collection basin encompasses approximately 108 acres in the northwest portion of the City of Beaumont service area, north of Palmer Avenue and west of Armour Avenue. Flows are collected in an 8 -inch gravity pipeline along Crenshaw Street before entering the Fairway Canyon Lift Station. This collection basin is discharged to the Lower Oak Valley Lift Station at Palmer Avenue via an 8 -inch force main.

4.2.2 Lower Oak Valley Collection Basin
The Lower Oak Valley collection basin encompasses approximately 645 acres in the northwest portion of the City of Beaumont service area, generally north of Oak Valley Parkway and west of Plantation Drive. Flows are collected in a 15 -inch pipeline along Champions Drive to Palmer Avenue before being conveyed to the Lower Oak Valley Lift Station. This collection basin also includes flows tributary to the Fairway Canyon Lift Station. This collection basin is discharged to the Upper Oak Valley Lift Station at Oak Valley Parkway via dual 10 -inch and 14 -inch force mains.

August 2021 4-1 City of Beaumont
Wastewater Master Plan
170

Brookside Ave 1
1 15 Champions Dr
Upper Oak Valley, 1
12112112 > <12/12/12
N
Olivewood
10 8
---
AKEL
ENGINEERING GROUP, INC.

Beaumont Mesa
12/16
Industrial Park
Orchard St
Grand Ave
rn
Lincoln St c
m z
Cougar Way
Oak Valley Pkwy12
13Th St
12th St
10Th St
8Th St
30[ 24 1St st i 24 8/8/8/14
Potrero Blvd
15 24 <�
N
0/24 6Th St
0 0.25
LUpd ated:'November27.2020•--�
1 1
Four Seasons
Mile
File Path: P:\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_FIg4-1 ExistingSystem_112720. mxd Legend
Existing System
Lift Stations
Force Mains
- - - - , 8" and Smaller
- - - - , 10" and Larger
- - - - , Incomplete Force Main
Gravity Mains
6" and Smaller
8"
10" and Larger
Street Centerlines
1 City Limits

PRELIMINARY
Figure 4.1
Existing Wastewater
Collection System
Wastewater Master Plan
City of Beaumont

BEAUMONT
Item 4.

Fairway Canyon
...N10/14.mm
AKEL
ENGINEERING GROUP, INC.

Brookside Ave 1
15 C-hampions_Dr
Upper Oak Valley)
12112112
Olivewood
10-8
12/12/12
moms - -
Beaumont Mesa
Orchard St
Cherry Valley Blvd
12/16
IndustrialiPark
WWTP
1 1 y
I_
L_ -
Cougar Way
Oak Valley Pkwy12
Grand Ave
II
r 13Th St
12th St
10Th St
8Th St
6Th St
24 1St St i 24 8/8/8/14
Potrero Blvd
0 0.25
-Updated: August•2; 2021 - -
1 Four Seasons
Omm
011 4, I
wa E
Mile S
File Path: P:\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_FIg4-2CollectionBasins_080221. mxd Item 4.

PRELIMINARY
Figure 4.2
Sewer Collection Basins
Wastewater Master Plan
City of Beaumont

BEAUMONT
172

Item 4.

Table 4.1 Existing Wastewater Pipeline Inventory
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Pipeline Diameter
(in) (ft)
Gravity Mains
Length Percent Contribution
•
(mi) %Total
4 6
8 10
12 15
16 18
24 30
48 Unknown
883
2,612
759,884
28,526
59,788
48,929
1,898
7,782
13,012
8,890

0.2 0.5
143.9

5.4 11.3

9.3 0.4

1.5 2.5

1.7 222 0.04
226 0.04

0.1%

0.3%

73.4%

2.8%

5.8%

4.7%

0.2%

0.8%

1.3%

0.9%

0.02%

0.02%
Subtotal - Gravity Mains
932,653 176.6

90.1%
Force Mains
6 8
10 12
14 1,060
33,208
17,254
31,787
18,776

0.2 6.3

3.3 6.0

3.6 0.1%

3.2%

1.7%

3.1%

1.8%
Subtotal - Force Mains
Total Sewer Pipe
-AKEL
ENGINEERING GROUP, INC.

Total
102,086 19.3
1,034,739 196.0

9.9%
100.0%
Note:

Source: Sewer System GIS provided by City staff on November 20, 2019. 2/3/2020
173

Item 4.

4.2.3 Upper Oak Valley Collection Basin
The Upper Oak Valley collection basin encompasses approximately 930 acres in the north portion of City of Beaumont service area and is generally divided into two sections. The first section collects flows north of Oak Valley Parkway west of Desert Lawn Drive, which are ultimately conveyed by a 12 -inch gravity main on Oak Valley Parkway. The second section consists of two separate 12 -inch and 15 -inch gravity main along Deodar Road and Monte Verde Drive collects flows before combining into a 15 -inch gravity main under Interstate -10 which are then discharged to an existing 15 -inch gravity main on Bay Hill Drive. These flows are eventually conveyed to Upper Oak Valley Lift Station on Oak Valley Parkway. This collection basin also includes flows tributary to the Fairway Canyon Lift Station and Lower Oak Valley Lift Station. This collection basin is discharged to the Beaumont Mesa Lift Station at Potrero Boulevard via dual 12 -inch force mains.

4.2.4 Olivewood Collection Basin
The Olivewood collection basin encompasses approximately 313 acres in the west portion of the City of Beaumont service area, generally south of Oak Valley Parkway and west of Potrero Boulevard. Flows are collected by an 8 -inch gravity mains along Castello Lane and Artisan Place before entering Olivewood Lift Station. This collection basin is discharged to the Beaumont Mesa Lift Station at Potrero Boulevard via 8 -inch force main.

4.2.5 Noble Creek Collection Basin
The Noble Creek collection basin encompasses approximately 1,210 acres in the north portion of the City of Beaumont service area, south of Brookside Avenue north of Oak Valley Parkway between Interstate -10 and Beaumont Avenue. Two separate 10 -inch and 15 -inch gravity mains along Oak View Drive and Golf Club Drive respectively collects flows before combining into 18 - inch gravity main on Oak Valley Parkway. These flows are eventually conveyed to Noble Creek Lift Station. This collection basin is discharged to the Marshall Creek Lift Station at Ring Ranch Road via 12 -inch force main.

4.2.6 Marshall Creek Collection Basin
The Marshall Creek collection basin encompasses approximately 136 acres in the central portion of the City of Beaumont service area, generally east of Interstate 10, west of Claiborne Avenue and south of Florence Street. Flows are collected by 8 -inch gravity mains along Ring Ranch Road before entering Marshall Creek Lift Station. This collection basin also includes flows tributary to Noble Creek Lift Station. This collection basin is discharged to the existing wastewater manhole at 8th Street via dual 10 -inch and 12 -inch force mains.

4.2.7 Industrial Park Collection Basin
The Industrial Park collection basin encompasses approximately 63 acres in the central portion of the City of Beaumont service area, south of Highway 60 between Distribution Way and Minnesota Avenue. Two separate 8 -inch gravity mains on Nicholas Road and 4th Street collect flows before August 2021 4-5 City of Beaumont
Wastewater Master Plan
174

Item 4.
combining into a 8 -inch gravity main on Risco Circle. These flows are eventually conveyed to the Industrial Park Lift Station. This collection basin is discharged to the Beaumont Wastewater Treatment Plant at 4th Street via 6 -inch force main.

4.2.8 Beaumont Collection Basin
The Beaumont collection basin encompasses approximately 1,155 acres in the north portion of the City of Beaumont service area, generally west of Palm Avenue, north of 4th Street and south of Brookside Avenue. Flows are collected by 12 -inch and 15 -inch pipelines along Luis Estrada Road and Elm Avenue before entering an existing 24 -inch gravity main on Veile Avenue. This collection basin also includes flows tributary to Marshall Creek Lift Station.

4.2.9 Pennsylvania Collection Basin
The Pennsylvania collection basin encompasses approximately 1,810 acres in the north portion of the City of Beaumont service area, generally bound by Brookside Avenue and 1St Street from north to south and Palm Avenue to Highland Springs Avenue from west to east and divided into two sections. The first section collect flows by existing 12 -inch gravity pipelines along Starlight Avenue. The second sections collected flows by existing 8 -inch, 10 -inch, and 15 -inch gravity pipelines along Cherry Avenue before combining into a 24 -inch gravity pipelines along American Avenue. This collection basin also includes flows from Highland Springs collection basin.

4.2.10 Highland Springs Collection Basin
The Highland Springs collection basin encompasses approximately 418 acres in the northeast portion of the City of Beaumont service area, generally west of Bellflower Avenue and north of Brookside Avenue. Existing 8 -inch gravity pipelines collect flow along Brookside Avenue before being conveyed to existing 8 -inch gravity pipelines along Cherry Avenue.

4.2.11 Seneca Springs Collection Basin
The Seneca Springs collection basin encompasses approximately 417 acres in the south portion of the City of Beaumont service area, generally west of Highland Springs Avenue, east of Beaumont Avenue, and south of 2nd Street. Two separate 8 -inch and 16 -inch gravity mains along Potrero Boulevard collects flows before combining into Seneca Springs Lift Station. This collection basin is discharged to the existing wastewater manhole at 1st Street and Michigan Avenue via dual 8 -inch force mains.

4.2.12 Four Seasons Collection Basin
The Four Seasons collection basin encompasses approximately 869 acres in the southeast portion of the City of Beaumont service area, generally west of Highland Springs Avenue and south of 8th Street. Existing 10 -inch, 12 -inch and 15 -inch gravity pipelines along Highland Springs Avenue collects flows before conveying into Four Seasons Lift Station. This collection basin is discharged to the existing wastewater manhole at 1st Street and Michigan Avenue via dual 8 -inch and 14 -inch force mains.

August 2021 4-6 City of Beaumont
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Item 4.

4.3 LIFT STATIONS
When routing flows by gravity is not possible due to adverse grades, lift stations are used to pump flows. The City currently maintains ten lift stations in the wastewater collection system, summarized on Table 4.2,and shown on Figure 4.2. Additionally, a flow diagram summarizing the connectivity of the existing lift stations is shown on Figure 4.3. • Fairway Canyon Lift Station. The lift station is located at the northern end of Creenshaw Street. The lift station includes 2 canned pumps that are each rated at 400 gpm. The pumps discharges into an 8 -inch force main that conveys flows southeast toward Lower Oak Valley Lift Station.
• Lower Oak Valley Lift Station. The lift station is located on Palmer Avenue, southwest of Morris Street and was built in 2005. The lift station includes 2 duty pumps and 1 standby pump that are rated at 650 gpm and 400 gpm respectively. The pump discharges into a parallel 8 -inch and 10 -inch force main that conveys flows southeast along Oak Valley Parkway toward Upper Oak Valley Lift Station.
• Upper Oak Valley Lift Station. The lift station is located on Oak Valley Parkway, west of Apron Lane and was built in 2004. The lift station includes 2 duty pumps and 1 standby pump that are rated at 1,350 gpm and 2,300 gpm respectively. The pump discharges into a parallel 12 -inch force main that conveys flows north toward Beaumont Mesa Lift Station. • Olivewood Lift Station. This lift station is located approximately 675 feet northwest of the intersection of Artisan Place and Castello Lane. The lift station includes 2 duty pumps that are both rated at 310 gpm. The pump discharges into an 8 -inch force main that conveys flows east along Castello Lane toward Beaumont Mesa Lift Station. • Beaumont Mesa Lift Station. This lift station is located southeast corner of Castello Lane and Potrero Boulevard, constructed prior 2006 and was rehabilitated in 2020. While this lift station was originally designed to include four pumps, two at 3,500 gpm and two at 1,500 gpm, the current configuration includes 2 duty pumps that are both rated at 1,797 gpm.

The pump discharges into a 12 -inch force mains that convey flows southeast toward 4th Street.
• Noble Creek Lift Station. The lift station is located approximately 200 feet south of Oak Valley Parkway and was built in 2001. The lift station includes 2 duty pumps that are both rated at 1,865 gpm. The pump discharges into a 12 -inch force main that conveys flows southeast along Interstate 10 toward Marshall Creek Lift Station. • Marshall Creek Lift Station. The lift station is located at the northern end of Ring Ranch Road and was built in 2001. The lift station includes 2 duty pumps that are both rated at 1,150 gpm. The pump discharges into a 10 -inch and 12 -inch force main that conveys flows southeast along Ring Ranch Road toward Veile Avenue.

August 2021 4-7 City of Beaumont
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Item 4.

Fr
Fairway
Canyon
ower Oak
Valley
tpUpper Oak
Valley
Industri1110
Park
Beaumont
Mesa

PRELIMINARY
LEGEND
mi. Wastewater Treatment Plant
Wastewater Lift Station
Wastewater Trunks
-AKEL
February 3, 2020
Figure 4.3
Lift Station Connectivity
Schematic
Wastewater Master Plan
City of Beaumont
ENGINEERING GROUP, INC.
177

Table 4.2 Lift Station Inventory
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Lift Station Information
No.

Pumps'. Pump Controls2
Full Capacity Firm Capacity Current Capac High Low Level Lead On Lag 1 Off Lag 2 On Lag 2 Off Area Depth Volume Location Quantity Level
(gpm) (gpm) (gpm) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (gal) Wet Well Dimensions2
Beaumont Mesa
12940 Potrero Blvd.
2 @ 1,797 gpm
3,594
1,797
3,594

21.50 2.00 9.50 7.00 12.00 7.00 697.4 21.0 109,593
Fairway Canyon3
(Little Lower Oak Valley)
34003 Crenshaw St.
2 @ 400 gpm
800 400
800

8.33 2.92 6.61 3.58 7.83 6.61
Lower Oak Valley 11246 Palmer Ave.
2 @ 650 gpm
1 @ 400 gpm
1,700 1,050 1,700

50.3 11.50 2,022

7.50 1.50 4.00 2.00 7.00 2.00
Marshall Creek 990 Ring Ranch Rd.
2 @ 1,150 gpm 2,300
1,150 2,300
212.7

16.5 26,252

10.75 8.08 9.75 8.25 10.50 8.25
Noble Creek
Seneca Springs
Upper Oak Valley
Four Seasons
1899 W Oak Valley Pkwy.
2 @ 1,865 gpm 3,730
1,865 3,730
1390 Potrero Blvd.
3 @ 450 gpm 1,350 900 1,125
35980 Oak Valley Pkwy.
2 @ 1,350 gpm
1 @ 2,300 gpm
5,000 2,700 5,000
223.9

18.0 30,149

6.00 1.50 4.25 2.00 5.75 2.00

6.00 1.25 4.50 2.50 5.50 2.50

7.50 1.00 4.50 2.50 7.00 2.50
1075 S Highland Springs Ave.
2 @ 1,675 gpm
1 @ 365 gpm
3,715 1,740 1,675

9.50 1.50 4.75 2.25 9.00 4.75
180.8 14.5 19,606
184.7 31.5 43,519
345.7 19.5 51,283
249.6

22.0 41,078
Industrial Park'
(Coopers Creek)
715 W 4th St.
1 @ 112 gpm
1 @ 150 gpm
262 112 262

6.00 1.00 5.75 2.00 5.75 2.00
Olivewood North of Artisan PI.
-AKEL
ENGINEERING GROUP, INC.
2 @ 310gpm 620 310 620

58.7 16.0 7,022

6.25 2.00 5.25 3.00 5.75 3.00 50.3 19.5 7,332
Notes:

1. Source: Pumps information provided by City staff on December 13, 2019.

2. Unless noted otherwise, pump controls and wet well dimensions provided by City staff on March 04, 2020.

3. Fairway Canyon wet well dimensions provided by City staff on April 28, 2021.

4. Industrial Park pump information provided by City Staff on May 26, 2020. 5/26/2021
178

Item 4.
• Industrial Park (Coopers Creek) Lift Station. The lift station is located at the end of Risco Circle southwest of Beaumont WWTP and was built in 2003. The lift station includes 2 duty pumps that are rated at 112 gpm and 150 gpm. The pump discharges into a 6 -inch force main that conveys flows east toward Beaumont WWTP. • Seneca Springs Lift Station. The lift station is located on Potrero Boulevard between Berkshire Avenue and Seneca Springs Parkway, and was built in 2005. The lift station includes 3 duty pumps that are both rated at 450 gpm. The pump discharges into a parallel 8 -inch force main that conveys flows west toward 24 -inch gravity pipeline on 1St Street. • Four Seasons Lift Station. The lift station is located on Highland Springs Avenue approximately 300 ft south of Breckenridge Avenue Berkshire Avenue, and was built in 2005. The lift station includes 2 duty pumps and 1 standby pump that are rated at 1,675 gpm and 365 gpm respectively. The pump discharges into a 8 -inch and 14 -inch force main that conveys flows west toward existing 24 -inch gravity pipeline on 1st Street.

Table 4.2 lists each lift station with relevant information obtained from the City's records including:
lift station number, location, wet well dimensions, and number of pumps and respective capacities.

The lift stations are operated to turn "on" or "off' based on the levels in their wet wells.

4.4 BEAUMONT WASTEWATER TREATMENT PLANT
Beaumont Wastewater Treatment Plant (WWTP) treats on average 3.66 mgd of sewer flows, collected flows from 11 different tributary basins including: Fairway Canyon, Lower Oak Valley, Upper Oak Valley, Olivewood, Noble Creek, Marshall Creek, Industrial Park, Pennsylvania, Highland Springs, Beaumont, Seneca Springs, and Four Seasons. The wastewater treatment plant currently services approximately 52,000 people, in addition to non-residential users.

A recent expansion at the WWTP included constructing a 12 -inch diameter brine waste disposal gravity pipeline extending 23 miles from the WWTP north to the nearest connection point of the Inland Empire Brine Line, located near the north side of E Street Bridge in the City of San Bernardino.

It should be noted that this wastewater master plan focuses on the capacity adequacy of the existing conveyance infrastructure, including gravity and force main pipelines, as well as lift stations. This wastewater master plan does not include any evaluations at the wastewater treatment plant, including treatment facilities, capacities, or redundancies.

August 2021 4-10 City of Beaumont
Wastewater Master Plan
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Item 4.

City of Beaumont
CHAPTER 5 —WASTEWATER FLOWS
This chapter summarizes historical wastewater flows experienced at the Beaumont WWTP and defines flow terminologies relevant to this evaluation. This chapter discusses the wastewater flow distribution within the collection basins and identifies the design flows used in the hydraulic modeling effort and capacity evaluation. The design flows include the flows due to existing conditions and buildout development conditions.

FLOWS AT THE BEAUMONT WWTP
The wastewater flows collected and treated at the City of Beaumont WWTP vary monthly, daily, and hourly. While the dry weather flows are influenced by customer uses, the wet weather flows are influenced by severity of storm events and the condition of the system. Figure 5.- shows the monthly flows versus rainfall at the Beaumont WWTP for 2019. August and November were the maximum months during 2019, with November also being higher than average due to the considerable amount of rain received that month.

The following definitions are intended to document relevant terminologies shown on able 5.1:
• Average Annual Flow (AAF). The average annual flow is the total annual flow, or average monthly flow, for a given year, expressed in daily or other time units. This flow includes the combined average of the average dry weather flow (ADWF) and average wet weather flow (AWWF).
• Average Dry Weather Flow (ADWF). The average dry weather flow occurs on a daily basis during the dry weather season, with no evident reaction to rainfall. The ADWF also includes the Base Wastewater Flow (BWF). The base wastewater flow is the average flow that is generated by residential, commercial, and industrial users. The flow pattern from these users varies depending on land use types.
• Average Wet Weather Flow (AWWF). This average wet weather flow occurs on a daily basis during the wet weather season. In addition to the flow components in the ADWF, the AWWF includes infiltration and inflow from storm rainfall events. • Maximum Month Dry Weather Flow (MMDWF). This maximum month flow occurs during the dry weather season.
• Maximum Month Wet Weather Flow (MMWWF). This maximum month flow occurs during the wet weather season.

August 2021 5-1 City of Beaumont
Wastewater Master Plan
180

is
oa
E 3.70
0 LL
a

3.65 3.61 3.61

PRELIMINARY

0.00 0.07 0.04 0.00 0.02 0.13 0.04

1.00 Monthly
Rainfall
Annual Average = 3.66 mgd
WWTP Flows
LEGEND
• Monthly Flows
Monthly Rainfall
2019 Average Flow
=AKEL
Note: WWTP Flow data provided by City staff on February 18, 2020. - Rainfall data extracted from CIMIS Station in Hemet (Year 2019) February 17, 2021
Item 4.

Figure 5.1
2019 WWTP Flows
Wastewater Master Plan
City of Beaumont
ENGINEERING GROUP, INC.
181

Table 5.1
Wastewater Treatment Plant - Historical Flow Data and Peaking Factors Wastewater Master Plan
City of Beaumont

PRELIMINARY
Year
Average Annual Percentage
Flow (AAF) Change
(mgd)
Seasonal Average Maximum Month Maximum Day
ADWF1 AWWF2 MMDWF MMWWF MDDWF MDWWF
(mgd) (mgd) (mgd) (mgd) (mgd) (mgd)
2012
2013
2014
2015
2016
2017
2018
2019
2020

2.68 2.79

2.98 2.92

2.83 3.27

3.39 3.66

3.9%

6.9%
-1.8%
-3.4%

15.8%

3.7%

8.0%

2.70 2.68

2.97 2.91

2.80 3.40

3.66 2.67

2.90 2.99

2.94 2.86

3.38 3.67

2.74 2.82

2.80 3.12

3.02 3.19

2.97 3.05

2.91 3.29

3.51 3.51

3.72 3.77

4.01 3.12

3.40 3.18

3.50 3.50 3.62

3.86 3.58

3.27 5.26

4.14 5.07

4.57 Historical Peaking Factors (Applied to ADWF)
LAK L
2012
2013
2014
2015
2016
2017
2018
2019
2020

1.00 1.04

1.00 1.00

1.01 1.00

1.00 1.00 0.99

1.00 1.08

1.00 1.01

1.00 1.02

1.00 0.99

1.00 1.00

1.02 1.04

1.05 1.17

1.02 1.07

1.02 1.05

1.04 1.18

1.03 1.03

1.02 1.03

1.18 1.31

1.22 1.23

1.88 1.13 1.39
Recommended Evaluation Peaking Factor
ENGINEERING GROUP, INC.

Notes :

1.08 1.05 1.18

1.33 1.88 I

1. Source: 2012-2016 WWTP flows extracted from the City of Beaumont 2017 Inflow and Infiltration Study.

2. Source: 2017-2019 City Flow data provided by City staff on February 18, 2020.

3. Source: Hourly influent flows at the WWTP for the period of 02/20/20 to 04/09/20 provided by City staff on May 1, 2020. 2/3/2020
Item 4.
182

Item 4.
• Maximum Day Dry Weather Flow (MDDWF). This is the highest measured daily flow that occurs during a dry weather season.
• Maximum Day Wet Weather Flow (MDWWF). This is the highest measured daily flow that occurs during a wet weather season.
• Peak Dry Weather Flow (PDWF). This is the highest measured hourly flow that occurs during a dry weather season.
• Peak Wet Weather Flow (PWWF). This is the highest measured hourly flow that occurs during a wet weather season.

Table 5.1 shows the average annual flows (AAF) collected at the City of Beaumont WWTP have increased from 2.68 mgd in 2012 to 3.66 mgd in 2019, which is an increase of approximately 37%.

In addition to listing the 2012-2019 flows, and for comparison purposes, the table calculates the peaking factors applied to the corresponding average dry weather flows (ADWF) for each year.

During wet weather flows in 2019, the maximum daily volume (MDWWF) contributed by the City at the City of Beaumont WWTP was 1.39 times higher than the average dry weather flow for the same year.

BUILDOUT WASTEWATER LOWS
The land use methodology was used to estimate the buildout wastewater flows from City's Planning Area and to be consistent with the General Plan. Table 5.2 documents the total acreages for residential and non-residential land use, and the undeveloped lands designated for urbanization. The undeveloped lands were multiplied by the corresponding unit flow factor to estimate the wastewater flows. The buildout average daily flows were calculated at 17.8 mgd.

Figure 5.2 documents the general hydraulic model allocation locations and methodology for the areas of future development.

5.3 WASTEWATER COLLECTION SYSTEM DESIGN FLOWS
The design flows most relevant in this capacity analysis of the wastewater collection system, in addition to the Maximum Day Dry Weather Flows (MDDWF), include the peak dry weather flow (PDWF) and peak wet weather flow (PWWF).
• Peak Dry Weather Flow (PDWF). The PDWF is used for evaluating the capacity adequacy of the wastewater collection system, and to meet the criteria set forth in the previous chapter and in the City standards.
• Peak Wet Weather Flow (PWWF). The PWWF is used for designing the capacity of the wastewater collection system, and to meet the criteria set forth in the previous chapter and in the City standards.

August 2021 5-4 City of Beaumont
Wastewater Master Plan
183

Fairway Canyon,
Lower Oak Valley
44,
._ erPVe , 10
_
411-1 Future Flow allocated to
future Tukwet Canton lift station
of
Future Flow allocated to
future Tukwet Canton lift station
' �� 15 Ch.m•i•ns rr
Future Flow allocated to
pipe on 4th Street
iAKEL
Future Flow allocated to
Upper Oak Valley lift station
`12112112
-a
Brookside Ave
Orchard St
Future Flow allocated to
pipe on Beaumont Avenue
Future Flow allocat(
pipe on Oak Valley Pa
Future Flow allocated to
pipe on Noble Creek Parkway

WIEEPAPP
Future Flow allocated to
„ - pipe on Oak Valley Parkway
Future Flow allocated to
pipe on Oak Valley Parkway
12/12/12
10/14_
Upper Oak Valley: Olivewood
1 10 8
Future Flow allocated to
pipe on 4th Street
Future Flow allocated _
pipe on 4th Street
Future Flow allocated
pipe on 4th
Future Flow allocated to
pipe on Oak Valley Parkway
Beaumont Mesa
Future Flow allocated to
Beaumont Mesa lift station
Grand Ave
Lincoln St
Cougar Way
Future Flow allocated to
pipe on Brookside Avenue
Future Flow allocated to
pipe on Brookside Avenue
hnu11: 12 12 10
°�1
F N
S-
'� 13Th
1111Futu1IIIIIIIII J'' Pi
Oak Valley.Pkwy
Marshall Creek lift station
12 > 12/16 ,111111,
ture Flow allocated to JJIIIII
pipe on 4th Street wII�,��
Flow a.
oeaumont Avenue
Future Flow allocated t
Beaumont Avenue
15 10/24
24 1st St , 24 8/8/8/14
Seneca Springs
N
Potrero Blvd
Future Flow allocated to
Beaumont Avenue
'uture Flow allocated to
Beaumont Avenue
Future Flow allocated to
future dedicated lift station
and force main planned to
discharge at the existing
Four Seasons lift station
1 Updated: February 18, 2021
ture Flov,
pipe on 2nd Street
Four Seasons
O--0.25 0:5 1
Mile
Item 4.

Legend
Areas of Future Development
Area of Future Development
with Annexation
Downtown Mixed Use
Redevelopment
Existing System
Lift Stations
Modeled Force Mains
- - - - , 8" and Smaller
- - - - , 10" and Larger
- - - - , Incomplete Force Main
Modeled Gravity Mains
8"
10" and Larger
Non -Modeled Pipes
Street Centerlines
1 City Limits

PRELIMINARY
Figure 5.2
Future Development
Flow Allocation
Wastewater Master Plan
City of Beaumont
ENGINEERING GROUP, INC.

File Path. P:\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_FIg5-2FutureDevAllocation_021821. mxd

Table 5.2 Future Wastewater Flow Summary
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Land Use Type
Existing Development
Existing Lands, Sewer Unit
No Redevelopment Factor
(acre) (gpd/acre)
Average Daily
Flow
(gpd)
Lands Planned for
Redevelopment
(acre)
Future Development
New Development
(acre)
within Study Area
Subtotal
uture Development
(acre)
Sewer Unit
Factor
(gpd/acre)
Average Dry
Weather Flow
(gpd)
Total Development at
Buildout of Study Area
(acre)
Total Average Dry Weath
Flow
(gpd) (gpd)
General Plan Residential
Single Family Residential
A
2,389
1,396
3,335,391
A
118
1,396
986,125
3,096
4,321,516

4.32 588.3
706
High Density Residential
83 2,609
215,334
6 276.1
282
2,609
735,343
364
950,677

0.95 Rural Residential
0 611
0 2,446
312.3
2,758
611
1,685,107
2,758
1,685,107

1.69 Subtotal - General Plan Residential
2,472
3,550,725
2,570
1,176.7
3,746
3,406,575
6,218
6,957,301

6.96 General Plan Non -Residential
General Commercial
242
1,175
284,837
28 323.8
352
1,175
413,753
595
698,590

0.70 Neighborhood Commercial
0 1,175
0 34

11.5 46
1,175
53,539
46 53,539

0.05 Industrial
211
1,763
371,281
52 315.2
367
1,763
646,780
577
1,018,062

1.02 Public Facility
280
800
224,260
44 63.6
107
800
85,932
388
310,191

0.31 Subtotal - General Plan Non -Residential
733
880,378
158
714.0
872
1,200,004
1,605
2,080,381

2.08 General Plan Overlays
Traditional Neighborhood'
0 -
0 76
498.8
574
-
692,049
574
692,049

0.69 Downtown Mixed Use'
0 -
0 321

64.4 386
-
578,272
386
578,272

0.58 Urban Village'
0 -
0 107
536.0
643
-
1,041,439
643
1,041,439

1.04 Employment District'
0 -
0 0
179.1
179
-
216,814
179
216,814

0.22 Subtotal - General Plan Overlays
0 0
504
1,278.4
1,782
2,528,575
1,782
2,528,575

2.53 Known Developments
-
0 Specific Plan and Other Developments'
0 0
4,199.7
4,200
-
6,214,824
4,200
6,214,824

6.21 Subtotal - Known Developments
0 0
0 4,199.7
4,200
6,214,824
4,200
6,214,824

6.21 ital
_A K E L
3,205
4,431,103
3,231
7,368.8
10,600
13,349,978
13,805
17,781,081

17.78 ENGINEERING GNOGP, INC.

Notes:

1. Development flows for Overlay Areas documented in Table 2, General Plan Overlay Development and Flows

2. Specific Plan and Other Development flows documented in Table 5, Specific Plan and Other Development, Remaining Development Flows 10/19/2020
185

Item 4.

The design flows used in evaluating the capacity adequacy of the wastewater collection system are summarized on Table 5.3. The table lists the maximum day and peak hour flows for dry and wet weather conditions. PDWF and PWWF used for evaluating the existing wastewater collection system were estimated at 9.3 mgd and 9.8 mgd respectively. The PDWF and PWWF used for designing the General Plan buildout system, including growth, were estimated at 31.2 mgd and

27.9 mgd respectively. It should be noted that the flows shown on Table 5.3 are extracted from the wastewater system hydraulic model and reflect diurnal flow variations and flow attenuation.

August 2021 5-7 City of Beaumont
Wastewater Master Plan
186

Table 5.3 Design Flows
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Description Flow
Maximum Day Peak Hour
(mgd) (mgd)
Existing Condition Scenarios
Existing DWF
Existing WWF (10Yr-24HR Design Storm)
Ultimate Buildout Scenarios
Buildout DWF
Buildout WWF (10Yr-24HR Design Storm)
-AKEL
ENGINEERING GROUP, INC.

5.79 5.88

9.27 9.76

21.14 31.18

18.98 27.85
2/18/2021
Notes:

1. Flows shown are extracted from wastewater system hydraulic model and reflect diurnal flow variations and flow attenuation.

Item 4.
187

Item 4.

City of Beaumont
CHAPTER 6 - HYDRAULIC MODEL DEVELOPMENT
This chapter describes the development and calibration of the City's wastewater collection system hydraulic model. Hydraulic network analysis has become an effectively powerful tool in all aspects of wastewater system planning, design, operation, management, and system reliability analysis.

The City's hydraulic model was used to evaluate the capacity adequacy of the existing system and to plan its expansion to service anticipated future growth.

HYDRAULIC MODEL SOFTWARE SELECTION
The City's hydraulic model combines information on the physical characteristics of the wastewater collection system (pipelines, manholes, and lift stations) and operational characteristics (how they operate). The hydraulic model then performs calculations and solves series of equations to simulate flows in pipes, including backwater calculations for surcharged conditions.

6.2 HYDRAULIC MODEL DEVELOPMENT
Developing the hydraulic model included system skeletonization, digitizing and quality control, developing pipe and manhole databases, and wastewater loading allocation.

6.2.1 Skeletonization
Skeletonizing the model refers to the process where pipes not essential to the hydraulic analysis of the system are stripped from the model. Skeletonizing the model is useful in creating a system that accurately reflects the hydraulics of the pipes within the system. In addition, skeletonizing the model will reduce complexities of large models, which will also reduce the time of analysis while maintaining accuracy, but will also comply with the limitations imposed by the computer program.

The hydraulic model for the City of Beaumont was skeletonized to include the pipelines essential to the hydraulic analysis. By comparison, skeletonizing was necessary to reduce the model from August 2021 6-1 City of Beaumont
Wastewater Master Plan
188

Item 4.
4,300 pipes extracted from GIS to 800 pipes; the total system includes approximately 196 miles of pipe, whereas the hydraulic model includes approximately 56 miles of pipelines. The modeled pipes included pipes 8 -inches in a diameter and larger, in addition to some critical smaller gravity wastewater pipes.

Table 6.1 documents the inventory of pipelines included in the hydraulic model by diameter and is approximately 28 percent of the overall system. The modeled wastewater collection system is shown on Figure 6.1.

6.2.2 Digitizing and Quality Control
The City's existing wastewater collection system was digitized in GIS using several sources of data and various levels of quality control. The data sources included the City's existing system as documented in GIS drawings and schematics provided by City staff.

After reviewing the available data sources, the hydraulic model was built and verified by City staff.

Using the available wastewater collection system data this master plan developed the wastewater collection system in GIS. Resolving discrepancies in data sources was accomplished by conducted manhole field surveys that recorded the rim elevations, pipe invert elevations, as well as the physical manhole location. Data received were incorporated in the verified model.

6.2.3 Pipes and Manholes
Computer modeling requires the compilation of large numerical databases that enable data input into the model. Detailed physical aspects, such as pipe size, ground elevation, invert elevations, and pipe lengths contribute to the accuracy of the model.

Pipes and manholes represent the physical aspect of the system within the model. A manhole is a computer representation of a place where wastewater flows may be allocated into the hydraulic system, while a pipe represents the conveyance aspect of the wastewater flows. In addition, selected lift station capacity and design head settings were also included into the hydraulic model.

6.2.4 Load Allocation
Load allocation consists of assigning wastewater flow to the appropriate manholes (nodes) in the model. The goal is to distribute the loads throughout the model to best represent actual system response.

The existing loading allocation was based off the water billing records. Using GIS, each customer account was geocoded and spatially joined within the existing wastewater collection system.

Wastewater loads were developed by combining the flow factors developed in Chapter 3 with the water billing records for the City. The calculated loads were allocated to the nearest manhole that serves the corresponding customers.

Wastewater loads from each anticipated future development, as presented in previous chapters, were also allocated to the model for the purpose of sizing the required future facilities. The loads August 2021 6-2 City of Beaumont
Wastewater Master Plan
189

X10/14
AKEL
ENGINEERING GROUP, INC.

Brookside Ave 1
15 -- Champions Dr
Upper Oak Valley) I.
12112112 > <12/12/12
Olivewood g VI
10 8
---
Beaumont Mesa
12/16
Orchard St
Noble Creek
Cougar Way
Oak Valley Pkwy12
Grand Ave
13Th S
12th S
10Th St
8Th St
N
110/24 6Th St
301 24 1stst 24 8/8/8/14
Potrero Blvd
0 0.25
LU� ated:'November30•2020.--�
1 IFour Seasons
it
Mile
File Path: P.\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig6-1ModeledSystem_113020.mxd Legend
Existing System
c2 Lift Stations
Modeled Force Mains
- - - - , 8" and Smaller
- - - - , 10" and Larger
- - - - , Incomplete Force Main
Modeled Gravity Mains
8"
10" and Larger
Non -Modeled Pipes
Street Centerlines
1 City Limits

PRELIMINARY
Figure 6.1
Existing Modeled
Sanitary Sewer System
Wastewater Master Plan
City of Beaumont

BEAUMONT
Item 4.

Item 4.

Table 6.1 Existing Modeled Pipeline Inventory
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Pipeline Diameter
Length Percent Contribution
(in) (ft) (mi) %Total
Gravity Mains

3.6 8
10 12
15 16
18 24
30 18,847
27,947
59,569
48,834
1,898
7,829
12,336
8,890

5.3 11.3

9.2 0.4

1.5 2.3

1.7 6.4%

9.5%

20.3%

16.6%

0.6%

2.7%

4.2%

3.0%
Subtotal
186,151 35.3

63.4%
Force Mains
6 8
10 12
14 16
Subtotal
Total Modeled Pipe
Total
_AKEL
ENGINEERING GROUP, INC_
1,060
33,212
17,260
31,796
18,941
5,058
107,327

0.2 6.3

3.3 6.0

3.6 1.0

0.4%

11.3%

5.9%

10.8%

6.5%

1.7%

20.3 293,478 55.6

36.6%
100.0%
2/19/2021
191

Item 4.
from the General Plan Boundary were allocated based on proposed land use and the land use acreages. As many of the areas were very large in size, the loads were allocated evenly to the loading manholes within each area. Infill areas, redevelopment areas, and vacant lands were also included in the future load allocation.

6.3 MODEL CALIBRATION
Calibration is intended to instill a level of confidence in the flows that are simulated, and it generally consists of comparing model predictions to the 2020 V&A flow monitoring program, and making necessary adjustments.

6.3.1 Calibration Plan
Calibration can be performed for steady state conditions, which model the peak hour flows, or for dynamic conditions (24 hours or more). Dynamic calibration consists of comparing the model predictions to diurnal operational changes in the wastewater flows. The City's hydraulic model was calibrated for dynamic conditions.

6.3.2 2020 V&A Temporary Flow Monitoring Program
A temporary flow monitoring program was included in this project to validate the existing dry and wet weather flows from each wastewater collection basin. The program consisted of installing 14 flow meters, for a period of 8 weeks, from February 2020 to April 2020. Villalobos and Associates (V&A) was retained to install the flow meters, monitor rainfall, and perform an Infiltration and Inflow analysis. The selected flow monitoring sites are listed on ' and shown on Figure . Additionally, Table 6.3 provided a calibration result summary for each of the respective sites monitored.

The 2020 V&A Flow Monitoring Program captured two rainfall events and included a summary report identifying areas of the City that were most affected by rain dependent infiltration and inflows. The two rainfall events experienced during the flow monitoring period varied in duration and intensity (Table 3.5), and provided an insight into the wastewater collection system response to storm conditions.

August 2021 6-5 City of Beaumont
Wastewater Master Plan
192

Fairway Canyon
Lower Oak Valley
Upper.Oak
12112112
Brookside Ave

PRELIMINARY
Figure 6.2
Flow Monitor Locations
Wastewater Master Plan
City of Beaumont

BEAUMONT
Item 4.
193

Table 6.2 Flow Monitor Locations
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
•- • Description
Gravity Main Flow Monitors
FM -1 Cherry Avenue north of Mary Lane
8" N (In Pipe)
SSM H01048
Pipe Size
(in)
Manhole ID
FM -2
FM -3
Minnesota Avenue approx 500' north of 4th
Street
24" N (In Pipe)
California Avenue approx 400' north of 1st
Street
SSM H01728
30" N (In Pipe) SSMH00381
FM -4
6th Street approx 400' west of American
Avenue
24" E (In Pipe) SSMH00330
Lift Station Flow Monitors
FM -5 1075 South Highland Springs Road
FM -6
FM -7
FM -8
FM -9
1390 Potrero Boulevard
990 Ring Ranch Road
1899 West Oak Valley Parkway
715 West 4th Street
LS -1
(Four Seasons)
LS -2
(Seneca Springs)
LS -3
(Marshall Creek)
LS -4
(Noble Creek)
FM -10 35980 Oak Valley Parkway
LS -5
(Industrial Park)
LS -6
(Upper Oak Valley)
FM -11 11246 Palmer Avenue
LS -7
(Lower Oak Valley)
FM -12 34003 Crenshaw Street
LS -8
(Beaumont Mesa)
FM -13 12940 Potrero Boulevard
LS -9
(Olivewood)
FM -14
-AKEL
ENGINEERING GROUP, INC.

Castello Lane approx 450' north of Artisan
Place
LS -10
(Fairway Canyon)
Notes:

1. GIS Manhole IDs based on GIS shapefiles provided by City staff November 18, 2019. 2/11/2021
194

Table 6.3 Calibration Results Summary
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Flow
Monitoring ID
Units
Dry Period (Weekday)
Dry Period (Weekend)
Wet Weather (Event 1)
(March 12- March 13)
Wet Weather (Event 2)
(March 9 - March 10)
Minimum
Maximum
Average
Minimum
Maximum
Average
Minimum
Maximum
Average
Minimum
Maximum
Average
Flow Monitored
(mgd)

0.018

0.156

0.066

0.017

0.166

0.073

0.017

0.351

0.127

0.014

0.191

0.084
S-1
Model
(mgd)

0.018

0.155

0.066

0.018

0.163

0.069

0.018

0.313

0.109

0.018

0.163

0.078
Difference
(mgd)

0.0002
-0.0009

0.0001

0.0009
-0.0024
-0.0043

0.0006
-0.0384
-0.0182

0.0035
-0.0288
-0.0059
(%)

1.36 -0.60

0.08 5.51
-1.43
-5.93

3.55 -10.94
-14.33

25.02 -15.03
-7.04
Flow Monitored
(mgd)

0.334

1.077

0.791

0.329

1.202

0.783

0.319

1.955

0.965

0.290

1.407

0.872
S-2
Model
(mgd)

0.302

1.055

0.788

0.287

1.262

0.794

0.302

1.805

0.963

0.302

1.220

0.856
Difference
(mgd)
-0.0320
-0.0224
-0.0023
-0.0416

0.0601

0.0111
-0.0168
-0.1500
-0.0016

0.0116
-0.1865
-0.0158
(%)
-9.58
-2.08
-0.29
-12.64

5.00 1.42
-5.26
-7.67
-0.17

4.01 -13.26
-1.82
Flow Monitored
(mgd)

0.195

1.471

0.955

0.150

1.687

1.026

0.169

2.839

1.240

0.194

2.102

1.055
S-3
Model
(mgd)

0.171

1.543

0.955

0.153

1.718

1.048

0.171

2.607

1.259

0.171

1.691

1.049
Difference
(mgd)
-0.0234

0.0713

0.0001

0.0030

0.0304

0.0230

0.0027
-0.2318

0.0189
-0.0222
-0.4111
-0.0060
(%)
-12.01

4.84 0.01

2.01 1.80

2.24 1.62
-8.17

1.53 -11.48
-19.56
-0.57
Flow Monitored
(mgd)

0.063

0.854

0.488

0.058

0.917

0.551

0.064

1.084

0.573

0.066

1.147

0.531
S-4 Model
(mgd)

0.067

0.852

0.489

0.064

0.903

0.552

0.067

1.100

0.588

0.067

0.910

0.521
Difference
(mgd)

0.0040
-0.0024

0.0005

0.0063
-0.0147

0.0004

0.0025

0.0162

0.0152

0.0010
-0.2368
-0.0095
(%)

6.40 -0.28

0.11 10.82
-1.60

0.07 3.81

1.49 2.65

1.53 -20.65
-1.79
Flow Monitored
(mgd)

0.082

0.399

0.254

0.078

0.390

0.243

0.083

0.549

0.280

0.084

0.404

0.251
S-5
Model
(mgd)

0.085

0.397

0.254

0.082

0.380

0.241

0.085

0.537

0.282

0.085

0.410

0.266
Difference
(mgd)

0.0032
-0.0022
-0.0001

0.0044
-0.0094
-0.0019

0.0025
-0.0118

0.0016

0.0012

0.0052

0.0147
(%)

3.93 -0.56
-0.05

5.66 -2.42
-0.79

2.98 -2.15

0.55 1.38

1.30 5.85
Flow Monitored
(mgd)

0.057

0.217

0.143

0.057

0.247

0.163

0.060

0.236

0.154

0.047

0.306

0.146
S-6
Model
(mgd)

0.058

0.216

0.143

0.059

0.244

0.163

0.058

0.232

0.159

0.058

0.228

0.149
Difference
(mgd)

0.0015
-0.0014

0.0001

0.0014
-0.0027
-0.0003
-0.0018
-0.0039

0.0056

0.0109
-0.0776

0.0034
(%)

2.65 -0.66

0.09 2.48
-1.09
-0.19
-3.03
-1.67

3.68 22.99
-25.37

2.35 Flow Monitored
(mgd)

0.118

0.595

0.416

0.115

0.768

0.431

0.080

1.062

0.521

0.113

0.711

0.455
S-7
Model
(mgd)

0.126

0.586

0.416

0.123

0.711

0.423

0.129

0.958

0.493

0.123

0.666

0.448
Difference
(mgd)

0.0077
-0.0085

0.0002

0.0079
-0.0562
-0.0080

0.0485
-0.1046
-0.0284

0.0101
-0.0452
-0.0076
(%)

6.54 -1.43

0.04 6.92
-7.33
-1.85

60.59 -9.85
-5.44

8.98 -6.36
-1.66
Flow Monitored
(mgd)

0.076

0.341

0.241

0.072

0.394

0.242

0.069

0.560

0.286

0.074

0.375

0.257
S-8
Model
(mgd)

0.077

0.340

0.241

0.072

0.390

0.241

0.077

0.572

0.284

0.077

0.387

0.258
Difference
(mgd)

0.0009
-0.0006

0.0002

0.0005
-0.0043
-0.0011

0.0077

0.0122
-0.0023

0.0029

0.0126

0.0011
(%)

1.18 -0.16

0.08 0.66
-1.10
-0.45

11.03 2.18
-0.79

3.90 3.36

0.42 Flow Monitored
(mgd)

0.030

0.108

0.054

0.027

0.052

0.030

0.008

0.205

0.058

0.009

0.132

0.054
S-9
Model
(mgd)

0.029

0.107

0.055

0.027

0.050

0.030

0.029

0.143

0.063

0.029

0.109

0.058
Difference
(mgd)
-0.0004
-0.0011

0.0006
-0.0003
-0.0014
-0.0005

0.0208
-0.0620

0.0050

0.0206
-0.0224

0.0037
(%)
-1.20
-1.04

1.13 -0.97
-2.73
-1.81
246.44
-30.20

8.70 236.48
-17.02

6.91 Flow Monitored
(mgd)

0.213

1.070

0.696

0.204

1.117

0.734

0.154

1.451

0.864

0.159

1.475

0.777
S-10
Model
(mgd)

0.208

1.036

0.716

0.222

1.178

0.777

0.240

1.436

0.818

0.236

1.126

0.760
Difference
(mgd)
-0.0057
-0.0334

0.0198

0.0174

0.0616

0.0432

0.0855
-0.0148
-0.0461

0.0768
-0.3488
-0.0175
(%)
-2.67
-3.12

2.84 8.54

5.52 5.89

55.36 -1.02
-5.33

48.25 -23.65
-2.25
Flow Monitored
(mgd)

0.116

0.564

0.371

0.116

0.664

0.416

0.109

0.627

0.400

0.107

0.603

0.378
S-11
Model
(mgd)

0.130

0.560

0.379

0.119

0.639

0.421

0.130

0.642

0.413

0.130

0.585

0.395
Difference
(mgd)

0.0139
-0.0041

0.0078

0.0027
-0.0245

0.0045

0.0210

0.0152

0.0133

0.0238
-0.0174

0.0165
(%)

11.92 -0.73

2.11 2.36
-3.69

1.09 19.19

2.43 3.32

22.36 -2.89

4.36 Flow Monitored
(mgd)

0.294

1.065

0.739

0.255

1.092

0.756

0.198

1.370

0.910

0.253

1.283

0.800
S-12
Model
(mgd)

0.228

1.071

0.735

0.212

1.156

0.780

0.248

1.505

0.847

0.225

1.143

0.778
Difference
(mgd)
-0.0662

0.0066
-0.0044
-0.0427

0.0640

0.0236

0.0491

0.1347
-0.0626
-0.0279
-0.1401
-0.0213
(%)
-22.51

0.62 -0.59
-16.78

5.86 3.12

24.77 9.83
-6.88
-11.01
-10.92
-2.66
Flow Monitored
(mgd)

0.003

0.036

0.022

0.002

0.021

0.012

0.007

0.057

0.032

0.000

0.000
S-13
Model
(mgd)

0.004

0.036

0.022

0.002

0.021

0.012

0.004

0.068

0.031

0.004

0.045

0.026
Difference
(mgd)

0.0008
-0.0002

0.0000

0.0006

0.0003

0.0000
-0.0023

0.0112
-0.0003

0.0043

0.0450

0.0256
(%)

23.44 -0.64

0.09 33.44

1.37 0.20
-34.88

19.73 -0.93

0.00 0.00

0.00 Flow Monitored
(mgd)

0.021

0.090

0.061

0.017

0.096

0.064

0.020

0.087

0.043

0.016

0.110

0.064
S-14
Model
(mgd)

0.023

0.090

0.061

0.018

0.095

0.064

0.023

0.090

0.062

0.023

0.090

0.061
Difference
(mgd)

0.0023
-0.0002

0.0000

0.0007
-0.0009

0.0000

0.0026

0.0033

0.0183

0.0068
-0.0206
-0.0027
_A K
E L
(%)

11.30 -0.24

0.00 3.87
-0.89

0.00 12.70

3.80 42.14

42.02 -18.65
-4.16
2/17/2021
195

Item 4.

During the V&A flow monitoring program six rain gauges were set up within the City service area to record storm events during the monitoring period and are shown on Figure 6.1. Data from the V&A flow monitoring effort, as documented in the 2020 V&A Flow Monitoring Program, was used in this analysis to calibrate the computer hydraulic model to average dry weather flow (ADWF) and peak wet weather flow (PWWF) conditions.

6.3.3 Dynamic Model Calibration
The calibration process was iterative as it involved calibrating each of the 14 flow monitored sites and for the three calibration conditions: 1) peak dry weather flow, 2) peak wet weather flows from storm rainfall Event No. 1, and 3) peak wet weather flows from storm rainfall Event No. 2.

The rain events of March 12-13, 2020 (Event No. 1) and March 10-11, 2020 (Event No. 2), as listed on "able 3.5, were used to calibrate the hydraulic model to the wet weather conditions. The diurnal curves for each of the 14 sites were extracted from the 2020 V&A Flow Monitoring Program and the data was used for comparison purposes with the hydraulic model predictions.

The calibration effort is an iterative process and continues until it yields acceptable results for each site and for each of the three calibration conditions.

The calibration results for each flow monitoring site are documented in Appendix I and briefly summarized on Table These results indicate the calibration effort yielded reasonable comparisons between the flow monitoring data and the hydraulic model predictions at the 14 sites.

The calibration results were reviewed and approved by City staff, and representative extracts from Appendix B are shown on Figures 6. and Figure 6.4. After each of the calibration process has been completed, the hydraulic model was benchmarked for further analysis and evaluation.

6.3.4 Use of the Calibrated Model
The calibrated hydraulic model was used as an established benchmark in the capacity evaluation of the existing wastewater collection system. The model was also used to identify improvements necessary for mitigating existing system deficiencies and for accommodating future growth. The hydraulic model is a valuable investment that will continue to prove its worth to the City as future planning issues or other operational conditions surface. It is recommended that the model be maintained and updated with new construction projects to preserve its integrity.

August 2021 6-9 City of Beaumont
Wastewater Master Plan
196

Dry Weather Event
Item

2.00 1.80

1.60 Weekday
A
`
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1.20 Al
/

1.00 SIII
SSA��
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0 6 12 18 24 30 36 42 48
Time (hr)
Wet Weather Event 1

3.50 (March 12-13, 2020)_

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Wet Weather Event 2
(March 9-10, 2020)

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il
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0.8 0 6 12 18 24 30 36 42 48
Time (hr)
LEGEND
Dry Weather Event
A• - Hydraulic Model
- V&A Flow Monitoring

PRELIMINARY
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 6.3
S-3
Wastewater Master Plan
City of Beaumont

BEAUMONT
-AKEL
ENGINEERENG GROUP, INC.

May 20,2020
197

Item 4.

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Dry Weather Event
_ Weekday
0 6
12 18
24 Time (hr)
Weekend
30 36 42 48

1.20 1.00

0.80 ao

0.60 0
LL 0.40

0.20 0.00
Wet Weather Event 1
(March 12-13, 2020)
11111'111111-
•
•
•
•
•
• III
♦
0 6
12 18
24 Time (hr)
30 36
42 48

0.0 0.2
c

0.4 c
0 0.6 E
co

0.8 1.0

0.80 0.70

0.60 0.50

0.40 LL 0.30

0.20 0.10

0.00 Wet Weather Event 2
(April 6-7, 2020)
1 1

I
I■. - ■
1 --
1 1
•
• •
•
•
•
•
•
0 6
12 18
24 Time (hr)
30 36
42 48

0.0 0.2

0.4 0.6

0.8 Rainfall Intensity (in/hr)

LEGEND PRELIMINARY
Dry Weather Event
A • - Hydraulic Model
- V&A Flow Monitoring
Wet Weather Event
- Rainfall Intensity
- V&A Flow Monitoring
- Hydraulic Model
Figure 6.4
S-7
Wastewater Master Plan
City of Beaumont

BEAUMONT
-AKEL
ENGINEERING GROUP, iNC.

May 2Q2020
19 8

Item 4.

City of Beaumont
CHAPTER 7 - EVALUATION AND PROPOSED IMPROVEMENTS
This chapter presents a summary of the wastewater collection system capacity evaluation during peak dry weather flows and peak wet weather flows for the existing and buildout development conditions. This chapter summarizes the lift station condition assessment performed by V&A. The recommended wastewater collection system improvements needed to mitigate capacity deficiencies are also discussed in this chapter.

7.1 OVERVIEW
The calibrated hydraulic model was used for evaluating the wastewater collection system for capacity deficiencies during peak dry weather flows (PDWF) and peak wet weather flows (PWWF). Since the hydraulic model was calibrated for dynamic modeling, the analysis duration was established at 24 hours for most analyses.

The criteria used for evaluating the capacity adequacy of the wastewater collection system facilities (gravity mains, force mains, and lift stations) were discussed and summarized in the System Performance and Design Criteria chapter.
• EXISTING SYSTEM CAPACITY EVALUATION
The system performance and design criteria summarized on were used as a basis to judge the adequacy of capacity for the existing wastewater collection system. The design flows simulated in the hydraulic model for existing conditions were summarized on and are listed as follows:
• Existing PDWF = 9.3 mgd
• Existing PWWF = 9.8 mgd
During the peak dry weather simulations, the maximum allowable pipe d/D criteria for gravity pipelines (0.50 for wastewater mains less than or equal to 12 -inch or, 0.70 for wastewater mains greater than 12 -inch) was used. During the peak wet weather simulations, the existing wastewater mains are allow to reach the full capacity of 1.0 while the future wastewater mains are allow to 75 percent full.

In general, the hydraulic model indicated that the wastewater collection system exhibited acceptable performance to service the existing customers during both peak dry weather flows ( ,pure . ) and peak wet weather flows ( jure . ). The results of the existing system capacity evaluations are discussed in the following sections.

August 2021 7-1 City of Beaumont
Wastewater Master Plan
199

'•••10/14�
Brookside Ave 1
Champions Dr
Dietient-Pipe
12112112 12/12/12 12 12
Upper Oak Valley
pp Olivewood a I Beaumont Mesa
10 8
AKEL
ENGINEERING GROUP, INC.
• m -
MN MI
12/16
Orchard St
Cherry Valley Blvd
Grand Ave
Cougar Way
N
18 15— 15 Oak Valley Pkwy12 12
N
Noble Creek
Industrial Park
30 24
�2/30 '121‹
;M
I a 30
WWTP, o
N
f
1 1 c
•
10Th St
8Th St
12 10'18
10 30 18
301 24 1S st <24 8/8/8/14
w - - • — — Potrero Blvd
I �
• 1
r
15szr
24��
10/24 6Th St
MI RIM
0 0.25
fUpdated:'February,18; 2021— - -
IFour Seasons
Mile
it
n 1

W- CIS E
File PathP\xGIS\GIS_Proiects\Beaumont\Sewer\191114-WesteweterMP\BEA_Fig7-1_PDWF_021821.mx Item 4.

Legend
Pipe d/D
Surcharged
d/D 0.7 - 1.0
d/D 0.5 - 0.7
d/D 0.25 - 0.5
Existing System
g Lift Stations
Modeled Force Mains
- - - - , 12" and Smaller
- - - - , 14" and Larger
- - - - , Incomplete Force Main
Modeled Gravity Mains
12" and Smaller
15" and Larger
Non -Modeled Pipes
Street Centerlines
1 City Limits

PRELIMINARY
Figure 7.1
Existing Modeled System
Analysis for PDWF
Wastewater Master Plan
City of Beaumont

BEAUMONT

Brookside Ave 1
15 ��-� Champions Dr
12112112
Upper Oak Valley Olivewood
1 10 8
AKEL
ENGINEERING GROUP, INC.

Beaumont Mesa
Orchard St
Grand Ave
o rn
Lincoln St c
m z
Cougar Way
18 15— , 15 Oak Valley Pkwy12 12 10
Noble Creek
12/16
Industrial Park
30 24
X2/30 12
;MI a'
WTP, o '
1 ) 1J1 �
•
W
L.
13Th St
12th St —
10Th St
8Th St
301 24 1St St 24 8/8/8/14

1. Potrero Blvd
r
15 24 <�
CN
N
10/24 6Th St
MOM
0 0.25
fUpdated:'February,18; 2021— - -
IFour Seasons
Mile
it
n 1

W- CIS E
Fie Path' P'\xGIS\GIS_Projecls\Beaumont\Sewer\191114-WastewaterMP\BEA_FIg7-2_PWWF_021821. mxd Item 4.

Legend
Pipe d/D
Surcharged
d/D 0.7 - 1.0
d/D 0.5 - 0.7
d/D 0.25 - 0.5
Existing System
2 Lift Stations
Modeled Force Mains
- - - - , 12" and Smaller
- - - - , 14" and Larger
- - - - , Incomplete Force Main
Modeled Gravity Mains
12" and Smaller
15" and Larger
Non -Modeled Pipes
Street Centerlines
1 City Limits
No Deficient Pipes Observed

PRELIMINARY
Figure 7.2
Existing Modeled System
Analysis for PWWF
Wastewater Master Plan
City of Beaumont
201

Item 4.

7.2.1 Existing Peak Dry Weather Flows Capacity Evaluation The existing dry weather flow analysis indicated that the existing wastewater collection system exhibited acceptable performance to service existing customers during peak dry weather flows, as documented on Figure 7.1, with the following exception:
• Apron Lane from Stableford Court to Oak Valley Parkway. This existing 8 -inch pipeline experiences d/D ratios over 0.5 under peak dry weather flow conditions. • Edgar Avenue from Oak Valley Parkway to approximately 580 -feet south of Oak Valley Parkway. This existing 12 -inch pipeline experiences d/D ratios over 0.5 under peak dry weather flow conditions.

7.2.2 Existing Peak Wet Weather Flows Capacity Evaluation The existing wet weather flow analysis is intended to document the impact of rainfall events on the existing system, and to identify the improvements necessary to limit wastewater overflows. The design criteria for wet weather events allows pipeline to approach maximum allowable capacity criteria (d/D Ratio of 1.0). The hydraulic analysis indicates no existing deficient pipes observed, as shown on • .yu.c

BEAUMONT MESA LIFT STATION SPECIAL STUDIES
The Beaumont Mesa Lift Station serves as the critical lift station that conveys flows form the north reaches of the City's wastewater system to the WWTP. During the preparation of the WMP several special studies were performed for this lift station. These additional reviews included the following:
• Lift Station As -Built Preparation
• Offline Force Main Exploration
• Wet Well Expansion Site Constraints Analysis
These special studies are summarized in detail in the following sections.

7.3.1 Lift Station As -Built Preparation
City staff requested that detailed schematic drawings be prepared for the Beaumont Mesa Lift station, which would aid staff in reviewing the lift station and provide an updated record drawing source. Cannon completed a detailed survey of the lift station, which included imaging of the dry well interior and a detailed site plan. These updated record drawings are included in Appendix C.

7.3.2 Offline Force Main Exploration
The Beaumont Mesa Lift Station currently conveys flows to the City's WWTP via a single 12 -inch force main. Additionally, an incomplete 16 -inch force main exists between Highway 60 and the WWTP. However, prior to the WMP it was unknown if the incomplete force main crossed beneath Highway 60 or was only constructed up to the Highway's southern edge. In coordination with August 2021 7-4 City of Beaumont
Wastewater Master Plan
202

Item 4.

Cannon and C -Below a field survey was completed to confirm the presence of the force main on the north side of the freeway. This field survey discovered approximately 5,220 feet of 16 -inch force main on the north side of Highway 60, parallel to the existing 12 -inch force main. The existence of this segment beneath the freeway mitigates the need for costly bore and jack construction to connect the 16 -inch force main to the Beaumont Mesa Lift station. The survey report is included in Appendix r.

7.3.3 Wet Well Capacity Expansion
In order to provide emergency storage capacity at the lift station a wet well capacity analysis was performed. Following discussion with City staff it was determined that the wet well would be expanded to hold a volume equal to a one -hour duration of the peak inflow rate. i awe i summarizes the results of the capacity analysis, which indicates that an additional volume of 0.25 MG is required to provide this emergency storage capacity. Additionally, a cost comparison was performed between constructing this expansion capacity and a no -action alternative. This cost comparison, summarized on Table 7.1, shows that the estimated cost to expand the wet well is less than the minimum possible fine should a sanitary sewer overflow occur.

Following the estimation of the volume expansion a review of the site constraints was performed.

Based on the existing site layout and configuration of the existing lift station facilities, as shown on Figure 7.3, there is sufficient area within the existing site to construct the recommended additional volume. Table 7.2 summarizes the Beaumont Mesa available wet well expansion volume excluding concrete volume.

7.4 BEAUMONT MESA LIFT STATION OPERATION
The Beaumont Mesa wet well analysis summarized on Table 7 were used to size the volume of the new wet well with 30 minutes inflow and 60 minutes inflow assuming no wastewater pumping out. During the general plan buildout conditions, the spill duration for 60 minutes inflow are 49.2 minutes and 49.3 minutes under peak hour dry weather and peak hour wet weather events respectively.

The estimated minimum spill fine is $2,501,400 dollar for 60 minutes wastewater inflows with possible spill fine rate range from minimum $10 to $ 1,000 dollars based on the fine rate provided by City staff. The estimated CIP cost for the new wet well is $ 3,326,000 dollar based on Cannon's preliminary wet well design cost estimate.

7.5 OTHER SPECIAL STUDIES
This Wastewater Master Plan included several special studies requested by City staff and are included in the following:
• Fairway Canyon Preliminary Design Report (PDR) Review • Wastewater Hydraulic Analysis for McClure Industrial Building These special studies are summarized in detail in the following sections.

August 2021 7-5 City of Beaumont
Wastewater Master Plan
203

w ♦♦ rte, �. J ` �•`
` r
Item 4.

Castello m
.•
� _ "° _
_I , Astioi) _oolvil!
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- -
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ill SIOP
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. .., , _ . ,. ..,_, , ...
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im Potential Expansion Extents
t
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Figure 7.3
Potential Wet Well
Expansion
Wastewater Master Plan
City of Beaumont
iii 2 A
. •
°. : a ' .1 - • , .0 : 50
-- -Jr, ,,. . • - ► 21 � � Feet S
fM��.:.. �,+ •
. ��. .; Updated: May 1920 - %.0.1116111161' `` Ir' 11111.1k - �• oa lotl .rm. 10 Z K E L

BEAUMONT
204
„ • .

Fl
r...+...rr n....+ .+nom.. le Path: P:\xGIS\GIS_Protecls\Beaumont\Sewer \ 191114 WastewalerMP\Special Study\BeaumonlMesa LS\BEA_Fig_PolenlalWelWellExpanson 051921. m

Table 7.1 Beaumont Mesa LS - Estimated Time to Spill
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Future Flow Conditions
Average Flow Conditions Peak Flow Conditions
Dry Weather Wet Weather Dry Weather Wet Weather
Beamont Mesa L5 Inflow (gpm)
Upper Oak Valley LSt
Olivewood LS'
Gravity Drainage3
1,850
650
331
1,850
650
412
3,700
650
650
3,700
650
719
Maximum Infow
2,831 2,912
5,000 5,069
Estimated time to Spill
Maximum Wet Well Volume (gallon)4
54,000 54,000 54,000 54,000
Time to Spill, (mins)5

19.1 18.5

10.8 10.7
30 Minutes Inflow
Required Total Volume (gallon)
Existing Wet Well Volume
Required Remaining Volume (gallon)
Spill duration (mins)
84,927 87,369 150,000 152,070
54,000 54,000 54,000 54,000
30,927 33,369 96,000 98,070

10.9 11.5 19.2 19.3
Min. Estimated Spill Fine ($10/gallon)6
New Wet Well
Recommended Volume
Estimated CIP Cost ($8.50/gallons)7'8
$309,265
$333,690 $960,000
$980,700
31,000 34,000 96,000 99,000
$410,800
$450,600 $1,272,100
$1,311,900
60 Minutes Inflow
Required Total Volume (gallon)
Existing Wet Well Volume
Required Remaining Volume (gallon)
Spill time (mins)
169,853 174,738 300,000 304,140
54,000 54,000 54,000 54,000
115,853 120,738 246,000 250,140

40.9 41.5 49.2 49.3
Min. Estimated Spill Fine ($10/gallon)6
New Wet Well
Recommended Volume
Estimated CIP Cost ($8.50/gallons)''$
-AKEL
ENGINEERING GROUP, INC.

Notes:
$1,158,530 $1,207,380 $2,460,000
52,501,400
116,000 121,000 246,000 251,000
51,537,200
$1,603,400 $3,259,800
$3,326,000
3/8/2021

1. Flow based on recommended pump improvements and assumes the following pump operations:

Average Flow: One duty pump active
Peak Flow Conditions: Two duty pumps active

2. Flow based on recommended pump improvements and assumes the following pump operations:

Average/Peak Flow: One duty pump active

3. Peak flows extracted from wastewater hydraulic model. Average flows estimated based on peak flows and associated peaking factors.

4. Volume estimated based on 21.0 wet well level and total wet well area estimated based on drawings provided by Cannon May 12, 2020.

5. Time to spill estimated based on maximum wet well volume and maximum inflow.

6. Spill fine cost shown reflected the minimum fine rate. Possible spill fine rate range from $10 to $1,000 dollars.

7. Wet Well costs estimated based on cost provided by Cannon August 12, 2020.

8. Cost includes additional Master Plan Contingencies of 20% for Construction Contingencies and 30% for Capital Improvement Contingencies Item 4.
205

Item 4.

Table 7.2 Potential Beaumont Mesa Wet Well Expansion
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Potential Expansion Extents 7 -Foot Clearance 12 -Foot Clearance Wet Well Interior
Maximum Depth1
Freeboard'
Available Depth'
Interior Slope2
Available Wet Well Volume
Total Volume With Sloped Concrete
Volume of Sloped Concrete
Available Wet Well Volume
-AKEL
ENGINEERING GROUP, INC.

Notes:

1. Wet well expansion maximum depth and available depth based on drawings provided by Cannon August 12, 2020.

2. Wet well expansion interior slope assumed 7 -feet drop across wet well.

Units
ft
9 9
ft
1 ft
gal
gal
gal
8 6.76%
500,988
182,049
1 8

7.25%
428,512
155,923
318,938
272,589
5/19/2021
206

Item 4.

7.5.1 Fairway Canyon Preliminary Design Report (PDR) Review City staff requested Akel Engineering Group to review the PDR prepared by Proactive Engineering Consultants West, Inc. for consistency with criteria documented in the City's in - progress 2021 Wastewater Master Plan. Fairway Canyon development is a four -phase residential development consists of 1,312 total dwelling units spread over approximately 310 acres in the northwest portion of the City of Beaumont (City). The PDR estimated the average flows using per capita sewer flow generation rates based on Eastern Municipal Water District (EMWD) standards while the in -progress City of 2021 Wastewater Master Plan estimated average flows for the study area that is based on EMWD unit flow factors applied to overall site acreage.

The review also included a lift station and force main capacity evaluation. Based on the findings, this study indicated that the PDR flow estimation methodology results are slightly higher than the flows estimated in the 2021 Wastewater Master Plan. The review indicates this PDR assumptions meet the 2021 Wastewater Master Plan criteria, as documented in the technical memorandum included in

7.5.2 Wastewater Hydraulic Analysis for McClure Industrial Building McClure Industrial building is a 1.02 acres lot size development located at the northeast corner of Minnesota Avenue and 1st Street. The estimated average flows are based on EMWD unit flow factors on per acres basis, and uses daily peaking factors based on historical flow data and hourly peaking factors based on flow monitoring data. This study evaluates the capacity adequacy of the existing wastewater collection system to service the development flows and if necessary, improvements to mitigate capacity deficiencies. Based on the findings, this study indicates that the existing wastewater collection system is adequate to serve development flow. The hydraulic analysis package is included in Appenaix r .

STATION ASSESSMENT
This Wastewater Master Plan included a review of the City's exiting wastewater lift stations, which included the following analyses:
• Pumping Capacity Evaluation: The pumping capacity of each modeled lift station was reviewed to ensure each station is capable of conveying wastewater flows under existing and buildout development conditions. This evaluation compared peak lift station inflows under peak wet weather conditions against the existing lift station firm capacities and documented any recommended improvements. The results of the pump station capacity evaluation are documented on fable 7.3.
• Force Main Capacity Evaluation: The existing lift station force mains were evaluated to determine capacity adequacy for both existing and buildout development conditions. This evaluation analyzed the pipeline velocity for the existing force mains and determined if a larger pipeline is required to convey either existing or buildout sewer flows. The results of the force main evaluation are documented on rable 7.4.

August 2021 7-9 City of Beaumont
Wastewater Master Plan
207

Item 4.

Table 7.3 Lift Station Capacity Analysis
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Pump Station
Design Firm
Capacity
(gpm)
Existing System Analysis Future System Analysis
Total Capacity
Surplus/ Recommended Improvements
(Includes Standby) Peak Wet Weather Flows' Surplus/ Peak Wet Weather Flows' Deficiency Deficiency
(gpm) (gpm) (mgd) (gpm) (gpm) (mgd) (gpm)
Existing System
Beaumont Mesa3
1,797
3,594
2,020

2.91 -223
4,530

6.52 -2,733
Construct two 3,500 gpm and two 1,500
gpm pumps, three duty and one standby,
for total capacity of 10,000 gpm.

Fairway Canyon2
400
800
77 0.11
323
90 0.13
310
Lower Oak Valley
1,050
1,700
965

1.39 85
1,217

1.75 -167
Construct three 625 gpm pumps, two duty
and one standby, for total capacity of
1,875 gpm
Marshall Creek
1,150
2,300
778

1.12 372
1,696

2.44 -546
Construct two 1,700 gpm pumps, one duty
and one standby, for total capacity of
3,400 gpm
Noble Creek
1,865
3,730
465

0.67 1,400
958

1.38 907
Seneca Springs
900
1,350
201

0.29 699
378

0.54 522
Upper Oak Valley
2,700
5,000
1,914

2.76 786
3,634

5.23 -934
Construct three 1,850 gpm pumps, two
duty and one standby, for total capacity of
5,550 gpm
Four Seasons
_
1,740
3,715
442

0.64 1,298
2,616

3.77 -876
Construct three 1,350 gpm pumps, two
duty and one standby, for total capacity of
4,050 gpm
Industrial Park
Olivewood
112
310
262
106

0.15 6
288

0.41 -176
Construct two 300 gpm pumps, one duty
and one standby, for total capacity of 600
gpm
620
53 0.08
257
612

0.88 -302
Construct two 625 gpm pumps, one duty
and one standby, for total capacity of
1,250 gpm
Future System
Beaumont Ave South
-
-
-
-
-
1,788

2.57 -1,788
Construct three 900 gpm pumps, two duty
and one standby, for total capacity of
2,700 gpm
Beaumont Crossroads
-
-
-
-
-
4,659

6.71 -4,659
Construct three 2,350 gpm pumps, two
duty and one standby, for total capacity of
7,050 gpm
Brookside Ave
-
-
-
-
-
278

0.40 -278
Construct two 300 gpm pumps, one duty
and one standby, for total capacity of 600
gpm
Tukwet Canyon
_A I( F1
-
-
-
-
-
709

1.02 -709
Construct three 375 gpm pumps, two duty
and one standby, for total capacity of
1,125 gpm

ENGINEERING GROUP, INC
Notes:

1. Maximum average hour flows extracted from sewer system hydraulic model.

2. Lift station current capacity is different than Design Capacity as directed by City staff December 15, 2020.

3. Pump information provided by Xylem staff March 02, 2021. 6/8/2021
208

Table 7.4 Force Main Capacity Analysis
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Lift Station ID
Existing Peak Wet Weather Future Peak Wet Weather
Force Main Force Main Flows Flowsl
Length Diameter
Flow Velocity Flow Velocity
(ft) (in) (mgd) (ft/s) (mgd) (ft/s)
Recommended
Improvements
Existing System
Beaumont Mesa
11,750 12
5,250 16

2.91 Faiway Canyon
3,800 8

5.7 0.11 0.5
Lower Oak Valley2 13,000
Marshall Creek
13,000
Varies 8-
inch/10-inch
Varies 10-
inch/14-inch

2.09 4.1

4.46 4.9
Connect to currently
incomplete force main

0.13 0.6

0.50 2.2

0.89 2.5
4,300 10
4,300 12
Noble Creek

0.43 1.2

0.69 1.4
1,950 12

0.67 1.3

0.99 4.4

1.77 5.0

0.93 2.6

1.51 3.0

1.38 2.7
Seneca Springs 3,150 8
3,100 8

0.14 0.6

0.27 1.2

0.27 1.2
Upper Oak Valley 6,950 12
6,950 12

1.38 2.7

1.38 2.7
Four Seasons 12,000 8
12,000 14

0.12 0.5

0.52 0.7
Industrial Park
1,100 6

0.15 1.2

2.65 5.2

0.70 3.1

3.06 4.4

0.41 3.3
r
Olivewood
Future System
5,100 8

0.08 0.3

0.88 3.9
Beaumont Ave
5,050 10

2.57 7.3
Beaumont Crossroads 9,150 6
9,200 16

0.47 3.7

6.24 6.9
Brookside Ave
2,850 6

0.40 3.2
Tukwet Canyon
-AKEL
6,250 8
6,250 8

0.51 2.3

0.51 2.3
ENGINEERING GROUP, INC.

Notes:

1. Maximum average hour flows extracted from sewer system hydraulic model.

2. The maximum velocities shown are based on the peak wet weather flow in the smaller of the two force main diameters. 2/19/2021
209

Item 4.
• Condition Assessment: V&A conducted a condition assessment of the 10 lift stations, which included documentation of the existing physical conditions, a condition rating of 1 (Very Good) to 5 (Very Poor) for various onsite components, and an opinion of probable cost for potential improvements. The condition assessment did not review the condition of the lift station pumps or the electrical, mechanical, and control elements of the lift stations.

The report completed by V&A for the condition assessment is included in Appendix G, while the following sections include a brief summary of the information prepared for each lift station. It should be noted that the discussion in the following sections only includes a summary of the condition assessment results for components that received a score of 4 (Poor) or 5 (Very Poor).

7.6.1 Fairway Canyon Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Fairway Canyon Lift Station. • Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 77 gpm and 90 gpm under buildout PWWF conditions. The existing lift station capacity is sufficient for existing and buildout conditions. • Force Main Evaluation: As documented on T the existing 8 -inch Fairway Canyon force main is adequate to convey flows under existing and buildout development conditions.
• Condition Assessment: Leak observed on the second duty pump, immediate repair is recommended to prevent further corrosion.

7.6.2 Lower Oak Valley Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Lower Oak Valley Lift Station. • Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 965 gpm and 1,217 gpm under buildout PWWF conditions. This lift station is under capacity during buildout development conditions and is recommended for replacement.
• Force Main Evaluation: As documented on 1 .4 the existing parallel of 8 -inch, 10 - inch and 10 -inch, 14 -inch combination force main are adequate to convey flows under existing and buildout development conditions.
• Condition Assessment: The condition assessment indicated that replacement of heavily corroded pump discharge pipeline is necessary.

August 2021 7-12 City of Beaumont
Wastewater Master Plan
210

Item 4.

7.6.3 Upper Oak Valley Lift Station
The following sections document the pumping capacity evaluation and force main evaluation for the Upper Oak Valley Lift Station.
• Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 1,914 gpm and 3,634 gpm under buildout PWWF conditions. This lift station is under capacity during buildout development conditions and is recommended for replacement.
• Force Main Evaluation: As documented on Table 7.4. the existing parallel 12 -inch force main are adequate to convey flows under existing and buildout development conditions. • Condition Assessment: The condition assessment indicated that replacement of heavily corroded pump discharge pipeline is necessary. Additionally, repair cracking on pipe supports spanning concrete base to protect from moisture.

7.6.4 Olivewood Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Olivewood Lift Station.
• Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 53 gpm and 612 gpm under buildout PWWF conditions. This lift station is under capacity during buildout development conditions and is recommended for replacement.
• Force Main Evaluation: As documented on the existing 8 -inch force main is adequate to convey flows under existing and buildout development conditions • Condition Assessment: The condition assessment recommended paving site surface to reduce risk of animals hiding.

7.6.5 Beaumont Mesa Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Beaumont Mesa Lift Station. • Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 2,020 gpm and 4,530 gpm under buildout PWWF conditions. This lift station is under capacity during existing and buildout development conditions. It is recommended that the originally design pumps be installed, which will provide sufficient capacity under existing and buildout PWWF conditions.
• Force Main Evaluation: As documented on
the existing 12 -inch force main is
under capacity during buildout development conditions. It is recommended that the August 2021 7-13 City of Beaumont
Wastewater Master Plan
211

Item 4.
existing incomplete force main be extended to the lift station. and is recommended to complete the existing 16 -inch incomplete force main
• Condition Assessment: The condition assessment recommended repair heavily corroded conduit (instrumentation) at top of wet well structure.

7.6.6 Noble Creek Lift Station
The following sections document the pumping capacity evaluation and force main evaluation for the Noble Creek Lift Station.
• Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 465 gpm and 958 gpm under buildout PWWF conditions. The existing lift station capacity is sufficient for existing and buildout conditions. • Force Main Evaluation: As documented on the existing 12 -inch force main is adequate to convey flows under existing and buildout development conditions. • Condition Assessment: The condition assessment indicated that the components of this lift station are in generally acceptable condition, with no components receiving a score of 4 or greater.

7.6.7 Marshall Creek Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Marshall Creek Lift Station. • Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 778 gpm and 1,696 gpm under buildout PWWF conditions. This lift station is under capacity during buildout development conditions and is recommended for replacement.
• Force Main Evaluation: As documented on 1 .4 the existing parallel 10 -inch and 12 -inch force main are adequate to convey flows under existing and buildout development conditions.
• Condition Assessment: The condition assessment recommended that pump discharge piping should be replace; additionally, lid and cover frame replacement are necessary.

7.6.8 Industrial Park Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Industrial Park Lift Station. • Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 106 gpm and 288 gpm under buildout PWWF conditions. This lift August 2021 7-14 City of Beaumont
Wastewater Master Plan
212

Item 4.
station is under capacity during buildout development conditions and is recommended for replacement.
• Force Main Evaluation: As documented on 4 the existing 6 -inch force main is adequate to convey flows under existing and buildout development conditions. • Condition Assessment: The condition assessment indicated that the components of this lift station are in generally acceptable condition, with no components receiving a score of 4 or greater.

7.6.9 Seneca Springs Lift Station
The following sections document the pumping capacity evaluation and force main evaluation for the Seneca Springs Lift Station.
• Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 201 gpm and 378 gpm under buildout PWWF conditions. The existing lift station capacity is sufficient for existing and buildout conditions. • Force Main Evaluation: As documented on Table 7.4 the existing parallel 8 -inch force mains are adequate to convey flows under existing and buildout development conditions. • Condition Assessment: The condition assessment indicated that the components of this lift station are in generally acceptable condition, with no components receiving a score of 4 or greater.

7.6.10 Four Seasons Lift Station
The following sections document the pumping capacity evaluation, force main evaluation, and condition assessment for the Four Seasons Lift Station. • Pumping Capacity Evaluation: The maximum modeled lift station inflow under existing PWWF conditions is 442 gpm and 2,616 gpm under buildout PWWF conditions. This lift station is under capacity during buildout development conditions and is recommended for replacement.
• Force Main Evaluation: As documented on the existing parallel 8 -inch and 14 - inch force mains are adequate to convey flows under existing and buildout development conditions.
• Condition Assessment: The condition assessment indicated that the components of this lift station are in generally acceptable condition, with no components receiving a score of 4 or greater.

August 2021 7-15 City of Beaumont
Wastewater Master Plan
213

Item 4.

7.7 ULTIMATE BUILDOUT CAPACITY IMPROVEMENTS
The system performance and design criteria summarized on Table 3.1 were used as a basis to evaluate the capacity adequacy of the existing wastewater collection system. The design flows simulated in the hydraulic model for the General Plan buildout were summarized on Table 5.3 and are documented as follows:
• Buildout PDWF = 31.2 mgd
• Buildout PWWF = 27.9 mgd
During the peak dry weather simulations, the maximum allowable pipe d/D criteria (0.5 for 12 -inch or smaller and 0.70 for larger than 12 -inches) was used. During the peak wet weather simulations, the maximum allowable pipe d/D criteria for new pipes 0.75 was used. For existing pipes, the criteria were relaxed to allow a maximum d/D ratio of 1.0 to prevent unnecessary pipe replacements.

The proposed capacity improvements for the wastewater collection system are shown graphically on Figure 7.4 and summarized on Table 7.5, which includes lift station, force main, and gravity main improvements. This table lists the master plan assigned improvement number (e.g., P-1), along with other relevant information including alignment description, capacity or pipe size, and pipe length. These improvements are also summarized on the following pages. As shown on Figure 7.4, the improvements are separated into three categories, which are described as follows:
• Existing Pipeline — Existing Capacity Deficiency: These improvements are intended to mitigate a capacity deficiency in an existing pipeline. The proposed improvement is sized to address this deficiency.
• Existing Pipeline — Capacity Deficiency Triggered by Future Development: These improvements reflect existing system pipeline alignment that become deficient due to future developments. The proposed improvement is sized to address this future deficiency, when it is triggered. City staff are currently completing special studied for future developments, as they happen, to identify the triggers for these improvements. • New Pipeline — Triggered by Future Development: These improvements are intended to extend the wastewater collection system to serve future growth in new areas. City staff are currently completing special studied for future developments, as they happen, to identify the final alignments and final pipeline size requirements.

7.7.1 Lift Station Capacity Improvements
This section documents lift station improvements for the wastewater collection system. Lift station improvements were identified based on the results of the capacity analysis shown on Table 7.3 and summarized in a previous section.

August 2021 7-16 City of Beaumont
Wastewater Master Plan
214

Fairway Canyon,
60 Detail A
Detail B
AKEL
ENGINEERING GROUP, INC.

Champions Dr
12112112 i'3 12/12/12
10/14 15
Upper Oak Valley 5 Olivewood 8 v
1 10 8
Beaumont Mesa
15 15
16 12/16
6/16 12 ' I
6/16 L__
Detail C
Breckenridge Ave
Cherry Valley Blvd
6/16 16
Cougar Way
Oak Valley Pkwyl2
^yam
r
Grand Ave
in
Lincoln St
13Th St
12th St —
10Th S
8Th St
18 10/24
70 301st St i 24 8/8/8/14
Potrero Blvd
Lof
ote: Beaumont Crossroads 6 -inch force main
anned for replacement with 16 -inch at buildout
tributary area.
6Th St
Seneca Springs
^' X16 121 � u,
8/14
0 0.25 0.5
Updated: March 9, 2021
Detail
IFour Seasons
MME --
Mile
s.

W E
File Path: P.\xGIS\GIS_Projects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig7-3Reclmprovements_030921. mxd Item 4.

Legend
Future Improvements
Lift Stations
r Existing Deficiency
f Capacity Increase for Future Dev.

If Future Development Only
Force Mains
- - - - , Existing Deficiency
- - - - r Future Development Only
Gravity Mains
Existing Deficiency
Capacity Increase for Future Dev.

Future Development Only
Pipe Slope Reconstruction
Existing System
51 Lift Stations
Modeled Force Mains
8" and Smaller
- - - - , 10" and Larger
Modeled Gravity Mains
8"
10" and Larger
Non -Modeled Pipes
Street Centerlines
1 City Limits

PRELIMINARY
Figure 7.4
Recommended Improvements
Wastewater Master Plan
City of Beaumont
215

Fairway Canyon,
■
60 Detail A
15 15 21 / /8
6/16% tst 18
a
Detail B
AKEL
ENGINEERING GROUP, INC.
m
2 6/16 ts'as
0 30 30
36 36
12 36
1<112112
Champions Dr
sh
Brookside Ave
Beaumont Mesa
115 15
8 8
16 12/16
Detail C
10 Breckenridge Ave
Cherry Valley Blvd
Cougar Way
18 15 , 15 Oak Valley Pkwy12
Noble Creek
s.
r
1 Seneca Springs
0 0.25 0.5
301 1 301s
csi
8 10/24 6Th St
24 8/8/8/14
Potrero Blvd
�o3i t•II
Updated: March 8, 2021
IFour Seasons
Mile
W044,
E
Ytf
File PathP'\xGIS\GIS_Proiects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig7-4Fut-PDWF_030821.mxd Item 4.

Legend
Future Improvements
Lift Stations
r Existing Deficiency
f Capacity Increase for Future Dev.
r Future Development Only
Force Mains
- - - - Existing Deficiency
- - - - Future Development Only
Gravity Mains
Existing Deficiency
Capacity Increase for Future Dev.

Future Development Only
Existing System
Q Lift Stations
Modeled Force Mains
8" and Smaller
- - - - 10" and Larger
Pipe d/D
Surcharged
d/D 0.7-1.0
d/D 0.5 - 0.7
d/D 0.25 - 0.5
Modeled Gravity Mains
8"
10" and Larger
Non -Modeled Pipes
Street Centerlines
L__ J City Limits
No Deficient Pipes Observed

PRELIMINARY
Figure 7.5
Future Modeled System
Analysis for PDWF
Wastewater Master Plan
City of Beaumont
216

hFairway Canyon,
5 a
■ MN
60 Detail A
15 1i 21 7>
6/16 Zs 18
Detail B
AKEL
ENGINEERING GROUP, INC.
30 30
36 36
m
0 12
36 1<I12112
Champions Dr
sh
6/16 L__
Cherry Valley Blvd
Brookside Ave
18 15
Noble Creek
Beaumont Mesa
1115 15
8 8
16 12/16
12 J_ I
_ 6/16 16
.,�*
Detail C
10� Breckenridge Ave
Cougar Way
r
1 Seneca Springs
N
0 0.25 0.5
Grand Ave
0 Lincoln St
12th S
10Th St
8ThySt
24 8/8/8/14
Potrero Blvd
1■ d JI
Updated: March 8, 2021
IFour Seasons
Mile
W044,
E
Ytf
File Path: P:\xGIS\GIS_Proiecls\Beaumont\Sewer\191114-WastewaterMP\BEA_FIg7-5Fut-PWWF_030821. rnxd Item 4.

PRELIMINARY
Figure 7.6
Future Modeled System
Analysis for PWWF
Wastewater Master Plan
City of Beaumont
217

Table 7.5 Schedule of Improvements
Wastewater Master Plan
City of Beaumont
Improv. No.

Type of Alignment Limits
Improvement Existing
Diameter
(in'
Replace
Item 4.

PRELIMINARY
Pipeline Improvements
New/ Diameter Length
n ft
Lower Oak Valley Lift Station Tributary Area
Gravity Main Improvements
LOV-P1
Future Capacity
Increase
Irwin St
From Floyd Cir to Palmer Ave 15
Replace
18 525
Lift Station Improvements
LOV-LS
Lift Station
Replacement
Lower Oak Valley Lift Station
Replace 3 @ 625 gpm
Tukwet Canyon (New) Lift Station Tributary Area
Force Main Improvements
TC-FM1
From Tukwet Canyon lift station to
New Force Main Sorenstam Dr/Price St approx. 1,000' n/o Upper Oak Valley lift station
TC-FM2
From Tukwet Canyon lift station to
New Force Main Sorenstam Dr/Price St approx. 1,000' n/o Upper Oak Valley lift station
Lift Station Improvements
New
8 6,250
New
8 6,250
TC-LS New Lift Station Tukwet Canyon Lift Station
New 3 @ 375 gpm
Upper Oak Valley Lift Station Tributary Area
Gravity Main Improvements
UOV-P1
Future Capacity
Increase
Straightaway Dr From Balata St to 350' sw/o Balata St 8 UOV-P2
Existing Capacity
Deficiency
Apron Ln
From Stableford Ct to Oak Valley Pkwy 8
UOV-P3
Future Capacity
Increase
Oak Valley Pkwy From Apron Ln to 2,450' w/o Apron Ln 12 Replace
10 350
Replace
12 300
Replace
15 2,500
Lift Station Improvements
UOV-LS
Lift Station
Replacement
Upper Oak Valley Lift Station
Replace 3 @ 1,850 gpm
Olivewood Lift Station Tributary Area
Gravity Main Improvements
•
O -P1
Future Capacity
Increase
ROW From Artisan PI to approx. 500' n/o 10
Artisan PI
Replace
12 525
Lift Station Improvements
O -LS
Lift Station
Replacement
Olivewood Lift Station
Replace 2 @ 625 gpm
Brookside Avenue (New) Lift Station Tributary Area
Gravity Main Improvements
New
BR -P1
New Capacity Brookside Ave
From 480' w/o Deodar Dr to Brookside
Ave lift station
Force Main Improvements
BR-FM1 New Force Main Brookside Ave
From Brookside Ave lift station to Deodar
Dr
Lift Station Improvements
BR -LS New Lift Station Brookside Ave Lift Station
8 2,200
New
6 2,825
New 2 @ 300 gpm
Beaumont Mesa Lift Station Tributary Area
Gravity Main Improvements
BM -P1 New Capacity ROW
From 800' n/o Monero Valley Fwy to
2,600' e/o Potrero Blvd
New
8 2,575
218

Table 7.5 Schedule of Improvements
Wastewater Master Plan
City of Beaumont
Improv. No.

Type of Alignment Limits
Improvement Existing
Diameter
(in'
BM -P2 New Capacity
BM -P3 New Capacity
ROW
ROW
From 2,600' e/o Potrero Blvd to 1,400' s/o
Oak Valley Pkwy
From 1,400' s/o Oak Valley Pkwy to
Beaumont Mesa lift station
Force Main Improvements
Replace
Item 4.

PRELIMINARY
Pipeline Improvements
New/ Diameter Length
n ft
New
New
10 1,600
15 2,350
BM-FM1 New Force Main
Potrero Blvd/Western From Beaumont Mesa lift station to Knolls Ave 1,300' w/o Western Knolls Ave
Lift Station Improvements
New
16 6,500
BM -LS
New Pump Beaumont Mesa Lift Station
BM -WW New Wet Well Beaumont Mesa Lift Station
New
2 @ 3,500 gpm
2 @ 1,500 gpm
New
Beaumont Crossroads (New) Lift Station Tributary Area
Gravity Main Improvements
BC -P1 New Capacity W 4th St
From 1,875' s/o Moreno Valley Fwy to
Beaumont Crossroads lift station
BC -P2 New Capacity W 4th St
From 275' w/o of Prosperity Way to 400'
e/o Potrero Blvd
BC -P3 New Capacity W 4th St
From 400' e/o Potrero Blvd to Potrero
Blvd
BC -P4 New Capacity W 4th St
From Potrero Blvd to 1,350' w/o Potrero
Blvd
BC -P5 New Capacity W 4th St
From 1,350' w/o Potrero Blvd to
Beaumont Crossroads lift station
Force Main Improvements
New
15 3,125
New
12 2,100
New
15 375
New
18 1,450
New
21 800
1 BC-FM1
New Force Main W 4th St
From Beaumont Crossroads lift station to
100' e/o Nicholas Rd
BC-FM2
New Force Main W 4th St
From Beaumont Crossroads lift station to
100' e/o Nicholas Rd
New
16 9,175
New
6 9,175
Lift Station Improvements
BC -LS New Lift Station Beaumont Crossroads Lift Station New 3 @ 2,350 gpm
Marshall Creek Lift Station Tributary Area
1 Lift Station Improvements
MC -LS
Lift Station
Replacement
Marshall Creek Lift Station
Replace 2 @ 1,700 gpm
Industrial Park Lift Station Tributary Area
Gravity Main Improvements
IP-P1
Future Capacity
Increase
Risco Cir
From W 4th St to 425' s/o W 4th St 8
Replace
10 475
Lift Station Improvements
IP-LS
Lift Station
Replacement
Industrial Park Lift Station
Replace 2 @ 300 gpm
Beaumont Avenue South (New) Lift Station Tributary Area Gravity Main Improvements
BAS -P3 New Capacity Beaumont Ave
From 1,200' n/o Laird Rd to 2,775' sw/o
Laird Rd
BAS -P2 New Capacity Beaumont Ave
From 2,775' sw/o Laird Rd to Beaumont
Avenue lift station
New
12 4,125
New
15 875
Force Main Improvements
BAS-FM1 New Force Main Beaumont Ave
From Beaumont Avenue lift station to
2,450' s/o E 1st St
New
10 5,025
219

Table 7.5 Schedule of Improvements
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Type of
Improv. No. Alignment Limits
Improvement
Lift Station Improvements
Pipeline
Existing New/
Diameter Replace
(in)
Improvements
Diameter Length
(in) (ft)
j
BAS -LS New Lift Station Beaumont Avenue South Lift Station New
3 @ 900 gpm
Wastewater Treatment Plant Tributary Area
Gravity Main Improvements
WWTP-P1 Future Capacity Oak Valley Pkwy From 550' w/o San Miguel Dr to 150' w/o Increase San Miguel Dr
12 Replace
12 425
Existing Capacity From Oak Valley Pkwy to 575' s/o Oak
WWTP-P2 Edgar Ave
Deficiency Valley Pkwy
12 Replace
15 575
WWTP-P3 Future Capacity Luis Estrada Rd From 400' se/o Veile Ave to Veile Ave Increase
12 Replace
12 425
WWTP-P4 Future Capacity Minnesota Ave/W 4th St From 525' n/o W 4th St to 600' w/o Increase Minnesota Ave
24 Replace
30 1,125
WWTP-P5 Future Capacity ROW From 4th St to 1,100' w/o Minnesota Ave Increase
30 Replace
36 950
WWTP-P6 New Capacity ROW From 2,300 ne/o Highland Springs Ave to 1,300 e/o Highland Springs Ave
-
New
12 3,875
WWTP-P7 New Capacity ROW From 1,300' e/o Highland Springs Ave to Highland Springs Ave
-
New
15 1,300
15 2,650
WWTP-P8 Future Capacity Brookside Ave From Highland Springs Ave to Orchard Increase Heights Ave
8 Replace
WWTP-P9 Future Capacity Brookside Ave From Orchard Heights Ave to Cherry Ave Increase
8 Replace
15 2,700
WWTP-P10 Future Capacity Cherry Ave From Brookside Ave to Cougar Way Increase
8 Replace
15 2,650
WWTP-P11 Future Capacity Cherry Ave From Cougar Way to Oak Valley Pkwy Increase
8 Replace
15 2,675
WWTP-P12 Future Capacity Cherry Ave From oak Valley Pkwy to Antonell Ct Increase
10 Replace
15 1,700
WWTP-P13 Future Capacity Cherry Ave From Antonell Ct to E 8th St Increase
12 Replace
15 3,675
WWTP-P14 Future Capacity Illinois Ave From E 8th St to E 6th St Increase
12 Replace
15 1,175
WWTP-P15 Future Capacity E 6th St From Illinois Ave to Pennsylvania Ave Increase
15 Replace
18 700
WWTP-P16 Future Capacity Pennsylvania Ave From E 6th St to 175' s/o Interstate 10 Increase
18 Replace
24 975
WWTP-P17 Future Capacity ROW From Pennsylvania Ave to 75' w/o Increase Beaumont Ave
18 Replace
30 3,800
WWTP-P18 Future Capacity ROW From 125' n/o 3rd St to 400' e/o Increase Beaumont Ave
10 Replace
10 125
WWTP-P19 Future Capacity ROW From 3rd St to 400' e/o Beaumont Ave Increase
10 Replace
10 175
WWTP-P20 Future Capacity ROW From Rover Ln to 350' w/o Houstonia Ln Increase
12 Replace
15 2,550
WWTP-P21 Future Capacity E 1st St From Palm Ave to Beaumont Ave Increase
24 Replace
30 1,600
WWTP-P22 Future Capacity E 1st st From California Ave to Minnesota Ave Increase
30 Replace
36 2,125
WWTP-P23 Future Capacity Minnesota Ave From E 1st St to 575' n/o E 1st St Increase
30 Replace
36 575
WWTP-P24 Future Capacity ROW From 575' n/o E 1st St to 1,025' w/o Increase Minnesota Ave
30 Replace
36 1,100
WWTP-P25 New Capacity Beaumont Ave From E 1st St to 1,275' n/o Laird Rd -
New
21 2,475
220

Table 7.5 Schedule of Improvements
Wastewater Master Plan
City of Beaumont
Item 4.

PRELIMINARY
Improv. 0.

Type of
Improvement
Alignment
Limits
Pipeline Improvements
Existing New/
Diameter Replace
(in)
Diameter Length
(in)
(8)
Four Seasons Lift Station Tributary Area
Gravity Main Improvements
10 FS -P1
FS -P2
Future Capacity
Increase
Future Capacity
Increase
Highland Springs Ave
From E 6th St to 450' w/o Highland
Springs Ave
Replace
12 1,225
Highland Springs Ave From 550' n/o E 1st St to 100' s/o E 1st St 10 Replace
FS -P3
FS -P4
FS -P5
FS -P6
Future Capacity
Increase
Pipe Slope
Reconstruction
Highland Springs Ave
Highland Springs Ave
From 800' n/o Potrero Blvd to 50' s/o
Potrero Blvd
12 Replace
From 100' n/o Crooked Creek to Crooked
Creek
12 Replace
Future Capacity
Increase
Highland Springs Ave
Future Capacity
Increase
Breckenridge Ave
From 350' s/o Crooked Creek to 375' s/o
Breckenridge Ave
From 75' w/o Highland Springs Ave to
Highland Springs Ave
15 10
Replace
Replace
12 650
15 850
12 100
18 1,525
10 75
Lift Station Improvements
FS -LS Lift Station
Replacement
AKEL
ENGINEERING GROUP, INC.

Note:

Four Seasons Lift Station
Replace 3 @ 1,350 gpm

1. Beaumont Crossroads 6 -inch force main planned for replacement with 16 -inch at buildout of tributary area. 2/12/2021
221

Item 4.
• Lower Oak Valley: As documented on Table 7.3 the buildout flow requirement for the Lower Oak Valley lift station is 1,217 gpm. A new lift station is recommended for construction with three 625 gpm pumps, two duty and one standby, for a total lift station capacity of 1,875 gpm.
• Upper Oak Valley: As documented on Table 7.3 the buildout flow requirement for the Upper Oak Valley lift station is 3,634 gpm. A new lift station is recommended for construction with three 1,850 gpm pumps, two duty and one standby, for a total lift station capacity of 5,550 gpm.
• Olivewood: As documented on Table 7.3 the buildout flow requirement for the Olivewood lift station is 612 gpm. A new lift station is recommended for construction with two 625 gpm pumps, one duty and one standby, for a total lift station capacity of 1,250 gpm. • Industrial Park: As documented on Table 7.3 the buildout flow requirement for the Industrial Park lift station is 288 gpm. A new lift station is recommended for construction with two 300 gpm pumps, one duty and one standby, for a total lift station capacity of 600 gpm.
• Beaumont Mesa: As documented on the buildout flow requirement for the Beaumont Mesa lift station is 4,530 gpm. A new lift station is recommended for construction with two 1,500 gpm and two 3,500 gpm pumps, three duty and one standby, for a total lift station capacity of 10,000 gpm.
• Marshall Creek: As documented on Table 7.3 the buildout flow requirement for the Marshall Creek lift station is 1,696 gpm. A new lift station is recommended for construction with two 1,700 gpm pumps, one duty and one standby, for a total lift station capacity of 3,400 gpm.
• Four Seasons: As documented on Table 7.3 the buildout flow requirement for the Four Seasons lift station is 2,616 gpm. A new lift station is recommended for construction with three 1,350 gpm pumps, two duty and one standby, for a total lift station capacity of 4,050 gpm.
• Beaumont Ave South: In order to convey the future flows from the South urban development, a new lift station is recommended. This lift station is planned to have three 900 gpm pumps, two duty and one standby, for a total lift station capacity of 2,700 gpm. • Beaumont Crossroads: In order to convey the future flows from the Beaumont Crossroads, a new lift station is recommended. This lift station is planned to have three 2,350 gpm pumps, two duty and one standby, for a total lift station capacity of 7,050 gpm.

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• Brookside Ave: In order to convey the future flows from north of Brookside Avenue and west of Interstate 10, a new lift station is recommended. This lift station is planned to have two 300 gpm pumps, one duty and one standby, for a total lift station capacity of 600 gpm. • Tukwet Canyon: In order to convey future flows from Tukwet Canyon development, a new lift station is recommended. This lift station is planned to have three 375 gpm pumps, two duty and one standby, for a total lift station capacity of 1,125 gpm.

7.7.2 Force Main Improvements
This section documents the recommended force main capacity improvements. • BR-FM1: Construct a new 6 -inch force main in Brookside Avenue from future Brookside Avenue lift station to Deodar Drive.
• BM-FM1: Connect a new 16 -inch force main connecting to the incomplete 16 -inch force main in Potrero Boulevard and Western Knolls Avenue from Beaumont Mesa lift station to 1,300 feet west of Western Knolls Avenue.
• BC-FM1: Construct a new 16 -inch force main in 4th Street from future Beaumont Crossroads lift station to Nicholas Road.
• BC-FM2: Construct a new 6 -inch force main in 4th Street from future Beaumont Crossroads lift station to Nicholas Road.
• BAS-FM1: Construct a new 10 -inch force main in Beaumont Avenue from future Beaumont Avenue lift station to approximately 2,450 feet south of 1st Street.

7.7.3 Gravity Main Improvements
This section documents the gravity main improvements. This section documents pipeline improvements within the City of Beaumont wastewater collection service area.

7.7.3./ Lower Oak Valley
This section documents pipeline improvements within the Lower Oak Valley collection basin. • LOV-P1: Replace existing 15 -inch gravity main with a new 18 -inch gravity main in Irwin Street from Floyd Circle to Palmer Avenue.

7.7.3.2 Upper Oak Valley
This section documents pipeline improvements within the Upper Oak Valley collection basin. • UOV-P1: Replace existing 8 -inch gravity main with a new 10 -inch gravity main in Straightway Drive from Balata Street to 350 feet southwest of Balata Street.

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• UOV-P2: Replace existing 8 -inch gravity main with a new 12 -inch gravity main in Apron Lane from Stableford Court to Oak Valley Parkway.
• UOV-P3: Replace existing 12 -inch gravity main with a new 15 -inch gravity main in Oak Valley Parkway from Apron Lane to 2,450 feet west of Apron Lane.

7.7.3.3 Olivewood
This section documents pipeline improvements within the Olivewood collection basin. • O -P1: Replace existing 10 -inch gravity main with a new 12 -inch gravity main in Right -Of - Way from Artisan Place to 525 feet north of Artisan Place.

7.7.3.4 Brookside Avenue
This section documents pipeline improvements within the Brookside Avenue collection basin. • BR -P1: Construct a new 8 -inch gravity main in Brookside Avenue from 480 feet west of Deodar Drive to new Brookside Avenue lift station.

7.7.3.5 Beaumont Mesa
This section documents pipeline improvements within the Beaumont Mesa collection basin. • BM -P1: Construct a new 8 -inch gravity main in Right -Of -Way from 800 feet north of Monero Valley Freeway to 2,600 feet east of Potrero Boulevard. • BM -P2: Construct a new 10 -inch gravity main in Right -Of -Way from 2,600 feet east of Potrero Boulevard to 1,400 feet south of Oak Valley Parkway. • BM -P3: Construct a new 15 -inch gravity main in Right -Of -Way from 1,400 feet south of Oak Valley Parkway to Beaumont Mesa lift station.

7.7.3.6 Beaumont Crossroads
This section documents pipeline improvements within the Beaumont Crossroads collection basin. • BC -P1: Construct a new 15 -inch gravity main in 4th Street from 1,875 feet south of Monero Valley Freeway to Beaumont Crossroads lift station.
• BC -P2: Construct a new 12 -inch gravity main in 4m Street from 275 feet west of Prosperity Way to 400 feet east of Potrero Boulevard.
• BC -P3: Construct a new 15 -inch gravity main in 4th Street from 400 feet east of Potrero Boulevard to Potrero Boulevard.
• BC -P4: Construct a new 18 -inch gravity main in 4th Street from Potrero Boulevard to 1,350 feet west of Potrero Boulevard.

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• BC -P5: Construct a new 21 -inch gravity main in 4th Street from 1,350 feet west of Potrero Boulevard to future Beaumont Crossroads lift station.

7.7.3.7 Industrial Park
This section documents pipeline improvements within the Industrial Park collection basin. • IP-P1: Replace existing 8 -inch gravity main with a new 10 -inch gravity main in Risco Circle from 4th Street to 425 feet south of 4th Street.

7.7.3.8 Beaumont Avenue South
This section documents pipeline improvements within the Beaumont Avenue South collection basin.
• BAS -P1: Construct a new 12 -inch gravity main in Beaumont Avenue from 1,200 feet north of Laird Road to 2,775 southwest of Laird Road.
• BAS -P2: Construct a new 15 -inch gravity main in Beaumont Avenue from 2,775 feet southwest of Laird Road to future Beaumont Avenue South lift station.

7.7.3.9 Wastewater Treatment Plant
This section documents pipeline improvements within the Wastewater Treatment Plant collection basin.
• WWTP-P1: Reconstruct existing 12 -inch gravity main with a steeper slope in Oak Valley Parkway from 550 feet west of San Miguel Drive to 150 feet west of San Miguel Drive. • WWTP-P2: Replace existing 12 -inch gravity main with a new 15 -inch gravity main in Edgar Avenue from Oak Valley Parkway to 575 feet south of Oak Valley Parkway. • WWTP-P3: Reconstruct existing 12 -inch gravity main with a steeper slope in Luis Estrada Road from 400 feet southeast of Veile Avenue to Veile Avenue. Prior to project initialization, it is recommended that this improvement section be surveyed by a licensed professional surveyor to determine the feasibility of reconstructing the pipe slope to meet necessary grade and corresponding capacity requirements. • WWTP-P4: Replace existing 24 -inch gravity main with a new 30 -inch gravity main in Minnesota Avenue and 4th Street from 525 feet north of 4th Street to 600 feet west of Minnesota Avenue.
• WWTP-P5: Replace existing 30 -inch gravity main with a new 36 -inch gravity main in Right - Of -Way from 4th Street to 1,100 feet west of Minnesota Avenue. • WWTP-P6: Construct a new 12 -inch gravity main in Right -Of -Way from 2,300 feet northeast of Highland Springs Avenue to 1,300 feet east of Highland Springs Avenue.

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Item 4.
• WWTP-P7: Construct a new 15 -inch gravity main in Right -Of -Way from 1,300 feet east of Highland Springs Avenue to Highland Springs Avenue.
• WWTP-P8: Replace existing 8 -inch gravity main with a new 15 -inch gravity main in Brookside Avenue from Highland Springs Avenue to Orchard Heights Avenue. • WWTP-P9: Replace existing 8 -inch gravity main with a new 15 -inch gravity main in Brookside Avenue from Orchard Heights Avenue to Cherry Avenue. • WWTP-P10: Replace existing 8 -inch gravity main with a new 15 -inch gravity main in Cherry Avenue from Brookside Avenue to Cougar Way.
• WWTP-P11: Replace existing 8 -inch gravity main with a new 15 -inch gravity main in Cherry Avenue from Cougar Way to Oak Valley Parkway.
• WWTP-P12: Replace existing 10 -inch gravity main with a new 15 -inch gravity main in Cherry Avenue from Oak Valley Parkway to Antonell Court. • WWTP-P13: Replace existing 12 -inch gravity main with a new 15 -inch gravity main in Cherry Avenue from Antonell Court 8th Street.
• WWTP-P14: Replace existing 12 -inch gravity main with a new 15 -inch gravity main in Illinois Avenue from 8th Street to 6th Street.
• WWTP-P15: Replace existing 15 -inch gravity main with a new 18 -inch gravity main in 6th Street from Illinois Avenue to Pennsylvania Avenue.
• WWTP-P16: Replace existing 18 -inch gravity main with a new 24 -inch gravity main in Pennsylvania Avenue from 6th Street to 175 feet south of Interstate 10. • WWTP-P17: Replace existing 18 -inch gravity main with a new 30 -inch gravity main in Right -Of -Way from Pennsylvania Avenue to 75 feet west of Beaumont Avenue. • WWTP-P18: Reconstruct existing 10 -inch gravity main with a steeper slope in Right -Of - Way from 125 feet north of 3rd Street to 400 feet east of Beaumont Avenue. Prior to project initialization, it is recommended that this improvement section be surveyed by a licensed professional surveyor to determine the feasibility of reconstructing the pipe slope to meet necessary grade and corresponding capacity requirements. • WWTP-P19: Reconstruct existing 10 -inch gravity main with a steeper slope in Right -Of - Way from 3rd Street to 400 feet east of Beaumont Avenue. Prior to project initialization, it is recommended that this improvement section be surveyed by a licensed professional surveyor to determine the feasibility of reconstructing the pipe slope to meet necessary grade and corresponding capacity requirements.

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Item 4.
• WWTP-P20: Replace existing 12 -inch gravity main with a new 15 -inch gravity main in Right -Of -Way from Rover Lane to 350 feet west of Houstonia Lane. • WWTP-P21: Replace existing 24 -inch gravity main with a new 30 -inch gravity main in 1St Street from Palm Avenue to Beaumont Avenue.
• WWTP-P22: Replace existing 30 -inch gravity main with a new 36 -inch gravity main in 1St Street from California Avenue to Minnesota Avenue.
• WWTP-P23: Replace existing 30 -inch gravity main with a new 36 -inch gravity main in Minnesota Avenue from 1St Street to 575 feet north of 1St Street. • WWTP-P24: Replace existing 30 -inch gravity main with a new 36 -inch gravity main in Right -Of -Way from 575 feet north of 1St Street to 1,025 feet west of Minnesota Avenue. • WWTP-P25: Construct a new 21 -inch gravity main in Beaumont Avenue from 1st Street to 1,275 feet north of Laird Road.

7.7.3.10 Four Seasons
This section documents pipeline improvements within the Four Seasons collection basin. • FS -P1: Replace existing 10 -inch gravity main with a new 12 -inch gravity main in Highlands Springs Avenue from 6th Street to 450 feet west of Highland Springs Avenue. • FS -P2: Replace existing 10 -inch gravity main with a new 12 -inch gravity main in Highlands Springs Avenue from 550 feet north of 1St Street to 100 feet south of 1St Street. • FS -P3: Replace existing 12 -inch gravity main with a new 15 -inch gravity main in Highlands Springs Avenue from 800 feet north of Potrero Boulevard to 50 feet south of Potrero Boulevard.
• FS -P4: Reconstruct existing 12 -inch gravity main with a steeper slope in Highland Springs Avenue from 100 feet north of Crooked Creek to Crooked Creek. Prior to project initialization, it is recommended that this improvement section be surveyed by a licensed professional surveyor to determine the feasibility of reconstructing the pipe slope to meet necessary grade and corresponding capacity requirements. • FS -P5: Replace existing 15 -inch gravity main with a new 18 -inch gravity main in Highlands Springs Avenue from 350 feet south of Crooked Creek to 375 feet south of Breckenridge Avenue.
• FS -P6: Reconstruct existing 10 -inch gravity main with a steeper slope in Breckenridge Avenue from 75 feet west of Highland Spring Avenue to Highland Springs Avenue. Prior to project initialization, it is recommended that this improvement section be surveyed by a August 2021 7-29 City of Beaumont
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Item 4.
licensed professional surveyor to determine the feasibility of reconstructing the pipe slope to meet necessary grade and corresponding capacity requirements.

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Item 4.

City of Beaumont
CHAPTER 8 - CAPITAL IMPROVEMENT PROGRAM
This chapter provides a summary of the recommended Capital Improvement Program (CIP) for the City's wastewater collection system. The program is based on the evaluation of the City's wastewater collection system and on the recommended projects described in the previous chapters. The CIP has been prepared to assist the City in planning and constructing the collection system improvements through the ultimate buildout scenario. This chapter also presents the cost criteria and methodologies for developing the capacity improvement costs.

8.1 COST ESTIMATE ACCURACY
Cost estimates presented in the capacity improvement costs were prepared for general master planning purposes and, where relevant, for further project evaluation. Final costs of a project will depend on several factors including the final project scope, costs of labor and material, and market conditions during construction.

The Association for the Advancement of Cost Engineering (AACE International), formerly known as the American Association of Cost Engineers, has defined three classifications. These classifications are presented in order of increasing accuracy: Order of Magnitude, Budget, and Definitive.
• Order of Magnitude Estimate. This classification is also known as an "original estimate", "study estimate", or "preliminary estimate", and is generally intended for master plans and studies.

This estimate is not supported with detailed engineering data about the specific project, and its accuracy is dependent on historical data and cost indices. It is generally expected that this estimate would be accurate within -30 percent to +50 percent. • Budget Estimate. This classification is also known as an "official estimate" and generally intended for pre -design studies. This estimate is prepared to include flow sheets and equipment layouts and details. It is generally expected that this estimate would be accurate within -15 percent to +30 percent.
• Definitive Estimate. This classification is also known as a "final estimate" and prepared during the time of contract bidding. The data includes complete plot plans and elevations, and equipment data sheets, and complete specifications. It is generally expected that this estimate would be accurate within -5 percent to +15 percent.

Costs developed in this study should be considered "Order of Magnitude" and have an expected accuracy range of -30 percent and +50 percent.

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Item 4.

8.2 COST ESTIMATE METHODOLOGY
Cost estimates presented in this chapter are opinions of probable construction and other relevant costs developed from several sources including cost curves, Akel experience on other master planning projects, and input from District staff on the development cost sharing. Where appropriate, costs were escalated to reflect the more current Engineering News Records (ENR) Construction Cost Index (CCI).

This section documents the unit costs used in developing the opinion of probable construction costs, the Construction Cost Index, and markups to account for construction contingency and other project related costs.

8.2.1 Unit Costs
The unit cost estimates used in developing the Capital Improvement Program are summarized on Table 8.'1 . Wastewater pipeline unit costs are based on length of pipe per chosen diameter. Lift station costs are based on capacity, per million gallons per day (MGD). The unit costs are intended for developing the Order of Magnitude estimate, and do not account for site specific conditions, labor or material costs during the time of construction, final project scope, implementation schedule, detailed utility and topography surveys, investigation of alternative routings for pipes, and other various factors. The capital improvement program included in this report accounts for construction and project -related contingencies as described in this chapter.

8.2.2 Construction Cost Index
Costs estimated in this study are adjusted utilizing the Engineering News Record (ENR) Construction Cost Index (CCI), which is widely used in the engineering and construction industries.

The costs in this Wastewater Master Plan were benchmarked using a 20 -City national average ENR CCI of 11,849, reflecting a date of April 2021.

8.2.3 Land Acquisition
Construction of pipelines is assumed to generally be within existing or future street right-of-ways.

Lift station land acquisition costs are included in the lift station unit costs.

8.2.4 Construction Contingency Allowance
Knowledge about site -specific conditions for each proposed project is limited at the master planning stage; therefore construction contingencies were used. The estimated construction costs in this master plan include a 20 percent contingency allowance to account for unforeseen events and unknown field conditions.

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Table 8.1
Unit Costs
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Gravity Mainl
Cost1
Pipe Size
(in)
($/lineal foot)
8 10
12 15
18 21
24 27
30 36
$191
$200
$208
$230
$247
$331
$396
$468
$526
$670
Force Main1
6 8
10 16
Operational and Maintenance2
Sewer Pipeline CCTV
Sewer Pipeline Cleaning
$216
$264
$278
$376
$2.10
$1.80
Lift Station3
AKEL
ENGINEERING GROUP, INC.

Estimated Lift Station Project Cost = 9,665*Q2 +
314,097*Q + 365,718, where Q is in mgd
5/21/2021
Notes :

1. Unit costs indexed using the Engineering News Record (ENR) Construction Cost Index of 11,849 for April 2021.

2. Sewer pipeline operational and maintenance costs based on Akel Engineering Group experience on similar projects.

3. Lift Station costs based on Akel Engineering Group experience on similar projects and escalated using the Engineering News Record (ENR) Construction Cost Index of 11,849 for April 2021.

Item 4.
231

Item 4.

8.2.5 Project Related Costs
The capital improvement costs also account for project -related costs, comprising of engineering design, project administration (developer and District staff), construction management and inspection, and legal costs. The project related costs in this master plan were estimated by applying an additional 30 percent to the estimated construction costs.

8.3 LIFT STATION CONDITION ASSESSMENT COSTS
The lift station condition assessment, completed by V&A, included condition improvement recommendations for deficiencies identified during the assessment. An estimated opinion of probable costs for these improvements was prepared and submitted to City staff for review and approval. The recommended improvements and associated costs are documented in Table 8.2.

8.4 CAPITAL IMPROVEMENT PROGRAM
This section documents the capital improvement program, including estimated costs and recommended construction phasing.

8.4.1 Capital Improvement Costs
The Capital Improvement Program costs for the projects identified in this master plan for mitigating existing deficiencies and for servicing anticipated future growth throughout the City are summarized on Table 8.3.

Each improvement was assigned a unique coded identifier associated with the improvement type and is summarized graphically on Figure 8.1. The estimated construction costs include the baseline costs plus 20 percent contingency allowance to account for unforeseen events and unknown filed conditions, as described in a previous section. Capital improvement costs include the estimated construction costs plus 30 percent projected -related costs (engineering design, project administration, construction management and inspection, and legal costs).

Capital Improvement project sheets are provided in Appendix H. These project sheets document the location of the recommended improvements as well as providing a description of the improvement and the capital improvement costs.

8.4.2 Pipelines
The recommended pipeline improvements are grouped by collection basin and listed on . Each improvement includes a general description of the street alignment and limits as well as existing pipe diameter and length.

The Capital Improvement Program generally includes the following three types of improvements:
• Replacement Pipeline, Existing Capacity Deficiency. An existing pipeline is recommended for replacement to mitigate an existing system deficiency. This type of August 2021 8-4 City of Beaumont
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232

Fairway Canyon,
15 15
BC -P1
LarritS•
�8
LOV.P1 �S
Lower Oak Valley
0 BC -LS
15 BC -P1
Detail A
21 BC -P5
6 BC-FM2
16 BC-FM1
18 BC pq
6 BC-FM2
16 BC-FM1
Detail B
AKEL
ENGINEERING GROUP, INC.
6 r"
BR-FM1 1
BR -P1 r
8 Champions Dr
UOV-LS uov-P2 IS
1211 12 3
10/14 OV-P3 15
Upper Oak Valley UOli21vewood
10 8
co
18 15
BC -P4 BC -P3
WWTP-P22
Brookside Ave
Beaumont Mesa
15 15
BM -P3
Cherry Valley Blvd
Noble Creek
•
Marshall Creek
8 8
BM -P1
16 12/16
BC-FM1
Detail C
FR.6 /,
Breckenridge Ave
16 16
BC-FM1
Cougar Way
Oak Valley Pkwy12
T
WWTP P17
12 10
10 36'
W WTP-P22

BAS -LS
a.

CO eV
r
1 Grand Ave
(15
Lincoln St
W WTP-P11
WVVTP-P11
W W.T,P_-P12
3Th St
15 WWTP-P 3
12th St
10Th S
- 15
WWTP-P 3
5 a
18 010/24 6Th St
to
�WwTP-P15
_ - 0 WA1
0 0
WWTP=P18
.10
WWTP-P
301 St St 2419 8/8/8/14
W WTP-P21
N
Potrero Blvd
Lof
ote: Beaumont Crossroads 6 -inch force main
anned for replacement with 16 -inch at buildout
tributary area.

Legend
Future Improvements
CNI Lift Stations
1 VIIWTP-P8 WWTP-P7 WWTP-P6
Seneca Springs
T.' 116 12
Updated: April 16, 2021
0 0.25 0.5
Detail
IFour Seasons
=M••••••=1
Mile
C
W E
File Path' P'\xGIS\GIS_Proiects\Beaumont\Sewer\191114-WastewaterMP\BEA_Fig8-1 CIP_041621. mxd Item 4.
f Existing Deficiency
r Capacity Increase for Future Dev.

IF Future Development Only
Force Mains
- - - - , Existing Deficiency
- - - - Future Development Only
Gravity Mains
Existing Deficiency
Capacity Increase for Future Dev.

PRELIMINARY
Figure 8.1
Capital Improvement Program
Wastewater Master Plan
City of Beaumont
233

Table 8.2 Lift Station Condition Assessment Improvements Wastewater Master Plan
City of Beaumont

PRELIMINARY
Lift Station Specific Facility
Lift Station Component
Recommended
Timeline
Infrastructure Costs
Unit Cost Unit Amount
(S/unit) (unit)
Baseline
ion Cost
Estimated
Construction
Cost'
Capital
Improvement
Cost2
Fairway Canyon
FC-1 Pump
Repair leak from Pump #2
Immediately
0 0
0 FC-2 Wet Well
Apply mortar
2 to 5 years
30 Square Foot 30
900
1,100
1,500
FC-3 Dry Well
Repair Liner
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
FC-4 Dry Well
Touch up pipe coating
2 to 5 years
30 Square Foot 130
3,900
4,700
6,200
Subtotal - Fairway Canyon Lift Station Improvements
7,800
9,400
12,400
Lower Oak Valley 1
LOV-1 Wet Well
Replace pump discharge piping
Immediately
5,200 Lump -
5,200
6,300
8,200
LOV-2 Concrete
Monitor the state of degradation
2 to 5 years
No cost
0 0
0 LOV-3 Concrete
Repair cracked/broken concrete
2 to 5 years
2,600 Lump -
2,600
3,200
4,200
LOV-4 Liner
Bond liner to concrete
2 to 5 years
30 Square Foot 30
900
1,100
1,500
LOV-5 Piping
Re -coat piping
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
Subtotal - Lower Oak Valley Lift Station Improvements
11,700
14,200
18,600
Upper Oak Valley
UOV-1 Wet Well
Replace pump discharge piping
Immediately
5,200 Lump -
5,200
6,300
8,200
UOV-2 Connection
Replace threaded tap connection
Immediately
1,000 Lump -
1,000
1,200
1,600
UOV-3 Concrete
Repair cracked/broken concrete
2 to 5 years
2,600 Lump -
2,600
3,200
4,200
UOV-4 Bypass Manhole
Replace liner
2 to 5 years
30 Square Foot 500
15,000
18,000
23,400
UOV-5 Piping
Re -coat piping
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
Subtotal - Upper Oak Valley Lift Station Improvements
26,800
32,300
42,100
Olivewood
Ell
0-1 Piping
New coating
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
Subtotal - Olivewood Lift Station Improvements
3,000
3,600
4,700
I.

BM -1 Piping
New coating
Immediately
30 Square Foot 100
3,000
3,600
4,700
BM -2 Concrete
Repair cracked/broken concrete
2 to 5 years
2,600 Lump -
2,600
3,200
4,200
BM -3 Wet Well
Repair liner
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
BM -4 Manhole
Replace liner
2 to 5 years
45 Square Foot 500
22,500
27,000
35,100
BM -5 Dry Well
Touch up pipe coating
2 to 5 years
30 Square Foot 130
3,900
4,700
6,200
Item 4.
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Table 8.2 Lift Station Condition Assessment Improvements Wastewater Master Plan
City of Beaumont

PRELIMINARY
Lift Station Specific Facility
BM -6 Wet Well
Lift Station Component
Coat the inlet pipe
Recommended
Timeline
2 to 5 years
Infrastructure Costs
Unit Cost Unit Amount
(S/unit) (unit)
Baseline
ion Cost
3,900
Estimated
Construction
Cost'
4,700
Capital
Improvement
Cost'
6,200
30 Square Foot 130
Subtotal - Beaumont Mesa Lift Station Improvements
38,900
46,800
61,100
Noble Creek
NC -1
Wet Well
Replace pump discharge piping
5,200
6,300
8,200
2 to 5 years
5,200 Lump -
NC -2
Piping
Re -coat piping
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
Marshall Creek
MC -1
L
Immediately
Subtotal - Noble Creek Lift Station Improvements
8,200
5,200
9,900
6,300
12,900
8,200
_
Wet Well
Replace pump discharge piping
5,200 Lump -
MC -2
Piping
Re -coat piping
Immediately
30 Square Foot 100
3,000
3,600
4,700
MC -3
Manhole
Patch -repair liner
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
MC -4
Manhole
Repair/replace lid and cover frame
2 to 5 years
1,500 Lump -
1,500
1,800
2,400
Subtotal - Marshall Creek Lift Station Improvements
12,700
15,300
20,000
Cooper Creek
CC -1
Piping
Re -coat piping
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
Subtotal - Cooper Creek Lift Station Improvements
3,000
3,600
4,700
Seneca Springs
SS -1
Couplings
Replace couplings showing damage
Immediately
1,500 Lump -
1,500
1,800
2,400
0 SS -2
Concrete
Monitor state of corrosion
2 to 5 years
No cost
0 0
SS -3
Piping
Touch up pipe coating
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
Subtotal - Seneca Springs Lift Station Improvements
4,500
5,400
7,100
Four Seasons
FS -1
Manhole
Patch -repair liner
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
FS -2
Piping
Touch up pipe coating
2 to 5 years
30 Square Foot 100
3,000
3,600
4,700
FS -3
Couplings
Replace couplings showing damage
2 to 5 years
1,500 Lump -
1,500
1,800
2,400
Total Costs
_A IC P 1
Subtotal - Four Seasons Lift Station Improvements
7,500
124,100
9,000
149,500
11,800
195,400
ENO MERIN% q WR INC,
Notes:

1. Estimated Construction costs include 20 percent of baseline construction costs to account for unforeseen events and unknown field conditions.

2. Capital Improvement Costs also include an additional 30 percent of the estimated construction costs to account for administration, construction management, and legal costs. 2/24/2021
Item 4.
235

Improv. No.

Table 8.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

Improv. No.

Table 8.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

Cost Cost' Cost"
($)
($)
($)
Future Flow
Service Location
Construction Trigger'
Gravity Main Improvements
BR -P1 New Capacity
Brookside Ave
From 480' w/o Deodar Dr to
Brookside Ave lift station
Force Main Improvements
BR-FM1 New Force Main
Brookside Ave
From Brookside Ave lift station to
Deodar Dr
Lift Station Improvements
BR -LS New Lift Station Brookside Ave Lift Station
Beaumont Mesa Lift Station Tributary Area
New
8 2,200
New
6 2,825
New
2 @ 300 gpm
216 609,832
644,313
Subtotal - Brookside Avenue (New) Lift Station Tributary Area Improvements 420,700
504,900
656,400
609,900
731,900
951,500
644,400
773,300 1,005,300
1,675,000
2,010,100 2,613,200
I
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Gravity Main Improvements
BM -P1 New Capacity
ROW
From 800' n/o Monero Valley Fwy to
2,600' e/o Potrero Blvd
BM -P2 New Capacity
ROW
From 2,600' e/o Potrero Blvd to
1,400' s/o Oak Valley Pkwy
BM -P3 New Capacity
ROW
From 1,400' s/o Oak Valley Pkwy to
Beaumont Mesa lift station
Force Main Improvements5
BM-FM1 Force Main Design and Pump Design
BM-FM1
New Force Main
Potrero Blvd/Western From Beaumont Mesa lift station to Knolls Ave 1,300' w/o Western Knolls Ave
Lift Station Improvementss
BM -LS Pump Replacement/Addition Construction
BM -WW Wet Well Design
BM -WW New Wet Well
■
Beaumont Crossroads (New) Lift Station Tributary Area
Gravity Main Improvements
r
BC -P1 New Capacity
W 4th St
From 1,875' s/o Moreno Valley Fwy
to Beaumont Crossroads lift station
BC -P2 New Capacity
W 4th St
From 275' w/o of Prosperity Way to
400' e/o Potrero Blvd
BC -P3 New Capacity
W 4th St
From 400' e/o Potrero Blvd to Potrero
Blvd
BC -P4 New Capacity
W 4th St
From Potrero Blvd to 1,350' w/o
Potrero Blvd
BC -P5 New Capacity
W 4th St
From 1,350' w/o Potrero Blvd to
Beaumont Crossroads lift station
New
8 2,575
New
10 1,600
New
15 2,350
New
New
16 6,500
New
2 @ 3,500 gpm
2 @ 1,500 gpm
New
New
191 492,359
200 319,588
230 541,196
Subtotal - Beaumont Mesa Lift Station Tributary Area Improvements 1 1
New
15 3,125
New
12 2,100
New
15 375
New
18 1,450
New
21 800
230 719,676
208 436,397
230 86,361
247 358,001
331 264,625
492,400
590,900
768,200
319,600
383,600
498,700
541,200
649,500
844,400
450,000
4,000,000
750,000
400,000
4,000,000
1,353,200 1,624,000 11,711,300
719,700
863,700 1,122,900
436,400
523,700
680,900
86,400
103,700
134,900
358,100
429,800
558,800
264,700
317,700
413,100
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Within City Limit
As Development Occurs
Within City Limit
FY 2021/22
Within City Limit
FY 2022/23
Within City Limit
FY 2022/23
Within City Limit
FY 2021/22
Within City Limit
FY 2024/25
Within City Limit
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
With Annexation
As Development Occurs
Item 4.
237

Improv. No.

Table 8.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

Table 8.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont
Improv. No.

Table 8.3 Capital Improvement Program
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Improv. No.

Total Improvement Cost
20,759,000 24,912,800 32,388,800
10,742,400 12,891,200 21,208,700
18,899,400 22,679,700 34,634,000
10,700,000
50,400,800 60,483,700
Notes:

1. Estimated Construction costs include 20 percent of baseline construction costs to account for unforeseen events and unknown field conditions.

2. Unless noted otherwise, Capital Improvement Costs also include an additional 30 percent of the estimated construction costs to account for administration, construction management, and legal costs.

3. Cost allocation for development related improvements to be reviewed as construction triggers are reached.

4. EDU triggers based on remaining pipeline and lift station capacity and assumes 235 gpd/EDUs, consistent with EMWD Wastewater Master Plan Criteria.

5. Beaumont Mesa force main and wet well expansion reflects City staff budgetary planning estimate provided by City staff June 1, 2021.

6. Other wastewater system improvements reflects City staff budgetary planning estimate provided by City staff June 1, 2021. 98,931,500
6/16/2021
Item 4.
240

Item 4.
improvement is listed as Existing Capacity Deficiency on Table 8.3. The recommended size for these improvements are based on buildout flow requirements. • Replacement Pipeline, Capacity Deficiency Triggered by Future Development. An existing pipeline is recommended for replacement where additional flow due to future development will create a capacity deficiency. This type of improvement is listed as Future Capacity Increase on Table 8.3.
• New Pipeline, Triggered by Future Development. A new pipeline is proposed to serve future growth. This type of improvement is listed as New Capacity on Table 8.3.

The opinion of probable construction costs, for the projects included in this master plan, are based on the pipe unit costs summarized on Table 8.1.

It is assumed that in general any replacement pipes will be in the same alignment and the same slope as the existing pipe. However, this study recommends an investigation of the alignment during the pre -design stage of each project.

8.4.3 Improvement Service Location
The Capital Improvement Program on Table 8.3 classifies the improvements based on the future flow service location. These classifications are summarized as follows:
• Within City Limits: This improvement will convey existing and future flows from development within the existing City limits.
• With Annexation: This improvement will convey future flows from development outside of the existing City limits but within the General Plan Boundary, which would require future annexation.

It should be noted that some improvements convey flows from both service location classifications, as shown on Table 8.2.

8.4.4 Construction Triggers
The CIP improvements are prioritized based on their urgency to mitigate existing deficiencies and to serve future growth. The construction triggers for each improvement are classified as:
• Fiscal Year: For improvements included in the 10 -Year Capital Improvement Program (Table 8.4) the fiscal year for planned implementation is shown on Table 8.3. • Equivalent Dwelling Unit: A equivalent dwelling unit (EDU) construction trigger is provided for improvements designated as capacity increases for future development. This trigger is based on remaining capacity in the existing facility planned for future improvement. The remaining capacity is converted to EDUs assuming 235 gpd/EDU.

August 2021 8-13 City of Beaumont
Wastewater Master Plan
241

Table 8.4 10 -Year Improvement Phasing
Wastewater Master Plan
City of Beaumont

PRELIMINARY
Type of
P ID Funding Type Project Name Project Description
Improvement
FY 2021/22 FY 2022/23 FY 2023/24
($) ($) (s)
Fiscal Year Improvement
FY 2024/25 FY 2025/2
($) (s)
Phasing
FY 2026/27 FY 2027/28 FY 2028/29
($) ($) ($)
FY 2029/30 FY 2030/3
(s) ($)
Total
Improvement
Cost
(s)
Gravity Main Improvements2
Existing Capacity Replace existing 8 -inch gravity main with new 12 -inch UOV-P2 Apron Lane Pipeline Replacement
Deficiency gravity main in Apron Ln
206,700
97,400
97,400
Existing Capacity Replace existing 12 -inch gravity main with new 15 -inch WWTP-P2 Edgar Ave Pipeline Replacement
Deficiency gravity main in Edgar Ave
206,700
Subtotal - Gravity Main Improvements
0 206,700
97,400
0 0
0 0
0 0
0 304,100
Beaumont Mesa Improvements - 1
New Force Main Force Main Design and Pump Design Design of new force main and pump additions 450,000
750,000
450,000
Construction of replacement pumps and additional
Pump Replacement/Addition Construction
pumps for LS
750,000
Force Main Construction Construction of new 16 -inch force main 4,000,000
4,000,000
New Wet Well Wet Well Design Design of New Wet Well
400,000
400,000
Wet Well Construction Construction of New Wet Well
4,000,000
4,000,000
Subtotal - Beaumont Mesa Improvements
Lift Station Condition Assessment Improvements
i
Ongoing lift station improvements to include new
Lift Station Condition electrical, new pumps, repairs to wetwells, repairs to components at the LS, etc
850,000
4,750,000
400,000
0 400,000
4,000,000
400,000
0 400,000
0 400,000
0 400,000
0 400,000
0 400,000
0 9,600,000
400,000
3,600,000
Subtotal - Lift Station Condition Assessment Improvements 0 400,000
400,000
400,000
400,000
400,000
400,000
400,000
400,000
400,000
3,600,000
Operation and Maintenance Improvements I
M 11.

L
I
CCTV Program CCTV Wastewater System every 3 -years (approx. 59 miles/year) - camera & truck
150,000
150,000
300,000
On -going Pipeline Replacement Program As -needed pipeline replacement for ongoing system improvements
500,000
500,000
500,000
600,000
600,000
600,000
750,000
750,000
4,800,000
Subtotal - Operation and Maintenance Improvements
0 0
650,000
500,000
500,000
600,000
600,000
600,000
900,000
750,000
5,100,000
Wastewater Treatment Plant Ai ,
Study Wastewater Rate Study Rate Study for FY24 - FY28
200,000
200,000
Construction I&I Project - Flow Meters Installation of Flow Meters at LS 200,000
200,000
Construction I&I System Repairs - Phase 3 Various needed repairs system wide 200,000
200,000
Design/ Construction Office Expansion WWTP office and staff workspace building 500,000
500,000
Construction UV Bulb Replacement WWTP UV bulb replacement 50,000
50,000
50,000
50,000
50,000
50,000
300,000
Construction RO Module Replacement WWTP RO module replacement 300,000
300,000
600,000
Subtotal - Wastewater Treatment Plant
400,000
200,000
550,000
50,000
350,000
0 0
50,000
50,000
350,000
2,000,000
Total Improvement Costs
Fiscal Year Total
_IIK F 1 Cumulative Total
1,250,000
1,250,000
5,556,700
6,806,700
1,697,400
8,504,100
4,950,000
13,454,100
1,250,000
14,704,100
1,000,000
15,704,100
1,000,000
16,704,100
1,050,000
17,754,100
1,350,000
19,104,100
1,500,000
20,604,100
-
20,605,000

ENGINEERING GROUP, INC.

Notes:

1. Unless noted otherwise, budgetary planning estimate provided by City staff on June 01, 2021.

2. Existing Wastewater System capacity deficiency Capital Improvement Program. 6/2/2021
Item 4.
242

Item 4.
• As Development Occurs: New infrastructure required to serve future growth is to be constructed on an as -needed basis as development occurs.

8.5 10 -YEAR IMPROVEMENT PHASING
This section discusses the 10 Year Capital Improvement Program (10 Year CIP) and recommended improvement phasing. This 10 -Year CIP includes capacity improvements for the existing wastewater collection system, as identified as part of the existing system capacity evaluation, as well as other improvements and planning efforts for the ongoing operations and maintenance of the collection system. The improvements included in the 10 Year CIP are summarized as follows:
• Gravity Main Improvements: These improvements reflect the required pipeline upgrades to mitigate existing system deficiencies.
• Beaumont Mesa Improvements: These improvements consist of the design and construction of a wet well expansion and new force main for the Beaumont Mesa Lift Station. This also includes new and replacement lift station pumps. • Lift Station Condition Assessment Improvements: This reflects ongoing lift station improvements including new electrical equipment, replacement pumps, wet well repairs, component repairs, and other as -needed improvements identified by City staff. • Operation and Maintenance Improvements: This reflects the acquisition of a new CCTV camera and truck as well as an allowance for as -needed pipeline replacement • Wastewater Treatment Plant: This reflects currently planned improvements related to the wastewater treatment plant, including flow meters and system -wide improvements to identify and mitigate I/1 issues and on -site improvements. This also includes a wastewater race study for FY2024-28.

The 10 -Year CIP is intended to provide general guidance for implementing the capital improvement projects listed in this master plan. Additional improvements may be constructed as developments occurs and the phasing and implementation of a sequence of construction is subject to the approval of the City Engineer.

August 2021 8-15 City of Beaumont
Wastewater Master Plan
243

Item 4.

City of Beaumont

APPENDICES
August 2021 City of Beaumont
Wastewater Master Plan
244

Item 4.

City of Beaumont

APPENDIX A
Sewer Flow Monitoring and Inflow/Infiltration Study, 2020 (V&A)
August 2021 City of Beaumont
Wastewater Master Plan
245

Item 4.

City of Beaumont
Sewer Flow Monitoring and Inflow/Infiltration Study
Prepared for:

Akel Engineering Group
7433 N. First Street, Suite 103
Fresno, CA. 93720
Report Date:

Prepared by:

August 2020
rim V&A
consulting engineers
V&A Project No. 19-0280
246

Item 4.

In the promotion of environmental consciousness, this document is designed to be printed double -sided, if at all. V&A strives to do all it can to be a green company. Think twice before printing. Reduce. Reuse. Recycle. 247

Table of Contents
Item 4.

Table of Contents
Executive Summary 1
Scope and Purpose 1
Monitoring Sites and Basins 1
Rainfall Monitoring 3
Average Flow Analysis 4
Peak Measured Flows and Pipeline Capacity Analysis 5
Infiltration and Inflow 7
Recommendations 10
1 Introduction 11

1.1 Scope and Purpose 11

1.2 Flow Monitoring Sites 11

1.3 Flow Monitoring Basins 11
2 Methods and Procedures 14

2.1 Confined Space Entry 14

2.2 Flow Meter Installation 15

2.3 Flow Calculation 16

2.4 Measurement Error and Uncertainty 17

2.4.1 Flow Addition versus Flow Subtraction 17

2.5 Average Dry Weather Flow Determination 19

2.6 Flow Attenuation 20

2.7 Inflow / Infiltration Analysis: Definitions and Identification 21

2.7.1 Inflow / Infiltration Analysis: Definitions and Identification 21

2.7.2 Infiltration Components 22

2.7.3 Impact and Cost of Source Detection and Removal 22

2.7.4 Graphical Identification of I/1 23

2.7.5 Analysis Metrics 23

2.7.6 Normalization Methods 24
3 Results and Analysis 25

3.1 Rainfall 25

3.1.1 Regional Rainfall Event Classification 27

3.1.2 Rain Gauge Triangulation Distribution 30
1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 248

Table of Contents
Item 4.

3.2 Flow Monitoring: Average Dry Weather 32

3.3 Flow Monitoring: Peak Measured Flows / Pipeline Capacity 35

3.4 Inflow and Infiltration 38

3.4.1 Preface 38

3.4.2 Inflow Results Summary 40

3.4.3 Combined 1/1 Results 42
4 Recommendations 44
Appendix A Flow Monitoring Sites: Data, Graphs, and Information A - 1 Tables
Table ES -1. List of Flow Monitoring Sites 1
Table ES -2. Dry Weather Flow 4
Table ES -3. Capacity Analysis Summary 5
Table ES -4. Inflow/Infiltration Analysis Summary 7
Table 1-1. List of Monitoring Locations 12
Table 1-2. Isolated Flow Monitoring Basins 12
Table 3-1. Summary of Rainfall 26
Table 3-2. Rainfall Event Classification 29
Table 3-3. Rain Gauge Distribution per Monitoring Site 31 Table 3-4. Dry Weather Flow 34
Table 3-5. Capacity Analysis Summary 35
Table 3-6. Results and Rankings, Inflow Analysis 40
Table 3-7. Results and Rankings, Total 1/1 Analysis 42
Figures
Figure ES -1. Map of Flow Monitoring Sites - Overall 2
Figure ES -2. Map of Flow Monitoring Basins 2
Figure ES -3. Rainfall Over Monitoring Period, Average of Beaumont Rain Gauges 3 Figure ES -4. March 12 Peak Storm Event Classification (per rain gauge, duration = 3 -hours) 4 Figure ES -5. Peak Measured Flow (Flow Schematic) 6
Figure ES -6. Temperature Map: Inflow Final Basin Rankings 8 Figure ES -7. Temperature Map: Total I/I Final Basin Rankings 9 Figure 1-1. Map of Flow Monitoring Sites 13
1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 249

Table of Contents
Item 4.

Figure 1-2. Map of Flow Monitoring Basins 13
Figure 2-1. Typical Installation for Isco 2150 Flow Meter with Submerged Sensor 15 Figure 2-2. Sample ADWF Diurnal Flow Patterns 19
Figure 2-3. Attenuation Illustration 20
Figure 2-4. Typical Sources of Infiltration and Inflow 21 Figure 2-5. Sample Infiltration and Inflow Isolation Graph 23 Figure 3-1. Map of Rain Gauge Locations 25
Figure 3-2. Rainfall during Flow Monitoring Period - Average of Beaumont Rain Gauges 26 Figure 3-3. Rainfall Accumulation Plot 26
Figure 3-4. NOAA Southern California Rainfall Frequency Map 27 Figure 3-5. Short -Term Rainfall Event Classification - Central Rain Gauge 28 Figure 3-6. Long -Term Rainfall Event Classification - Central Rain Gauge 28 Figure 3-7. March 12 Peak Storm Event Classification (per rain gauge, duration = 3 -hours) 29 Figure 3-8. Rainfall Inverse Distance Weighting Method 30 Figure 3-9. Shelter -in -Place Illustration (FM -07 [Marshall Creek LS] flows shown) 32 Figure 3-10. FM -07: pre -SIP and post -SIP Average Dry Weather Flow Curves with Comparison 33 Figure 3-11. Average Dry Weather Flow Schematic 34
Figure 3-12. Peaking Factors and Max d/D Ratios 36
Figure 3-13. Peak Measured Flow (Flow Schematic) 37
Figure 3-14. 1/1 Isolation, Site FM -03, March 12/13 Rainfall Event 38 Figure 3-15. 1/1 Isolation, Site FM -10, March 12/13 Rainfall Event 39 Figure 3-16. Temperature Map: Inflow Final Basin Rankings 41 Figure 3-17. Temperature Map: Combined 1/1 Final Basin Rankings 43 Photo Log
Photo 2-1. Confined Space Entry 14
Photo 2-2. Typical Personal Four -Gas Monitor 14
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring
250

Table of Contents
Item 4.

Abbreviations and Acronyms
Abbreviations/Acronyms Definition
ADWF Average Dry Weather Flow
AVG Average
CCTV Closed -Circuit Television
CDEC California Data Exchange Center
CIP Capital Improvement Plan
CO Carbon Monoxide
CWOP Citizen Weather Observing Program
DIA. Diameter
d/D Depth/Diameter Ratio
FT. Feet
FM Flow Monitor
GPD Gallons per Day
GPM Gallons per Minute
GWI Groundwater Infiltration
H2S Hydrogen Sulfide
IN. Inch
1/1 Inflow and Infiltration
IDM Inch -Diameter Mile
IDW Inverse Distance Weighting
LEL Lower Explosive Limit
MAX Maximum
MGD Million Gallons per Day
MIN. Minimum
NOAA National Oceanic and Atmospheric Administration
N/A Not applicable
PF Peaking Factor
PWS Private Weather Station
Q Flow Rate
RDI Rainfall -Dependent Infiltration
RG Rain Gauge
V&A V&A Consulting Engineers, Inc.

WEF Water Environment Federation
WRCC Western Regional Climate Center
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring iv 251

Table of Contents
Item 4.

Terms and Definitions
Term
Definition
Average dry
weather flow
(ADWF)
The average flow rate or pattern from days without noticeable inflow or infiltration response.

ADWF usage patterns for weekdays and weekends differ and must be computed separately.

ADWF is expressed as a numeric average and may include the influence of normal groundwater infiltration (not related to a rain event).

Basin
Sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. Also refers to the ground surface area near and enclosed by pipelines. A basin may refer to the entire collection system upstream from a flow meter or exclude separately monitored basins upstream.

Depth/diameter
(d/D) ratio
Depth of water in a pipe as a fraction of the pipe's diameter. A measure of the fullness of the pipe used in the capacity analysis.

Infiltration and
inflow
Infiltration and inflow (I/1) rates are calculated by subtracting the ADWF flow curve from the instantaneous flow measurements taken during and after a storm event. Flow in excess of the baseline consists of inflow, rainfall -responsive infiltration, and rainfall -dependent infiltration. Total I/I is the total sum in gallons of additional flow attributable to a storm event.

Infiltration,
groundwater
Groundwater infiltration (GWI) is groundwater that enters the collection system through pipe defects. GWI depends on the depth of the groundwater table above the pipelines as well as the percentage of the system that is submerged. The variation of groundwater levels and subsequent groundwater infiltration rates are seasonal by nature. On a day-to-day basis, groundwater infiltration rates are relatively steady and will not fluctuate greatly.

Infiltration,
rainfall-
dependent
Rainfall -dependent infiltration (RDI) is similar to groundwater infiltration but occurs as a result of storm water. The storm water percolates into the soil, submerges more of the pipe system, and enters through pipe defects. RDI is the slowest component of storm -related infiltration and inflow, beginning gradually and often lasting 24 hours or longer. The response time depends on the soil permeability and saturation levels.

Inflow
Inflow is defined as water discharged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard, and area drains, holes in manhole covers, cross -connections from storm drains, or catch basins. Inflow creates a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows. Overflows are often attributable to high inflow rates.

Peak Wet
Weather Flow
The highest daily flow during and immediately after a significant storm event. Includes sanitary flow, infiltration, and inflow.

Peaking factor
(PF)
PF is the ratio of peak measured flow to average dry weather flow. This ratio expresses the degree of fluctuation in flow rate over the monitoring period and is used in the capacity analysis.

Surcharge
When the flow level is higher than the crown of the pipe, then the pipeline is said to be in a surcharged condition. The pipeline is surcharged when the d/D ratio is greater than 1.0.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring v 252

Item 4.
253

Executive Summary
Item 4.

Executive Summary
Scope and Purpose
V&A Consulting Engineers (V&A) was retained by Akel Engineering Group (AEG) to perform sanitary sewer flow monitoring for the City of Beaumont, CA (City) in support of the City's Sewer System Master Plan.

Flow monitoring was performed for approximately seven weeks from February 20 to April 8, 2020 at 14 sites, which included four open -channel gravity sewer mains and 10 pump stations. There were three general purposes for this study.

1. Establish the baseline sanitary sewer flows at the flow monitoring sites.

2. Measure the peak flow characteristics of the subject pipes during the monitoring period.

3. Isolate infiltration and inflow (1/I) and run analyses pertaining to I/I response levels.

Monitoring Sites and Basins
The flow monitoring site locations were selected and approved by the City and AEG and are listed in Table ES -1, and shown in Figure ES -1. The isolated basins are illustrated in Figure ES -2.

Table ES -1. List of Flow Monitoring Sites
Monitoring
Site
Monitored
Structure ID
Pipe
Pipe
Dia.
(in)
Location
FM -01
SSMH01061
North Inlet
24 Cherry Avenue north of Mary Lane
FM -02
SSMH01725
West Inlet
30 Veile Avenue north of West 4th Street
FM -03
SSMH00381
West Inlet
24 California Avenue north of East 1st Street
FM -04
SSMH00450
North Inlet
57 East 6th Street east of Illinois Avenue
FM 05
Four Seasons LS
Highland Springs, 320 feet south of Breckenridge
Ave
FM -06
Seneca Springs LS
Potrero Blvd and Seneca Springs Blvd
FM -07
Marshall Creek LS
Northwest end of Ring Ranch Road
FM 08
Noble Creek LS
Northbound 1-10 off -ramp to Oak Valley Parkway, 265
feet south of Oak Valley Pkwy
FM -09
Industrial Park LS
Off road, 540 feet south of end of Risco Circle
FM -10
Upper Oak Valley LS
Oak Valley Parkway, 0.48 miles west of Apron Lane
FM -11
Lower Oak Valley LS
Palmer Avenue, 300 feet west of Morris Street
FM -12
Beaumont Mesa LS
Potrero Blvd, just south of Costello Way
FM 13
Olivewood LS
Northwest end of 0livewood Gated Community, off of
Costello Way
FM -14
Fairway Canyon LS
Northwest end of Crenshaw Street
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 1 254

Executive Summary
Item 4.

Fairway
\Canyon
_ L
PP gr4s f 1. .a
L'. • .. -- g'ir". ) "'
jA(fr.1 `..- : -
'41.g sk: �`r F •' ' ,4Yff a,•
Lower Oak
Valley
a}A
S A N
`: Cham viorls DI - . ii%.

Ma ryrygo ,, OakvaII.Y
gell cklb Galf
Lipper Oak Noble Creek
Val I ey
Qlivewood
a y` r .

Industrial
te
r �# ! '{:;
Beaumont Mesa
■
Pa-kl'`t FM =03
• ■
✓ cs JFIr,
pawls. •
Orchard St
Vireland
2 G 0 R_G 6 NJ 0
B+oois de Ave
a
m
Marshaliey 'xwr
Creek
PASS
Legend
• FM Sites
t Lift Stations
1ir,c elf �I
FM -01
•
FMI-04
FM:Kammm •=
• r.Y ;! ti upora
Vdlaq•
5enec• -
1st GI
springs
'were, 9101 .

Four Seasons
Cc
Figure ES -1. Map of Flow Monitoring Sites - Overall
Figure ES -2. Map of Flow Monitoring Basins
b l V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 2 255

Executive Summary
Item 4.

Rainfall Monitoring
There was approximately 13.18 inches of rainfall during the flow monitoring study (average of Beaumont rainfall gauges) as shown in Figure ES -3. The cumulative precipitation was approximately 2.5 times higher than historical averages over the flow monitoring period.

1.00 0.80
0 y 0.60

0. N
c 0.40
c
c

0.20 0.00
_o _o
u_ u_
O N
N N
Total Rainfall over Period: 13.18 inches

0.80 ches
in

3. inc

1.49 nches 1
92 hes

2.55 inches

4.18 nches
1 f 1
u_
N
u_
N
u_
o
N
l
1 l
1 M▪ M▪ M▪ M
N N • N N
7 M▪ M▪ M▪ M
c') (C) I. O)
7 (0 C C (0
mmmm
7 N
c)

Q Q Q Q
QQQQ
N (O ob
Figure ES -3. Rainfall Over Monitoring Period, Average of Beaumont Rain Gauges There were four classifiable rainfall events during the flow monitoring period:
• March 9/10, 2020: Classified as approximately a 1 -year, 12 -hour event at two of six rain gauges. • March 12/13, 2020: The strongest rainfall event of the flow monitoring period, classified as between a 15 -year and 35 -year, 3 -hour event across the region. This event elicited the strongest I/I response system -wide, and also had the highest intensity rain over the flow monitoring period.

This rain event will be used for the I/I analyses.
• March 22/23, 2020: Classified as a 2 -year, 3 -hour event at one rain gauge. • April 6/7/8, 2020: Classified as between a 2 -year and 3 -year, 12 -hour event at five of six rain gauges.
• Long -Term: The 30 days between March 10 and April 9, 2020, were classified as between a 4.5 - year and 15 -year, 30 -day rain event.

The highest classification over the period and for all rain gauges was a three-hour period (from approximately 1:15 pm to 4:15pm) on March 12, 2020. Figure ES -4 illustrates this classification regionally.
.1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 3 256

Executive Summary
Item 4.

Figure ES -4. March 12 Storm Event, Peak Classification (per rain gauge, duration = 3 -hours) Average Flow Analysis
Two sets of average dry weather flow (ADWF) curves were established due to the "shelter -in -place" (SIP) order for Covid-19. Table ES -2 summarizes the ADWF values per site during the flow monitoring period.

Table ES -2. Dry Weather Flow
Pre -SIP
ADW
Post -SIP
ADWF
(mgd)
SIP
Delta
Sat
Sun
Overall
FM -01

0.066

0.073

0.074

0.068

0.072

0.073

0.084

0.081

0.075
10%
FM -02

0.811

0.770

0.823

0.743

0.797

0.820

0.811

0.802

0.753

0.806
1%
FM -03

1.005

0.904

0.978

1.073

0.996

1.127

1.153

1.191

1.139

1.142
15%
FM -04

0.497

0.480

0.511

0.591

0.510

0.612

0.617

0.623

0.674

0.623
22%
FM -05

0.253

0.256

0.243

0.244

0.251

0.217

0.230

0.226

0.222

0.221
-12%
FM -06

0.140

0.145

0.156

0.170

0.147

0.142

0.144

0.145

0.158

0.145
-2%
FM -07

0.414

0.418

0.425

0.438

0.419

0.426

0.423

0.435

0.433

0.428
2%
FM -08

0.241

0.237

0.247

0.241

0.237

0.239

0.245

0.246

0.240
0%
FM -09

0.056

0.052

0.032

0.028

0.048

0.063

0.072

0.026

0.015

0.052
8%
FM -10

0.707

0.686

0.712

0.756

0.712

0.827

0.856

0.842

0.871

0.840
18%
FM -11

0.381

0.361

0.393

0.439

0.388

0.441

0.444

0.459

0.441

0.444
14%
FM -12

0.745

0.734

0.735

0.778

0.747

0.853

0.907

0.906

0.893

0.874
17%
FM -13

0.022

0.024

0.022

0.025

0.026

0.028

0.026
15%
FM -14

0.060

0.062

0.067

0.062

0.064

0.065

0.064

0.064
4%
.1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 4 257

Executive Summary
Item 4.

Peak Measured Flows and Pipeline Capacity Analysis
Peak measured flows and the hydraulic grade line data (flow depths) are important to understanding the capacity limitations of a collection system. The capacity analysis terms used in the text below are defined as follows:
• Peaking Factor: Peaking factor is defined as the peak measured flow divided by the average dry weather flow (ADWF). Peaking factors are influenced by many factors, including size and topography of the tributary area, flow attenuation, flow restrictions, and characteristics of I/I entering the collection system. Municipal standards for peaking factor vary agency by agency; the City should refer to jurisdictional standards when evaluating peaking factors1. For this study, peaking factors over 5.0 are highlighted RED.
• d/D Ratio: The d/D ratio is the peak measured depth of flow (d) divided by the pipe diameter (D). The d/D ratio for each site was computed based on the maximum depth of flow for the study. Standards for d/D ratio vary from agency to agency, but typically range between d/D <_

0.5 and d/D <_ 0.75. The City should refer to jurisdictional standards when evaluating d/D ratios. For this study, d/D ratios over 0.75 are highlighted ORANGE. Surcharged sites are highlighted RED.

Table ES -3 summarizes the peak recorded flows, levels, d/D ratios, and peaking factors per site during the flow monitoring period. Capacity analysis data is presented on a site -by -site basis and represents the hydraulic conditions only at the site locations; hydraulic conditions in other areas of the collection system will differ.

Table ES -3. Capacity Analysis Summary
Monitored
Site
ADWF Peak
pre -SIP A Measured
(mgd) Flow (mgd)
Peaking
Factor
Pipe Max Max Surcharge
Diameter, D Depth, d d/D above pipe
(in) (in) Ratio crown (ft)
FM -01

0.068

0.39 5.7
8 3.3

0.42 FM -02 0.797

1.97 2.5 24 4.1 0.17
FM -03 0.996 3.21 3.2 30 18.6 0.62
FM -04 0.510 1.57 3.1 21 6.8 0.33
FM -05

0.251 0.62

2.5 n/a n/a n/a n/a
FM -06

0.147 0.48

3.2 n/a n/a n/a n/a
FM -07 0.419 1.40 3.3 n/a n/a n/a n/a
FM -08

0.241 0.57

2.4 n/a n/a n/a n/a
FM -09 0.048 0.25 5.1 n/a n/a n/a n/a
FM -10

0.712 1.76

2.5 n/a n/a n/a n/a
FM -11 0.388 0.87 2.2 n/a n/a n/a n/a
FM -12

0.747 1.94

2.6 n/a n/a n/a n/a
FM -13 0.022 0.070 3.1 n/a n/a n/a n/a
FM -14 0.062 0.12 2.0 n/a n/a n/a n/a
A Pre -SIP ADWF was used for this analysis.
1 WEF Manual of Practice FD -6 and ASCE Manual No. 62 suggests typical peaking factor ratios range between 3 and 4, with higher values possibly indicative of pronounced 1/1 flows.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 5 258

Executive Summary
Item 4.

The following capacity analysis results are noted:
• Peaking Factors: Only two sites had peaking factors over 5.0. • Site FM -01: Site FM -01 was an open -channel flow monitoring site and was not influenced by pump station operations. Peak flows occurred during the March 12 rainfall event. • Site FM -09: FM -09 is the Industrial Park LS, and peak flows did not occur corresponding to I/I contribution of a large rainfall event. The higher peaking factor for this site is attributed to pump station operations and the type of service (industrial flows). • d/D Ratio: All open -channel flow monitoring sites had d/D ratios less than 0.75 for the entirety of the flow monitoring period.

Figure ES -5 shows a schematic diagram of the peak measured flows at the flow monitoring sites, with peak flow levels shown for open -channel flow monitoring sites.

FM -11

0.866
I
FM -08

0.568
1 FM -07

1.400
Legend
rSite Name
FM -01
PWWF in mod

1.034
Water Level at Peak Flow
FM -01 0.388
(1;;;;1
FM -04
Figure ES -5. Peak Measured Flow (Flow Schematic)
FM -06 F.

0.477
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 6 259

Executive Summary
Item 4.

Infiltration and Inflow
Flow monitoring basins are localized areas of a sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. The basin refers to the ground surface area near and enclosed by the pipelines. A basin may refer to the entire collection system upstream from a flow meter or may exclude separately monitored basins upstream. I/I analysis in this report will be conducted on a site -by -site basis. For this study subtraction of flows was required to isolate the drainage areas of some flow monitoring basins.

I/I results were taken from the March 12/13 rainfall event, the highest classified rainfall event of the season which also elicited the strongest 1/1 response. Table ES -4 summarizes the 1/1 results for this study; the top 3 and next 3 ranked basins have been shaded RIEJ and ORANGE. Please refer to the 1/1 Methods section for more information on inflow and infiltration analysis methods and ranking methods.

Temperature maps for inflow and total I/I are shown in Figure ES -6 and Figure ES -7.

Table ES -4. Inflow/Infiltration Analysis Summary
Basin
ADWF
(mgd)
Inflow
Rate
(mgd)
Peak I/I per Total I/I
ADWF Ratio (gallons)
Total I/I
per-ADWF
(MG/adwf/
inch -rain)
Final Final
Inflow Total I/I
Ranking Ranking
Basin 01

0.068

0.290

4.28 120,553

0.45 Basin 02 0.377 0.530 1.40 289,648 0.19
Basin 03 0.418 1.234 2.95 335,977 0.20
1 1
5 5
2 3
Basin 04 0.510 0.448 0.88 189,565 0.09 8 9
Basin 05 0.251 0.301 1.20 117,106 0.14 6 7
Basin 06 0.147 0.033 0.22 26,709 0.05 11 12
Basin 07 0.179 0.266 1.49 142,914 0.20 4•
2 Basin 08 0.241 0.258 1.07 85,298 0.08 7 10
Basin 09 0.048 0.006 0.13 18,854 0.10 12 8
Basin 10 0.324 0.208 0.64 246,795 0.19 10 4
Basin 11 0.326 0.250 0.77 94,206 0.08 9 11
Basin 13 0.022 0.035 1.56 13,305 0.16 3 6
Basin 14 0.062 0.006 0.09 9,059 0.04 13 13
The following I/I results are noted:
• Inflow: Basins 1, 3, and 13 had the highest normalized peak I/I rates, an indicator of high inflow within the flow monitoring basin.
• RDI: Throughout the region, for the rainfall events monitored, there was minimal RDI2.

Systemwide, flows returned to near -baseline levels within 24 hours. Given the scale of the rainfall events that occurred during this study, RDI does not appear to be an issue for the City. • Total I/I: Basins 1, 3, and 7 had the highest normalized combined I/I rates, an indicator of high combined inflow and infiltration within the flow monitoring basin 2 Basins 5 and 7 may have shown a hint of a sustained RDI component.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 7 260

E
N
Executive Summary
Figure ES -6. Temperature Map: Inflow Final Basin Rankings co
19-0280 1 City of Beaumont 1 2020 Flow Monitoring

Executive Summary
Item 4.

Figure ES -7. Temperature Map: Total I/I Final Basin Rankings Note: There was uncertainty as to whether using IDM and ACRE normalization methods were the most appropriate means of normalization for this study for some basins. For example, the full Basin 13 (Olivewood LS) areas and IDMs were reported, but the development is still in construction and only approximately 15% to 20% occupied. Using the reported IDM and ACRE values for Basin 13 may under - represent the I/I within that basin. Conversely, Basin 09 (Industrial LS) has sporadic flows due to the type of service, and few pipelines shown within its service area. Using reported IDM and ACRE values may have over -represented I/I in this basin.

For the purposes of basin I/I rankings, the per-ADWF normalization method was used; however, the inflow and infiltration normalization values for the per-IDM and per -ACRE are also reported. It is noted that construction repairs and I/I reduction and mitigation methods are most typically priced on pipe length basis. The reviewing engineer may wish to review the rankings made in this report and consider the IDM metric when making CIP decisions.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 9 262

Executive Summary
Item 4.

Recommendations
V&A advises that future 1/1 reduction plans consider the following recommendations:

1. Master Plan and Model Implementation: This study focuses on inflow and infiltration generation; however, the capacity deficiencies of the collection system may be of greater concern relative to 1/1 response during peak wet weather events. The City may wish to have a model designed and/or a master plan study conducted to determine the overall needs of the City relative to 1/1. Or simply, the study results can be used to update the master plan and compare with previous model assumptions and flow monitoring results.

2. Determine I/I Reduction Program: The City should examine its 1/1 reduction needs to determine their needs and goals for a future 1/1 reduction program.
a. If peak flows, sanitary sewer overflows, and pipeline capacity issues are of greater concern, then priority can be given to investigate and reduce sources of inflow within the basins with the greatest inflow problems.
b. If total infiltration and general pipeline deterioration are of greater concern, then the program can be weighted to investigate and reduce sources of infiltration within the basins with the greatest infiltration problems. Generally, RDI rates and hence total 1/1 were relatively low for this system.
c. Basins 1 and 3 ranked in the top 3 for both inflow and total combined 1/1. An 1/1 reduction program could begin within these basins.

3. I/I Reduction Cost Effective Analysis: The City should conduct a study to determine which is more cost-effective: (1) locating the sources of inflow/infiltration and systematically rehabilitating or replacing the faulty pipelines; or (2) continued treatment of the additional rainfall dependent 1/1 flow.
1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 10 263

Introduction
Item 4.
1 Introduction

1.1 Scope and Purpose
V&A Consulting Engineers (V&A) was retained by Akel Engineering Group (AEG) to perform sanitary sewer flow monitoring for the City of Beaumont, CA (City) in support of the City's Sewer System Master Plan.

Flow monitoring was performed for approximately seven weeks from February 20 to April 8, 2020 at 14 sites, which included four open -channel gravity sewer mains and 10 pump stations3. There were three general purposes for this study.

1. Establish the baseline sanitary sewer flows at the flow monitoring sites.

2. Measure the peak flow characteristics of the subject pipes during the monitoring period.

3. Isolate infiltration and inflow (1/I) and run analyses pertaining to I/I response levels.

1.2 Flow Monitoring Sites
Open -channel flow monitoring sites are identified from the manholes where the flow monitors were secured and the pipelines in which the flow sensors were placed. Pump station flow monitoring measured flows into the pump station wet wells. Capacity analysis and flow rate information is presented on a site - by -site basis. The flow monitoring site locations were selected and approved by the City and AEG.

Information regarding the flow monitoring locations is listed in Table 1-1. Figure 1-1 illustrates the flow monitoring locations. Detailed descriptions of the individual flow monitoring sites, including photographs, are included in Appendix A.

1.3 Flow Monitoring Basins
Flow monitoring site data may include the flows of one or many drainage basins. Flow monitoring basins are localized areas of a sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. The basin refers to the ground surface area near and enclosed by the pipelines. A basin may refer to the entire collection system upstream from a flow meter or may exclude separately monitored basins upstream, requiring basin isolation (subtraction of upstream flows). One of the primary issues that arises as a result is that it is necessary to subtract flows in order to isolate basins. For more details on problems that arise from subtraction of flows, see Section 2.4 Measurement Error and Uncertainty.

Information regarding the isolated flow monitoring basins are summarized in Table 1-2 and illustrated in Figure 1-2.
3 Initially 13 sites and 9 pump stations were planned for installation; however, Olivewood LS was not accessible during installation. V&A and AEG instead installed equipment at Fairway Canyon LS ("added as Site 14"). Mid -study, and before the March 12, 2020 rain event, Olivewood was made accessible, and V&A/AEG was able to collect data from Site 13 Olivewood LS. `V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 11 264

Introduction
Item 4.

Table 1-1. List of Monitoring Locations
Monitoring
Site
Structure
Monitored
Pipe
Pipe
Dia.

FM -01
SSMH01061
North Inlet
24 Cherry Avenue north of Mary Lane
FM -02
SSMH01725
West Inlet
30 Veile Avenue north of West 4th Street
FM -03
SSMH00381
West Inlet
24 California Avenue north of East 1st Street
FM -04
SSMH00450
North Inlet
57 East 6th Street east of Illinois Avenue
FM 05
Four Seasons LS
Highland Springs, 320 feet south of Breckenridge
Ave
FM -06
Seneca Springs LS
Potrero Blvd and Seneca Springs Blvd
FM -07
Marshall Creek LS
Northwest end of Ring Ranch Road
FM 08
Noble Creek LS
Northbound 1-10 off -ramp to Oak Valley Parkway, 265
feet south of Oak Valley Pkwy
FM -09
Industrial Park LS
Off road, 540 feet south of end of Risco Circle
FM -10
Upper Oak Valley LS
Oak Valley Parkway, 0.48 miles west of Apron Lane
FM -11
Lower Oak Valley LS
Palmer Avenue, 300 feet west of Morris Street
FM -12
Beaumont Mesa LS
Potrero Blvd, just south of Costello Way
FM 13
Olivewood LS
Northwest end of 0livewood Gated Community, off of
Costello Way _
FM -14
Fairway Canyon LS
Northwest end of Crenshaw Street
Table 1-2. Isolated Flow Monitoring Basins
Size
Basin (Acres)
Pipe
Length
(IDM)
Basin Flow Equation
1 459

54.4 = QFM-o1
2 1148
285.2
= QFM-02 - QFM-07
3 581
165.9
= QFM-03 - QFM-01 - QFM-04
4 1230
301.9
= QFM-04
5 869
152.6
= QFM-05
6 417

88.3 = QFM-06
7 136

35.8 = QFM-07 - QFM-08
8 1212
164.6
= QFM-08
9 63

26.2 = QFM-09
10 927
164.2
= QFM-10 - QFM-11
11 644
104.3
= QFM-11 - QFM-14
12 0.8

1.3 = QFM-12 - QFM-10 - QFM-13
13 312

55.3 = QFM-13
14 108

18.8 = QFM-14
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 12 265

Introduction
Item 4.

Fairway
Canyon Lower- Oak
Valley
R{L
• ,Mami:lor>c r.'r
hlorortg0
Go CAA..

Lipper Oak
Valley
glivewood ■
•
1';„ er.r tyi
ADLANDS `,+4-_ (
pill
f }
�+r.10,.J. fW_ w fad ! r{ # r,s.

T f!L. •ir '+
7 _./
r '7'j �' f`r �•%" ;r 1
-
Orchard St
Vireurd St
2 SAN GOR_GUiNIO
7 Oak Valley
Gg If
Noble Crec
61001.5lde Ave
jO
.. a
Q]
O• v ley P y
Marshaii
Creek
2 PASS
Legend
• FM Sites
■ Lift Stations
Li -Kell- Si
FM -01
•
1,3ugar Way
y r= a v
Q L. ` d
L
4 r FM'` -04
Industrial
FM'=02Jmont a _ __ St
Pak 5t FM -03 Vdlaq•
■ Seneopmer . .5i.,
1-.r,, • 1st st
-Springs
r■ler(i Lard < t.

C Cr
V.

FourSeasons
x
Figure 1-1. Map of Flow Monitoring Sites
Figure 1-2. Map of Flow Monitoring Basins
1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 13 266

Methods and Procedures
Item 4.
2 Methods and Procedures

2.1 Confined Space Entry
A confined space (Photo 2-1) is defined as any space that is large enough and so configured that a person can bodily enter and perform assigned work, has limited or restricted means for entry or exit and is not designed for continuous employee occupancy. In general, the atmosphere must be constantly monitored for sufficient levels of oxygen (19.5% to 23.5%), and the presence of hydrogen sulfide (H2S) gas, carbon monoxide (CO) gas, and lower explosive limit (LEL) levels. A typical confined space entry crew has members with OSHA -defined responsibilities of Entrant, Attendant, and Supervisor. The Entrant is the individual performing the work. He or she is equipped with the necessary personal protective equipment needed to perform the job safely, including a personal four -gas monitor (Photo 2-2). If it is not possible to maintain line -of -sight with the Entrant, then more Entrants are required until line -of -sight can be maintained. The Attendant is responsible for maintaining contact with the Entrants to monitor the atmosphere using another four -gas monitor and maintaining records of all Entrants if there is more than one. The Supervisor is responsible for developing the safe work plan for the job at hand prior to entering.

Photo 2-1. Confined Space Entry
Photo 2-2. Typical Personal Four -Gas Monitor
-41 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 14 267

Methods and Procedures
Item 4.

2.2 Flow Meter Installation
V&A installed twenty-one (21) Isco 2150 and Hach 902 flow meters for temporary monitoring within the collection system. Both types of meters use submerged sensors with a pressure transducer to collect depth readings and an ultrasonic Doppler sensor to determine the average fluid velocity. The ultrasonic sensor emits high -frequency sound waves, which are reflected by air bubbles and suspended particles in the flow. The sensor receives the reflected signal and determines the Doppler frequency shift, which indicates the estimated average flow velocity. The sensor is typically mounted at a manhole inlet to take advantage of smoother upstream flow conditions. The sensor may be offset to one side to lessen the chances of fouling and sedimentation where these problems are expected to occur. Manual level and velocity measurements were taken during the installation of the flow meters and again when they were removed and compared to simultaneous level and velocity readings from the flow meters to ensure proper calibration and accuracy. Figure 2-1 shows a typical installation for a flow meter with a submerged sensor.

Figure 2-1. Typical Installation for Isco 2150 Flow Meter with Submerged Sensor -41
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 15 268

Methods and Procedures
Item 4.

2.3 Flow Calculation
Data retrieved from the flow meters were placed into a spreadsheet program for analysis. Data analysis includes data comparison to field calibration measurements, as well as necessary geometric adjustments as required for sediment (sediment reduces the pipe's wetted cross-sectional area available to carry flow).

Area -velocity flow metering uses the continuity equation, Q=v•A=v• (AT — As)
where Q: volume flow rate
v: average velocity as determined by the ultrasonic sensor A: cross-sectional area available to carry the flow
Ar: total cross-sectional area with both wastewater and sediment As: cross-sectional area of sediment.

For circular pipe,
AT=
D2
—cos '
4 it _ 2dW �1
D
rr D 2 W 2/
i
sin cos -1
D2 2d `1 'D �Dsin cos-'
As= cos ' 1— s — --d —
s— 4 D �] 2 s/ 2/
where dw: distance between wastewater level and pipe invert ds: depth of sediment
D: pipe diameter
r1 2dW
D //J
(1 2ds
D
-41 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 16 269

Methods and Procedures
Item 4.

2.4 Measurement Error and Uncertainty
For traditional engineering applications, measurement "error" is explained as a difference between a computed, estimated, or measured value and the generally accepted true or theoretically correct value.

It can also be thought of as a difference between the desired and the actual performance of equipment.

For equipment, error is usually expressed as a percentage relative to accuracy (i.e., "...the velocity sensor has an accuracy of ±2% of the reading...").

However, for this study and flow monitoring applications, the cause of the measurement difference is important and a distinction will be made between the equipment not performing to industry standards ("error") and expected inaccuracies ("uncertainty") associated with monitoring technology limitations.

Gauging "error" occurs when the equipment is not performing to industry standards. This can occur as a result of the following common categories of conditions that can be encountered at a wastewater monitoring site.
• Malfunctioning equipment (i.e. a sensor is damaged, battery life ends, or a desiccant canister becomes saturated)
• Improper equipment choice or maintenance (i.e. the selected gauging equipment technologies are incompatible with hydraulic conditions within the sewer, or excessive gravel deposits are allowed to accumulate around the sensors without being removed) • Improper equipment calibration (i.e. depth and/or velocity measurements are incorrectly taken within the sewer, or equipment is allowed to drift out of calibration) • Field conditions within the sewer, (i.e. foaming at the water surface that "blinds" an ultrasonic depth sensor, or toilet paper catching and accumulating on a combination sensor, blinding the acoustic Doppler velocity meter)
For flow monitoring applications, gauging "uncertainty" is used to describe and quantify the expected inaccuracies that result from the limitations of the technologies that utilize indirect measurements to quantify wastewater flow.

It is important to try and install flow meters in "ideal" flow conditions. Ideal flow conditions are generally defined by as laminar flow in a straight -through, constant -slope pipeline with no disturbances (elbows, tees, hydraulic shifts, etc.) 10 diameters upstream and 5 diameters downstream from the flow monitoring location. If ideal flow conditions are met, then an expected uncertainty of final flow calculation from an open -channel flow meter may be approximately ±5%. For many situations, ideal flow conditions cannot be met and uncertainties increase.

2.4.1 Flow Addition versus Flow Subtraction
Due to the uncertainties involved in subtracting flows of similar magnitudes, the addition of flows at multiple monitoring sites is usually preferred over subtraction of flows. Subtraction becomes an issue especially when the flow difference from the subtraction falls within the measurement uncertainty range of the two larger flow data sets (i.e. subtracting a large flow from another large flow to obtain a small difference).

This concept is best demonstrated per the following example:

1. Meter A measures 2.00 MGD of flow and has an expected uncertainty of ±5%, thus the uncertainty range of the flow measurement is ±0.10 MGD.

F V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 17 270

Methods and Procedures
Item 4.

2. Meter B measures 2.50 MGD of flow and has an expected uncertainty of ±6%, thus the uncertainty range of the flow measurement is ±0.15 MGD.

3. Meter C measures 0.50 MGD of flow and has an expected uncertainty of ±8%, thus the uncertainty range of the flow measurement is ±0.04 MGD.
• Scenario 1 - Flow Addition
■ Meter A + Meter B = 2.00 MGD (±0.10) + 2.50 MGD (±0.15) = 4.50 MGD (±0.25) ■ Overall uncertainty = ±0.25 / 4.50 = ±5.6%
■ For flow addition, the final uncertainty is essentially a weighted average of the component uncertainties.
• Scenario 2 - Flow Subtraction, Large Flow less Small Flow • Meter B - Meter C = 2.50 MGD (±0.15) - 0.50 MGD (±0.04) = 2.00 MGD (±0.19) • Overall uncertainty = ±0.19 / 2.00 = ±9.5%
• For flow subtraction, the final uncertainty will always be greater than the component uncertainties.
• When subtracting a small flow from a large flow, the resulting uncertainties can still be manageable.
• Scenario 3 - Flow Subtraction, Large Flow less a similarly Large Flow • Meter B - Meter A = 2.50 MGD (±0.15) - 2.00 MGD (±0.10) = 0.50 MGD (±0.25) • Overall uncertainty = ±0.25 / 0.50 = ±50%
• When subtracting a similarly sized flow rates, the resulting uncertainties may not be manageable. In this example, an uncertainty of ±50% may be considered unacceptable for confident analyses.

Scenario 3 is a very "real -world" situation. The uncertainties for Meter A and Meter B are extremely reasonable (indeed, most flow monitoring service providers would be extremely pleased with true meter uncertainties of ±5% to ±6%). However, the reality of the math is clear and the above example demonstrates the concept of flow subtraction and compounding or inflating uncertainty ranges.

The following points are emphasized in relation to the items of this section:
• For subtraction of flows, the overall uncertainty can be an inflated value that far exceeds the component uncertainties.
• The smaller the resultant flow from the subtraction equation, the larger the percentage uncertainty.
• Whenever possible, basins flows should be directly measured, rather than calculated as a subtraction of two or more flow meters.
• If flow subtraction cannot be avoided, it is better to have the magnitudes of the component flows be as dissimilar as possible.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 18 271

Methods and Procedures
Item 4.

2.5 Average Dry Weather Flow Determination
For this study, four distinct average dry weather flow curves were established for each site location:
■ Mondays - Thursdays
■ Fridays
■ Saturdays
■ Sundays
Flows for many sites differ on Friday evenings compared to Mondays through Thursdays. Starting around 7 pm, the flows are often decreased (compared to Monday through Thursday). Similarly, flow patterns for Saturday and Sunday were also separated due to their unique evening flow pattern. This type of differentiation can be important when determining I/1 response, especially if a rain event occurs on a Friday, Saturday, or Sunday evening.

Figure 2-2 illustrates a sample of varying flow patterns within a typical dry week.

6.0 5.0

1.0 0.0
Mon -Thu
Friday Saturday Sunday I
00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00 Hour
Figure 2-2. Sample ADWF Diurnal Flow Patterns
ADWF curves are taken from "Dry Days" when RDI had the least impact on the baseline flow. The overall average dry weather flow (ADWF) was calculated per the following equation:
4\
ADWF = ADWF Mon —Thu x —
7i
1 1 1�
+ ADWF Fri x— + ADWF sur x— + ADWF sun X
7, 7, 7i
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 19 272

Methods and Procedures
Item 4.

2.6 Flow Attenuation
Flow attenuation in a sewer collection system is the natural process of the reduction of the peak flow rate through redistribution of the same volume of flow over a longer period of time. This occurs as a result of friction (resistance), internal storage and diffusion along the sewer pipes. Fluids are constantly working towards equilibrium. For example, a volume of fluid poured into a static vessel with no outside turbulence will eventually stabilize to a static state, with a smooth fluid surface without peaks and valleys. Attenuation within a sanitary sewer collection system is based upon this concept. A flow profile with a strong peak will tend to stabilize towards equilibrium, as shown in Figure 2-3.

Time
Volume X = Volume Y
Time
Figure 2-3. Attenuation Illustration
Time
Within a sanitary sewer collection system, each individual basin will have a specific flow profile. As the flows from the basins combine within the trunk sewer lines, the peaks from each basin will (a) not necessarily coincide at the same time, and (b) due to the length and time of travel through the trunk sewers, peak flows will attenuate prior to reaching the treatment facility. The sum of the peak flows of the individual basins within a collection system will usually be greater than the peak flows observed at the treatment facility.
-41 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 20 273

Methods and Procedures
Item 4.

2.7 Inflow / Infiltration Analysis: Definitions and Identification Inflow and infiltration (1/I) consists of storm water and groundwater that enter the sewer system through pipe defects and improper storm drainage connections and is defined as follows:

2.7.1 Inflow / Infiltration Analysis: Definitions and Identification • Inflow: Storm water inflow is defined as water discharged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard and area drains, holes in manhole covers, cross -connections from storm drains, or catch basins. • Infiltration: Infiltration is defined as water entering the sanitary sewer system through defects in pipes, pipe joints, and manhole walls, which may include cracks, offset joints, root intrusion points, and broken pipes.

Figure 2-4 illustrates the possible sources and components of I/I.

Typical Sources of 1 & 1

INFLOW IN RED

IINFILTRATION IN RLLUF
Faulty Lateral Connection
to San itary Sewer
Figure 2-4. Typical Sources of Infiltration and Inflow
Ditiwn=pout 1
oOnnEcled �
to Lateral
Rrea Drain
connected
to Lateral
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 21 274

Methods and Procedures
Item 4.

2.7.2 Infiltration Components
Infiltration can be further subdivided into components as follows:
• Groundwater Infiltration: Groundwater infiltration depends on the depth of the groundwater table above the pipelines as well as the percentage of the system submerged. The variation of groundwater levels and subsequent groundwater infiltration rates is seasonal by nature. On a day-to-day basis, groundwater infiltration rates are relatively steady and will not fluctuate greatly.
• Rainfall -Dependent Infiltration: This component occurs as a result of storm water and enters the sewer system through pipe defects, as with groundwater infiltration. The storm water first percolates directly into the soil and then migrates to an infiltration point. Typically, the time of concentration for rainfall -related infiltration may be 24 hours or longer, but this depends on the soil permeability and saturation levels.
• Rainfall -Responsive Infiltration is storm water which enters the collection system indirectly through pipe defects, but normally in sewers constructed close to the ground surface such as private laterals. Rainfall -responsive infiltration is independent of the groundwater table and reaches defective sewers via the pipe trench in which the sewer is constructed, particularly if the pipe is placed in impermeable soil and bedded and backfilled with a granular material. In this case, the pipe trench serves as a conduit similar to a French drain, conveying storm drainage to defective joints and other openings in the system. This type of infiltration can have a quick response and graphically can look very similar to inflow.

2.7.3 Impact and Cost of Source Detection and Removal
• Inflow:
• Impact: This component of I/I creates a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows. Because the response and magnitude of inflow is tied closely to the intensity of the storm event, the short-term peak instantaneous flows may result in surcharging and overflows within a collection system. Severe inflow may result in sewage dilution, resulting in upsetting the biological treatment (secondary treatment) at the treatment facility.
• Cost of Source Identification and Removal: Inflow locations are usually less difficult to find and less expensive to correct. These sources include direct and indirect cross -connections with storm drainage systems, roof downspouts, and various types of surface drains.

Generally, the costs to identify and remove sources of inflow are low compared to potential benefits to public health and safety or the costs of building new facilities to convey and treat the resulting peak flows.
• Infiltration:
• Impact: Infiltration typically creates long-term annual volumetric problems. The major impact is the cost of pumping and treating the additional volume of water, and of paying for treatment (for municipalities that are billed strictly on flow volume). • Cost of Source Detection and Removal: Infiltration sources are usually harder to find and more expensive to correct than inflow sources. Infiltration sources include defects in deteriorated sewer pipes or manholes that may be widespread throughout a sanitary sewer system.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 22 275

Methods and Procedures
Item 4.

2.7.4 Graphical Identification of I/I
Inflow is usually recognized graphically by large -magnitude, short -duration spikes immediately following a rain event. Infiltration is often recognized graphically by a gradual increase in flow after a wet -weather event. The increased flow typically sustains for a period after rainfall has stopped and then gradually drops off as soils become less saturated and as groundwater levels recede to normal levels. Realtime flows were plotted against ADWF to analyze the I/I response to rainfall events. Figure 2-5 illustrates a sample of how this analysis is conducted and some of the measurements that are used to distinguish infiltration and inflow. Similar graphs were generated for the individual flow monitoring sites and can be found in Appendix A.

1.20 1.00 -
FT' 1r17111'
—0.80-
Inflow: Sharp spike response to rainfall
3 0.60 -
u.

0.40 -

0.20 -

0.00 t0 N. co
r
N N N
1 0 '+
- N
.- N N N
• 1 N N .Nr
Total 1/1- all 1/1 attributable to rainfall (shaded orange) Figure 2-5. Sample Infiltration and Inflow Isolation Graph

2.7.5 Analysis Metrics
After differentiating I/I flows from ADWF flows, various calculations can be made to determine which I/I component (inflow or infiltration) is more prevalent at a particular site and to compare the relative magnitudes of the I/I components between drainage basins and between storm events:
n� 0.0
lipiPeak I/1: inflow indicator and used to
compare and rank basins
-
Ol

0.1 0.2
El

0.6 0.8
RDI Infiltration: sustained response _
24+ hours after rainfall ends
• Inflow - Peak I/I Flow Rate: Inflow is characterized by sharp, direct spikes occurring during a rainfall event. Peak I/I rates are used for inflow analysis. 4 • Groundwater Infiltration (GWI): GWI analysis is conducted by looking at minimum dry weather flow to average dry weather flow ratios and comparing them to established standards to quantify the rate of excess groundwater infiltration.
• Rainfall -Dependent Infiltration (RDI): RDI Analysis is conducted by looking at the infiltration rates at set periods after the conclusion of a storm event. Depending on the particular 4 1/1 flow rate is the real time flow less the estimated average dry weather flow rate. It is an estimate of flows attributable to rainfall. By using peak measured flow rates (inclusive of ADWF), the 1/1 flow rate would be skewed higher or lower depending on whether the storm event 1/1 response occurs during low -flow or high -flow hours. `V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 1 23 276

Methods and Procedures
Item 4.
collection system and the time required for flows to return to ADWF levels, different periods may be examined to determine the basins with the greatest or most sustained rainfall -dependent infiltration rates.
• Combined I/I: The combined inflow and infiltration is measured in gallons per site and per storm event. Because it is based on combined I/I volume, it is used to identify the overall volumetric influence of I/I within the monitoring basin.

2.7.6 Normalization Methods
There are three ways to normalize the I/I analysis metrics for an "apples -to -apples" comparison amongst the different drainage basins:
• per-ADWF: The metric is divided by the established average dry weather flow rate and typically expressed as a ratio. Peaking Factors are examples of using ADWF to normalize data from different sites.
• per-IDM: The metric is divided by length of pipe (IDM [inch -diameter mile]) contained within the upstream basin. Final units typically are gallons per day (gpd) per IDM. • per -ACRE: The metric is divided by the acreage of the upstream basin. Final units typically are gallons per day (gpd) per ACRE.

The infiltration and inflow indicators were normalized by all methods in this report and these results will be shown in the following I/I analysis results sections. For the purposes of basin rankings, however, only the per -ACRE normalization method will be used. This is due to some amount of uncertainty regarding the true IDM and ACRE measurements for some basins:
• Basin 13 (Olivewood LS): The entirety of the housing division has been included for IDM and ACRE measurements; however, it appears that this development is only 15% to 20% occupied and there is still much construction occurring. The safest metric for normalization in this case is the ADWF measurement.
• Basin 09 (Industrial LS): Given the industrial nature of this location and sporadic flows, it was uncertain if the IDM and ACRE measurements were representative of this basin. The safest metric for normalization in this case is the ADWF measurement.

It is noted that construction repairs and I/I reduction and mitigation methods are most typically priced on pipe length basis. The reviewing engineer may wish to review the rankings made in this report and consider the IDM metric when making CIP decisions.

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 24 277

Results and Analysis
Item 4.
3 Results and Analysis

3.1 Rainfall
V&A captured rainfall data from publicly available private weather stations (PWS5), allowing for good coverage over the flow monitoring area. Rain gauge locations are shown in Figure 3-1. wostiti
A Rain Gauge
r,-
• .I,! ...let nor,OAgo Goll,Club 61
+A @i Tjukve .0 Lyon
rr"Te,:-.,e.'',,t.i,..ir,I .r

1.--;4'' '..:7';'-' / iiiiii
z..' fir' ,-1. _
NW
0'74 tj
North
A
Central
I �1 ‘1{'ham
J�. --, � �� ate r•
t 7.
!;,11.1.4,! � `r ate%` y Me• • °-1.- r .
m
A
NE
Allis
East
qy
AIL
Beaumont eanm Pam.n
Walmarl Supercenler Q
SE A
r1 - t ii
. r . .

QSun Lakes Co
Club HOA
Figure 3-1. Map of Rain Gauge Locations
Figure 3-2 shows the rainfall during the flow monitoring period, averaged between the six rain gauges.

Table 3-1 summarizes the rainfall that fell for all rain gauges for key rainfall events and overall for the flow monitoring period. Figure 3-3 shows the rain accumulation plot versus historical average6 period rainfalls for these same six rain gauges; rainfall for this study was approximately 2.5 times higher than historical normal precipitation for the days of the flow monitoring period. 5 National Oceanic and Atmospheric Administration (NOAA) Citizen Weather Observer Program (CWOP) members send datat from their PWS to the NOAA MADIS server; the data undergoes quality checking and then is distributed. While V&A has no direct control over the rain gauges, V&A performs additional QA/QC on the data to ensure its suitability for use. 6 Historical data taken from the WRCC (Station 040409 in Beaumont): http://www.wrcc.dri.edu/summary/climsmsca.html V&A
19-0280 1 City of Beaumont 1 2020 Flow Monitoring 1
25 278

Results and Analysis
Item 4.
u_
CO
N
Table 3-1. Summary of Rainfall
Dates
Avg. Northwest North Northeast Central East Southeast
February 22/23, 2020 0.80

0.54 0.76

0.97 0.72

0.82 1.01
March 9/10, 2020

1.49 1.75

1.92 1.10

1.36 1.47

1.36 March 12/13, 2020 3.92

3.76 4.39

3.88 4.04

4.20 3.26
March 16 - 23, 2020 2.55 2.46 3.19 2.43 2.73 2.14 2.34
April 6/7/8, 2020 4.18

3.96 4.62

3.64 4.43

4.46 3.96
Period Total: 13.18

12.71 15.15

12.30 13.53

13.34 12.06

1.00 0.80
0 t
y 0.60

0. m
t
c 0.40
CC

0.20 0.00
Total Rainfall over Period: 13.18 inches

1.49 3.92
inches
inches

0.80 inches
1-1--t inch
1 4.1
s
r
inches

2.55 � � � � _o m m m m m m m m m m m m m m m mQQQQ
u-
LL U
N cm
N N
L
N
L
N
7 C) L()
r` r
22227222
C) Li/ r- (3) C) L() N-

N N N N
7 N C)
N
Figure 3-2. Rainfall during Flow Monitoring Period - Average of Beaumont Rain Gauges 16 15
14 13
12 11
y 10
0 9
8 = 7
¢ 6
5 4
3 2
1 0
Northwest North Northeast - Central East
4 O
Southeast Historical Average
,i,
_CI _CI _CI _CI
L CD
a) LID LLIll U
O N 4 O

N N N N
Figure 3-3. Rainfall Accumulation Plot
as as as
r () U)
ID
2 CO CO CO CO CO CO CO CO CO CO CO CO a a a a
O r C) C) N 4 O 0h

N N N N N C)

15.15 13.53

13.34 12.71

12.30 12.06

5.30 1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring l 26 279

Results and Analysis
Item 4.

3.1.1 Regional Rainfall Event Classification
It is important to classify the relative size of a major storm event that occurs over the course of a flow monitoring period7. Rainfall events are classified by intensity and duration. Based on historical data, frequency contour maps for storm events of given intensity and duration have been developed by the NOAA for all areas within the continental United States (Figure 3-4).

SANTA BARBA

BARSTOW
SANTA MONICA `�,

CALIFORNIA
- RIVE SIDE
LONG BE4CH.

Isopluvials of 10 -year 24 -hour precipitation in inches • 0.70 - 1.0004.01 - 5.0008.01 -9.00 X12.01 -13.00 +
X1.01 -2.00❑5.01 -6.00 9.01 -10.00 013.01 -14.00 '
. 2.01 - 3.0006.01 -7.00 10.01 -11.00❑14.01 -14.53
O 3.01 -4.0007.01 -8.00 11.01 - 12.00
Figure 3-4. NOAA Southern California Rainfall Frequency Map Beaumont
ALA ••INGS •
For example, the NOAA Rainfall Frequency Atlas8 classifies a 10 -year, 24 -hour storm event at the `Central' rain gauge location as 4.21 inches. This means that in any given year, at this specific location, there is a 10% chance that 4.21 inches of rain will fall in any 24 -hour period.

From the NOAA frequency maps, for a specific latitude and longitude, the rainfall densities for period durations ranging from 1 hour to 60 days are known for rain events ranging from 1 -year to 100 -year intensities. These are plotted to develop a rain event frequency map specific to each rainfall monitoring site. Superimposing the peak measured densities for the rainfall events on the rain event frequency plot determines the classification of the rainfall event.

Figure 3-5 and Figure 3-6 illustrate the rain event classification plots at the Central Rain Gauge for both short- term and long-term rainfall, respectively. On these plots, for example, the March 12/13 rainfall event was classified as a 25 -year, 3 -hour rainfall event and the 30 -day period from March 10 to April 9 was classified as a 10 -year, 30 -day event.
7 Sanitary sewers are often designed to withstand 1/1 contribution to sanitary flows for specific -sized "design" storm events. 8 NOAA Western U.S. Precipitation Frequency Maps Atlas 14, Volume 6, 2011:
ftp://hdsc.nws.noaa.gov/pub/hdsc/data/sw/ca10y24h.pdf
-111 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 27 280

Results and Analysis
Item 4.
1 -hr
2 -hr
3 -hr
6 -hr
12 -hr
Table 3-2 summarizes the classifications for the main storm events of this study at each rain gauge location. The highest classification for all rain gauges was a three-hour period (from approximately 1:15 pm to 4:15pm) on March 12, 2020. Figure 3-7 illustrates this classification regionally.

X3/9/20 - 3/10/20
X3/12/20 - 3/13/20
-1-3/22/20 - 3/23/20
4/6/20 - 4/8/20
Figure 3-5. Short -Term Rainfall Event Classification - Central Rain Gauge Inches of Rain
14 12
10 8
6 4
2 0
1 -day
10 5
2 1
24 -hr
-- — Season
erg
at
5 etrFr
♦♦♦
♦
• •
2 3 4
7 -day
10 -day
15 -day
Figure 3-6. Long -Term Rainfall Event Classification - Central Rain Gauge 20 -day
10 5
2 1
30 -day
-41
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 28 281

Results and Analysis
Item 4.

Table 3-2. Rainfall Event Classification
Northwest 1.1 -year, 12 -hr 30 year, 3 -hour

3.5 -year, 24 -hr
March 22/23
< 1 -year
April 6/7/8
2 -year, 12 -hour

1.6 -year, 24 -hr
March 10 - April 9,
2020
8 -year, 30 -day
35 -year, 3 -hour
North 1 -year, 12 -hour
4 -year, 24 -hour
2 -year, 3 -hour

2.5 -year, 12 -hr

1.9 -year, 24 -hr
15 -year, 30 -day
Northeast < 1 -year
15 -year, 3 -hour

1.6 -year, 24 -hr
< 1 -year
< 1 -year 4.5 -year, 30 -day
Central < 1 -year
25 -year, 3 -hour
3 -year, 24 -hour
< 1 -year
3 -year, 12 -hour

1.8 -year, 24 -hr
10 -year, 30 -day
East < 1 -year
35 -year, 3 -hour
3 -year, 24 -hour
< 1 -year

2.2 -year, 12 -hr

1.8 -year, 24 -hr
8 -year, 30 -day
Southeast < 1 -year
25 -year, 3 -hour

1.8 -year, 24 -hr
< 1 -year
2 -year, 12 -hour

1.1 -year, 24 -hr
6 -year, 30 -day
Figure 3-7. March 12 Peak Storm Event Classification (per rain gauge, duration = 3 -hours) V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 29 282

Results and Analysis
Item 4.

3.1.2 Rain Gauge Triangulation Distribution
The rainfall affecting the sanitary sewer collection system basins must be calculated based on the proximity to the rain gauge locations. The mean precipitation for each site's upstream basin was calculated by taking data from the rain gauges and using the inverse distance weighting (IDW) method.

IDW is an interpolation method that assumes the influence of each rain gauge location diminishes with distance. The center of an upstream basing is identified, and a weighted triangulated average is taken of the precipitation data from nearby rain gauge locations.

The IDW function is as follows:
weight(d) =
where: d = distance p = power (p > 0)
The value of p is user defined. The most common choice for hydrological studies of watershed areas is p = 2.

Figure 3 6 illustrates the IDW method with sample data. The rain gauge distribution as calculated for each flow monitoring basin is shown in Table 3-3.
8ecicMyy �
Same a*taAndSaniIe
}enatte �r
¢ Fore.
'
.17
Rain Gauge A 5
vetteV
Pu�10 Rya
Yta0°as St
narlen
Park
pub Pve �'
Ry® s Basin Centroid
P
R ORK PYe

2.17 miles too
wesnreed
HII15 Park
Basin Boundary
Hdhop
Pine Si
Etn
xo:
c

1.75 miles
�r''
SI .�5�
21 2nd Si
t7pr. C. 3:Q St pal
Rain Gauge
Rain Gauge A
Rain Gauge B
Totals
Figure 3-8. Rainfall Inverse Distance Weighting Method
3fA �
cite( st
Rain Gauge B
121
SL ��
Distance

2.17 1.75
E sv_$ st
E
µO)H
Gamgary
COQ
:146149 Nd

0.2124

0.3265

0.5389
Weight

39.4%

60.6%
100%
9 Note that the full basin upstream of the site was used instead of the isolated basins as the rain data will be compared to the flow at each site
`V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 1 30 283

Results and Analysis
Item 4.

Table 3-3. Rain Gauge Distribution per Monitoring Site
Site Northwest North Northeast Central East Southeast
FM -01
0%

2.1%

92.8%
0%

5.2%
0%
FM -02

1.7% 36.9%

2.6% 26.2%

31.5% 1.1%
FM -03 0% 0.4% 30.5% 13.9% 47.4% 7.8%
FM -04 0% 0% 21.8% 12.8% 56.0% 9.4%
FM -05 0% 0% 0% 0.7% 0.9% 98.4%
FM -06 0% 0% 0% 6.9%

7.5%

85.6%
FM -07

3.1%

63.9%

2.2% 23.7%

7.1%
0%
FM -08

3.5%

71.0%

2.4% 15.2%

7.9%
0%
FM -09 12.6% 0% 0% 75.0% 0% 12.4%
FM -10 83.8% 12.1% 0% 4.1% 0% 0%
FM -11 100.0% 0% 0% 0.0% 0% 0%
FM -12 82.3% 10.2% 0% 7.6% 0% 0%
FM -13 74.0% 0% 0% 26.0% 0% 0%
FM -14 100.0% 0% 0% 0% 0% 0%
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring l 31 284

Results and Analysis
Item 4.

3.2 Flow Monitoring: Average Dry Weather
For this study, two sets of average dry weather flow (ADWF) curves were established due to the advent of "shelter -in -place" (SIP) order for Covid-19. There were generally three time -periods during this study, as detailed below and shown in Figure 3-9.
an
E
0 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
I Significant
• Realtime 0 Rainfall - Baseline n Rainfall
°u
Transition
� _ Pre -SIP
■ U1i■iIIIE■_! 11 11
N 01 r-1 m V1 N 01 N cr 00 0 N cr 00 - N cr 00 0 m Ln N r-1 r-1 N N N N N L L L L r-1 r-1 r-1 r-1 %-1 N N N N m t t t t t t t t -c-c Post-SIP
L L L L L L L L le e L, u u u u u u u u u
MM MM M 3 3 2 2 2 2 l0 M fg l0 l0 SS COW
f0 f0
IL IL IL U. IL IL IL
Official State
Exec. Order
Figure 3-9. Shelter -in -Place Illustration (FM -07 [Marshall Creek LS] flows shown) a a a

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 1. Pre -SIP: Sets of ADWF curves were established during "typical" dry days prior to SIP and can be used for modelling purposes.

Rainfall (inches)

2. Transition period: On March 13, schools were closed statewide. Although "Shelter -in -Place" was officially announced on March 20, 2020, it is clear from the flow monitoring data that people were already transitioning (in terms of sewage) towards SIP behavior starting from March 13. Saturday, March 14, was already a transition day, and by Sunday, March 15, people were mostly in SIP mode.

The true predicted ADWF curves during the transition period would be speculative at best. When looking at the transition period, the safer analyses would be to review I/I response during the early - morning hours when human behavior is more predictable. However, even during this period, we are observing more flows from midnight to 3 am hours, presumably people shifting schedules and working late.
• The main large rainfall event (March 12) occurred prior to the transition period when ADWF curves were still generally stable. I/I analyses for three different rain events were analyzed and shown in the Appendix; however, the March 12 I/I analyses was used for the ranking metrics later in this report.

3. Post -SIP: Second sets of ADWF curves were established during "typical" dry days post -SIP and were used for I/I analysis that occurred during the transition period and during the post -SIP period (April 6/7/8).

V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 32 285

Results and Analysis
Item 4.

There were clear differences in ADWF patterns and volumes before and after the 'shelter -in -place' order. Daily peaks are delayed by 1-2 hours and without the sharp early -morning peak.

Figure 3-10 shows the sets of pre -SIP ADWF, post -SIP curves for Site FM -07, and a direct comparison of the pre- and post -SIP curves for weekday diurnal patterns. Table 3-4 summarizes the dry weather flow data measured for this study. Figure 3-11 illustrates a flow schematic of the ADWF values (pre -SIP) for the flow monitoring sites of this study. ADWF curves for each site pre- and post -SIP can be found in Appendix A.

0.90 0.80

0.70 v 0.60
m
E 0.50
c 0.40

0.30 0.20

0.10 0.00

0.90 0.80

0.70 0.60
v 0.50
m
E 0.40
c 0.30
LL

0.20 0.10

0.00 v
nc
E
3 0
FM -07: Pre -SIP
+Mon -Thu
Friday --s-Saturday Sunday
/
00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00 FM -07: Post -SIP
00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00

0.80 0.70 -

0.60 -

0.50 -

0.40 -

0.30 -

0.20 0.10 -

0.00 FM -07: Pre/Post-SIP Comparison
Hour
Mon - Thurs (pre) [mgd] - Mon - Thurs (post) [mgd]
13 14
15 16
17 18 19 20
21 00 01 02 03 04 05 06 07 08 09 10 11 12
Hour
Figure 3-10. FM -07: pre -SIP and post -SIP Average Dry Weather Flow Curves with Comparison 22 23 00
-41
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 33 286

Results and Analysis
Item 4.

Table 3-4. Dry Weather Flow
Pre -SIP
ADWF
Sat
(mgd
n
0 SI
I - It.
°
FM -01

0.066

0.073

0.074

0.068

0.072

0.073

0.084

0.081

0.075
10%
FM -02

0.811

0.770

0.823

0.743

0.797

0.820

0.811

0.802

0.753

0.806
1%
FM -03

1.005

0.904

0.978

1.073

0.996

1.127

1.153

1.191

1.139

1.142
15%
FM -04

0.497

0.480

0.511

0.591

0.510

0.612

0.617

0.623

0.674

0.623
22%
FM -05

0.253

0.256

0.243

0.244

0.251

0.217

0.230

0.226

0.222

0.221
-12%
FM -06

0.140

0.145

0.156

0.170

0.147

0.142

0.144

0.145

0.158

0.145
-2%
FM -07

0.414

0.418

0.425

0.438

0.419

0.426

0.423

0.435

0.433

0.428
2%
FM -08

0.241

0.237

0.247

0.241

0.237

0.239

0.245

0.246

0.240
0%
FM -09

0.056

0.052

0.032

0.028

0.048

0.063

0.072

0.026

0.015

0.052
8%
FM -10

0.707

0.686

0.712

0.756

0.712

0.827

0.856

0.842

0.871

0.840
18%
FM -11

0.381

0.361

0.393

0.439

0.388

0.441

0.444

0.459

0.441

0.444
14%
FM -12

0.745

0.734

0.735

0.778

0.747

0.853

0.907

0.906

0.893

0.874
17%
FM -13

0.022

0.024

0.022

0.025

0.026

0.028

0.026
15%
FM -14

0.060

0.062

0.067

0.062

0.064

0.065

0.064

0.064
4%
FM -14
0062
l
FM -08

0.241
FM -07

0.419
FM -03

0.996
Figure 3-11. Average Dry Weather Flow Schematic
FM -01 0.068
FM -04
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring
34 287

Results and Analysis
Item 4.

3.3 Flow Monitoring: Peak Measured Flows / Pipeline Capacity Peak measured flows and the hydraulic grade line data (flow depths) are important to understanding the capacity limitations. The capacity analysis terms used in the text below are defined as follows:
• Peaking Factor: Peaking factor is defined as the peak measured flow divided by the average dry weather flow (ADWF). Peaking factors are influenced by many factors, including size and topography of the tributary area, flow attenuation, flow restrictions, and characteristics of I/I entering the collection system. Municipal standards for peaking factor vary agency by agency; the City should refer to jurisdictional standards when evaluating peaking factors10. For this study, peaking factors over 5.0 are highlighted RED.
• d/D Ratio: The d/D ratio is the peak measured depth of flow (d) divided by the pipe diameter (D). The d/D ratio for each site was computed based on the maximum depth of flow for the study. Standards for d/D ratio vary from agency to agency, but typically range between d/D <_

0.5 and d/D <_ 0.75. The City should refer to jurisdictional standards when evaluating d/D ratios. For this study, d/D ratios over 0.75 are highlighted ORANGE. Surcharged sites are highlighted RED.

Table 3-5 summarizes the peak flows, levels, d/D ratios, and peaking factors during the flow monitoring period. Capacity analysis data are presented on a site -by -site basis and represents the hydraulic conditions only at the site nodes; hydraulic conditions in other areas of the collection system will differ.

Table 3-5. Capacity Analysis Summary
Monitored
Site
ADWF Peak
pre -SIP A Measured
(mgd) Flow (mgd)
Peaking
Factor
Pipe Max Max Surcharge
Diameter, D Depth, d d/D above pipe
(in) (in) Ratio crown (ft)
FM -01 0.068 0.39 8 3.3 0.42 -
FM -02 0.797 1.97 2.5 24 4.1 0.17
FM -03 0.996 3.21 3.2 30 18.6 0.62
FM -04 0.510 1.57 3.1 21 6.8 0.33
FM -05

0.251 0.62

2.5 n/a n/a n/a n/a
FM -06

0.147 0.48

3.2 n/a n/a n/a n/a
FM -07

0.419 1.40

3.3 n/a n/a n/a n/a
FM -08

0.241 0.57

2.4 n/a n/a n/a n/a
FM -09 0.048 0.25 5.1
J
FM -10

0.712 1.76
n/a
n/a n/a n/a

2.5 n/a n/a n/a n/a
FM -11 0.388 0.87 2.2 n/a n/a n/a n/a
FM -12

0.747 1.94

2.6 n/a n/a n/a n/a
FM -13 0.022 0.070 3.1 n/a n/a n/a n/a
FM -14 0.062 0.12 2.0 n/a n/a n/a n/a
A Pre -SIP ADWF was used for this analysis.
0 WEF Manual of Practice FD -6 and ASCE Manual No. 62 suggests typical peaking factor ratios range between 3 and 4, with higher values possibly indicative of pronounced 1/1 flows. 41 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 35 288

Results and Analysis
Item 4.

Figure 3-12 shows bar graph summaries of the peaking factors and d/D ratios. Figure 3-13 shows the schematic diagram of the peak measured flows of the whole monitoring period, with peak flow levels shown for open -channel flow monitoring sites.

Peaking Factor
N m d' In D N 00 C 0 rI N m v
0 0 0 0 0 0 0 0 0 ,-I ,-I ,-I ,-I '-I

C C C C C C C C C C C C C L
Figure 3-12. Peaking Factors and Max d/D Ratios
0 r
m
cc
0 1.0

0.9 0.8

0.7 0.6

0.5 0.4

0.3 0.2

0.1 0.0
c -I N m V
0 0 0 0
-41
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 36 289

Results and Analysis
Item 4.

FM -11

0.866
I
FM -08

0.568
1 FM -07

1.400
Figure 3-13. Peak Measured Flow (Flow Schematic)
Legend
rSite Name
FM -01

1.034
PWWF in mgd
Water Level at Peak Flow
FM -01 0.388
Q
FM -04
-41 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 37 290

Results and Analysis
Item 4.

3.4 Inflow and Infiltration

3.4.1 Preface
I/I analyses are presented on a basin -by -basin basis. Items relevant to the analysis in this study are noted below and referenced in Figure 3-14:
• Basin 12: FM -12 (Beaumont Mesa LS) schematically operates as the sum of flow from FM -10 and FM -13; the isolated "Basin 12" does not have a substantial collection area and is not analyzable due to flow subtraction (see Section 2.4). Basin 12 will not be evaluated. • Pump Stations and Peak Flows: There are several pump stations within the collection system.

Basins downstream from ON/OFF (constant speed) pump stations are subject to attenuation (Section 2.6) and forced peak flows. Peak flows can be dampened due to being throttled while held in wet wells. Conversely, peak flows out of a pump station are typically higher than flows into a pump station and are strictly based on the pumping rates (not influent rates) from the pump station. Peak flows downstream from pump stations should be evaluated appropriately. • I/I Isolation: The I/I flow rate is the real-time flow less the estimated average dry weather flow rate (shown below as the RED line).
• Inflow: Inflow is usually recognized graphically by large -magnitude, short -duration spikes immediately following a rain event. The peak inflow rate is the highest spike in the isolated I/I hydrograph immediately following the evaluated rainfall event. • RDI: RDI is typically taken as the average I/I flow rate measured approximately 24 to 36 hours after the rainfall event has concluded. Throughout the region, for the rainfall events monitored, there was minimal RDI; systemwide, flows returned to near -baseline levels within 24 hours.

Basins 5 and 7 may have shown a hint of a sustained RDI component; however, n RDI analysis will not be made for this study. Given the scale of the rainfall events that occurred during this study, RDI does not appear to be an issue for the City. • Combined 1/I: the totalized volume (in gallons) of both inflow and RDI over the course of a rainfall event (shown below as the orange area).

4.5 4.0

3.5 0 3.(

2.5 0 2.0

1.5 1.0

0.5 0.0
Inflow/Infiltration r!Baseline Flow ORealtime Flow 01/1Isolated •Rain m
m
1 m
m
Total I/I
(area shaded orange)
At. u

0.00 0.10
- 0.20
c
- 0.30 ;
•co
cc
RDI near zero 24
hours post rain event
Figure 3-14. 1/1 Isolation, Site FM -03, March 12/13 Rainfall Event

0.40 .50

0.60 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 1 38 291

Results and Analysis
Item 4.

Inflow above Noise: For sites with clean and repeatable daily flow measurements, the peak I/I calculation is clear and straight -forward measurement (refer to FM -03 in Figure 3-14). However, for some sites the daily flows are more atypical and sporadic. This could be due to pump station operations (common in this study), or due to atypical usage (for example, FM -09, industrial usage). This can result in daily instantaneous spikes above the smoothed average dry weather flow curves. These spikes could be misinterpreted as inflow during a rainfall event, even if inflow is not prevalent. To account for this, the measured inflow can be evaluated against the typical daily spikes or `noise' on a site -by -site basis.

For example, for FM -10, a large component of the flows into the pump station are connected directly from upstream flow meter FM -11, the Lower Oak Valley Lift Station force main. The resulting spikes are obvious and occur daily; the exact timing is random and cannot be predicted (refer to Figure 3-15). During the March 12 storm event, there is also a clear inflow response. To best comparatively measure this inflow versus other flow monitoring sites, the inflow above expected noise is measured to prevent an exaggerated and misinterpreted inflow measurement.
1 Spikes due to noise
Inflow above Noise]
Inflow/Infiltration i!Baseline Flow ORealtime Flow OI/I Isolated ■Rain Figure 3-15. I/I Isolation, Site FM -10, March 12/13 Rainfall Event -41
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring 1 39 292

Results and Analysis
Item 4.

3.4.2 Inflow Results Summary
Inflow is storm water discharged into the sewer system through direct connections such as downspouts, area drains, cross -connections to catch basins, etc. These sources transport rain water directly into the sewer system and the corresponding flow rates are tied closely to the intensity of the storm. This component of I/I often causes a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows.

Inflow results were taken from the March 12/13 rainfall event and considered potential noise due to spikes from pump stations or service type. Table 3-6 summarizes the peak measured inflow and inflow analysis results for the relevant flow monitoring basins; the "top 3" ranked basins have been shaded RED; basins ranked 4-6 have been shaded ORANGE. Figure 3-16 shows a temperature map summary of the inflow analysis results per basin. The following inflow results are noted:
• Basins 1, 3, and 13 had the highest normalized peak I/I rates, an indicator of high inflow within the flow monitoring basin.

Table 3-6. Results and Rankings, Inflow Analysis
Basin
ADWF Inflow Peak I/I per Peak I/I per Final
Peak I/I per
(mgd) Rate IDM ACRE ADWF Ratio Inflow
(mgd) (gpd/IDM) (gpd/ACRE) Ranking
Basin 01 0.068 0.290
5,337
632

4.28 Basin 02 0.377 0.530 1,858
462

1.40 Basin 03 0.418 1.234 7,440 2,124 2.95
1 5
2 Basin 04 0.510 0.448 1,485 365 0.88 8
Basin 05 0.251 0.301 1,973 347 1.20
6 Basin 06 0.147 0.033 369 78 0.22 11
Basin 07 0.179 0.266 7,418 1,955 1.49
4 Basin 08 0.241 0.258 1,569 213 1.07 7
Basin 09 0.048 0.006 234 97 0.13 12
Basin 10 0.324 0.208 1,268 225 0.64 10
Basin 11 0.326 0.250 2,396 388 0.77 9
Basin 13 0.022 0.035 628 111 1.56
3 Basin 14 0.062 0.006 305 53 0.09 13
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 40 293

E
N
Results and Analysis
Figure 3-16 . Temperature Map: Inflow Final Basin Rankings a)
N
19-0280 1 City of Beaumont 1 2020 Flow Monitoring

Results and Analysis
Item 4.

3.4.3 Combined I/I Results
Combined I/I analysis considers the totalized volume (in gallons) of both inflow and rainfall -dependent infiltration over the course of a storm event. Table 3-7 summarizes the combined I/I flow results from the March 12/13 rain event. The "top 3" ranked basins have been shaded RED; basins ranked 4-6 have been shaded ORANGE. A temperature map is shown in Figure 3-17.

The following total I/I results are noted:
• Basins 1, 3, and 7 had the highest normalized combined I/I rates, an indicator of high combined inflow and infiltration within the flow monitoring basin.

Table 3-7. Results and Rankings, Total 1/1 Analysis
Basin
Total I/I
(gallons)
Total I/I
per-IDM
(gal/IDM/
inch -rain)
Total I/I
per -ACRE
(R -Value)
Total I/I
per-ADWF
(MG/adwf/
inch -rain)
Final
Total I/I
Ranking
Basin 01 120,553
566

0.25%

0.45 Basin 02 289,648 144

0.10%

0.19 Basin 03 335,977 158 0.13% 0.20
1 5
3 Basin 04 189,565 156 0.14% 0.09 9
Basin 05 117,106 234 0.15% 0.14 7
Basin 06 26,709 89 0.07% 0.05 12
Basin 07 142,914 177 0.10% 0.20
2 Basin 08 85,298 121 0.06% 0.08 10
Basin 09 18,854 184 0.28% 0.10 8
Basin 10 246,795 219 0.14% 0.19
4 Basin 11 94,206 203 0.12% 0.08 11
Basin 13 13,305 63 0.04% 0.16
6 Basin 14 9,059 128 0.08% 0.04 13
V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 42 295

E
N
Results and Analysis
Figure 3-17. Temperature Map: Combined I/I Final Basin Rankings C)
N
m
19-0280 1 City of Beaumont 1 2020 Flow Monitoring

Recommendations
Item 4.
4 Recommendations
V&A advises that future 1/1 reduction plans consider the following recommendations:

2. Determine I/I Reduction Program: The City should examine its 1/1 reduction needs to determine their needs and goals for a future 1/1 reduction program.
a. If peak flows, sanitary sewer overflows, and pipeline capacity issues are of greater concern, then priority can be given to investigate and reduce sources of inflow within the basins with the greatest inflow problems.
b. If total infiltration and general pipeline deterioration are of greater concern, then the program can be weighted to investigate and reduce sources of infiltration within the basins with the greatest infiltration problems. Generally, RDI rates were very low for this system. c. Basins 1 and 3 ranked in the top 3 for both inflow and total combined 1/1. An 1/1 reduction program could begin within these basins.

3. I/I Reduction Cost Effective Analysis: The City should conduct a study to determine which is more cost-effective: (1) locating the sources of inflow/infiltration and systematically rehabilitating or replacing the faulty pipelines; or (2) continued treatment of the additional rainfall dependent 1/1 flow.
-41 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring I 44 297

Appendix A
Flow Monitoring Sites: Data, Graphs, and Information
Item 4.

Appendix A
Flow Monitoring Sites: Data,
Graphs, and Information
.1 V&A 19-0280 1 City of Beaumont 1 2020 Flow Monitoring A-1
298

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -01
City Structure: SSMH01061
Location: Cherry Avenue north of Mary Lane
Data Summary Report
.V ay
vIyo L'otivef
rhampIOI!S I�r
MOrjR O
po C 6
Upper Uak
_171? �" ,�er.c ``
�: • _ fl.
y
Ire ,Y- N�.. 1i s' _ t ' r •
H ,
+7 r �y� •+ iY � � Q 1V /,-,.. , '+ r' 't J. '''.r.,:1, " J. i
r 4 i r• . y /f- ' ifs f
• /�. 8. .7i • J.15_, L` . 7. �'1 , i '- - .•
— { +
.-f yf/ , C.
-�1 y*� • ��.r% � �r � � r' (":-":'1.,:.
,,ice- �r + y r
0nchhrd Si
Vlnelard St
SA IV GOFt-GONIO PASS
BrOOsidv Ave
"Jrri• �4 �
•L}y.

D} Oak vaklay
NC
N o0 le C reek Marsnz at)�y PkWy
Creek
Beaumont Mesa
-■
Legend
• Fri Sites
• Lift Stations
FM -01
•
Cougar way
E •f.
— —� o e�Mt
1 FM'-Q3amant 111. EBkh'1
Int1Ust•riai + y
Avgia
- - Pa"irk'h sk FM 103
7 i11�rxtiQS ? • 'fig % F

•Mlles
-.00nVY C r1 — w• • - �
V I I �4%
Se leO nt
F,1stSt
:J rings
{Carer': Blvd
Vicinity Map: FM -01
Item 4.
:411 V&A
FM -01
299

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Site Information
Location: Cherry Avenue north of Mary
Lane
City Manhole: SSMH01061
Coordinates: 116.9642° W, 33.9574° N
Rim Elevation (Earth): 2750 feet
Pipe Diameter: 8 inches
ADWF: 0.072 mgd
Peak Measured Flow: 0.388 mgd
FM -01.;
,00 F t
Sanitary Map
Street View
Satellite Map
Flow Sketch
Plan View
Item 4.
:11 V&A
1 FM -01- 2
300

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Additional Site Photos
Effluent Pipe
Monitored Influent Pipe
Item 4.
:11 V&A
1 FM -01-3
301

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.084 MGal Peak Daily Flow: 0.138 MGaI Min Daily Flow: 0.064 MGal Total Period Rainfall: 12.42 inches

0.160 --/-1

0.140 —

0.120 —

0.100 —
m
C7

0.080 —
3 0
LI

0.060

0.040

0.020

0.000
el
N
N
co Lc)
0)
N
N
N .. CD
M M M
co
M
ei
0 M
N
M
e▪ l
M
O
el
M
o
ei
O
N
M
N
N
M
O
N
M
co
N
M
0 M
M
el
(v)
CO
cr
N N
N N
I
• Realtime Weekday
❑ Realtime Weekend
• Realtime Holiday
N
M
• Rainfall
ei
—ADWF

0.0 — 0.5
— 1.0
— 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
I•' 5.0
Rainfall (in/day)
Item 4.
.41V&A
FM -01- 4
302

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.13 inches Avg Flow: 0.082 mgd Peak Flow: 0.388 mgd Min Flow: 0.009 mgd

0.60 0.50
fto 0.40
E
3 0.30
0 LL 0.20

0.10 0.00
Feb 21
(Fri)

0.60 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue)

0.50 -- 0.40
to
- 0.30 -
3 LL 0.20 -

0.10 -

0.00 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) Mar 04
(Wed)
lr1

0.0 0.2

0.4 i
t

0.6 0.8 :_

1.0 m

1.2 c

1.4cc

1.6 1.8

2.0 0.0

0.2 0.4

0.6 :c-

0.8 c

1.0"

1.2 m

1.4 .E
m

1.6 cc

1.8 2.0
Item 4.
1 FM -01-5
303

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 6.30 inches Avg Flow: 0.085 mgd Peak Flow: 0.338 mgd Min Flow: 0.016 mgd

0.60 0.50 -
fto 0.40
E

30.30-
0 LL0.20-

0.10 -

0.00 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) Mar 16
(Mon)

0.60 0.50 -

0.40 uo
- 0.30 -
3 - • 0.20 -

0.10 -

0.00 Mar 28
(Sat)
'VT
"11
Mar 29 Mar 30 Mar 31 Apr 01 Apr 02 Apr 03 Apr 04 Apr 05 Apr 06 Apr 07 Apr 08 (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) - 0.0
- 0.2
- 0.4 i
t
- 0.6 c
- 0.8 z,
- 1.0 m
- 1.2 c
- 1.4 (13
- 1.6

1.8 2.0
' R'ITf ri "R' �' 1

0.0 0.2

0.4 0.6

0.8 c

1.0"

1.2 m

1.4 .E
as

1.6 cc

1.8 2.0
Item 4.

FM -01- 6
304

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)

0.25 0.20

0.05 0.00
Mon-Thurs
Friday
Saturday —Sunday

I I I I I I I I I I I I I I I I I I I I

O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..

O ; 1 N C�') 10 C0 ti 00 a) O ; 1 N C�') 10 C0 I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:

Item 4.

V&A I FM -01- 7
305

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20)

0.25 0.20

0.05 Mon-Thurs _SIP_ —Friday _SIP_
Saturday _SIP_ Sunday _SIP_

0.00 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
O ;21 C0 ti 00 a) O ;21 C0 I` 00 0) O ;21 N CY)
rl r I r I r -I r -I r -I r -I r -I r -I I CN CNI CNI CNI N Time of Day
ADWF:

Item 4.

V&A I FM -01- 8
306

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Site Capacity and Surcharge Summary
Realtime Flow Levels with Rainfall Data over Monitoring Period 8 Diameter
6 5
O 4
J
3 T
1r
1'
2—
75% d/D
50% d/D
0 1 1 1
N M

O O O O
M - M r r

O O O O
Lfn i0 N co 6) O +--i N M • In .O r\ co 6) O +--i N M Lfn i0 N co 6) O +--i +-1 N M • Lfn i0 N co • IN IN IN IN IN IN IN IN IN N M M O O O O O O O O
CO M M M M M M M M M M M M M M M M M M M M M M M M M M • 1-

O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Pipe Diameter: 8 inches
Peak Measured Level: 3.33 inches
Peak d/D Ratio: 0.42

0.0 0.2

0.4 0.6

0.8 1.0

1.2 t

1.4 c

1.6 c

1.8 .ca
cc

2.0 2.2

2.4 2.6

2.8 3.0
Item 4.
d V&A
1 FM -01- 9
307

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period no
E
3 0
L

0.60 0.50 -

0.40 -

0.30 -

0.20 -

0.10 -

0.00 N-
0 m
0 co
0 co
0 Event 1 Detail Graph

0.45 0.40 -

0.35 -

0.30 -
E 0.25 -
0 0.20 -
LI

0.15 -

0.10-

0.05 -

0.00 NH
co
0 0)
0 m
0 0
co
0 co
0 Event 1
Rainfall: 3.91 inches
I lir

m
0 I
m
m
0 cr
co
0 I
LO
0 I
0 co
0 I
ti
m
0 co
m
0 0)
m
0 0
N
m
0 0.0
- 0.2
- 0.4
- 0.6
c
- 0.8
- 1.0 m
- 1.2 ct

1.4 1.6
N
co
0 co m
0 0
cr
m
0 LO
m
0 0.0

0.2 0.4

0.6 0.8

1.0 ix

1.2 1.4
Storm Event I/I Analysis (Rain = 3.91 inches)
Capacity
Peak Flow: 0.39 mgd
PF: 5.41
Peak Level: 3.33 in
d/D Ratio: 0.42
Inflow / Infiltration
Peak 1/1 Rate:

Total 1/1:

0.33 mgd
121,000 gallons
Item 4.

V&A
FM -01-10
308

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.600

0.500
to 0.400 —
E

0.300 —
3 0.200 —
u_

0.100 —

0.000
Event 2
Rainfall: 1.01 inches

0.0 — 0.2
— 0.4
— 0.6
— 0.8
— 1.0
— 1.2

1.4 1.6
LO CO N- co 0) 0 c -I N CO LO C9 N- 00 9) 0 c -I c -I
T -I T -I N -I N -I N -I N N N N N N N N N N CO CO 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Event 2 Detail Graph

0.250

0.200 -
• 0.150 -
E
3 0.100 -
L

0.050 -

0.000 -
c
co
0 N
COCV
0 m
m
0 Storm Event I/I Analysis (Rain = 1.01 inches)

0.0 0.2

0.4 0.6

0.8 1.2
:
c
c
co
Ct
Capacity
Peak Flow: 0.23 mgd
PF: 3.24
Peak Level: 2.79 in
d/D Ratio: 0.35
Inflow / Infiltration
Peak 1/1 Rate:

Total 1/1:

0.13 mgd
30,000 gallons
Item 4.
:11 V&A
FM -01- 11
309

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period no
E
3 0
L

0.600

0.500 iI

0.400

0.300

0.200

0.100

0.000
m
N
m
0 I
Cr
N
m
0 LO
N
m
0 CO
N
m
0 Event 3 Detail Graph

0.400

0.350

0.300

0.250
no

0.200
3 0
LI 0.150

0.100 —

0.050

0.000
I
N-
N
m
0 CO
N
m
0 0)
N
m
0 0
co
co
0 m
m
0 o o
o ▪ o
0 0
m
0 0
0 0
Event 3
Rainfall: 3.7 inches

I I I I
co
o o
o o
0 0
in
0 0
co
0 0
rn
0 0
ti
71 1_
A.

II
o o 0 CO 0
o o 0 0 0

0.0 0.2

0.4 0.6

0.8 :7-

1.0 m

1.2 ct

1.4 1.6

0.0 0.2

0.4 0.6

0.8 1.0 Ct

1.2 1.4

1.6 Storm Event I/I Analysis (Rain = 3.70 inches)
Capacity
Peak Flow: 0.34 mgd
PF: 4.71
Peak Level: 3.32 in
d/D Ratio: 0.42
Inflow / Infiltration
Peak 1/1 Rate:

Total 1/1:

0.23 mgd
103,000 gallons
Item 4.

V&A
1 FM -01- 12
310

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
2/17/2020 to 2/24/2020
c
>
J
10 9-
8-
7-
6 5
4 3-
2-
1-
0-
Mon
Tue
Wed
Thu
Fri

7.0 -

6.0 -

5.0 0.
0 3.0 -
d

2.0 -

1.0 -

0.0 0.6

0.5 0.4
L10
- 0.3
0 0.2

0.1 0.0
Avg Level: 1.99 in. Peak Level: 2.87 in. Min Level: 1.17 in.

Avg Velocity
: 1.79 fps
)eak Velocity:

Total Weekly Rainfall: 0.96 inches
2/18
2/19
2/20
2/21
2/22
2/23
2/17

3.76 fps N
Sat
lin Velocity: 0
Sun
.56 fps
Avg Flow: 0.088 mgd Peak Flow: 0.266 mgd Min Flow: 0.015 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A I FM -01- 13
311

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
2/24/2020 to 3/2/2020
c
m
m
J
10 9-
8-
7-
6 5
4 3-
2-
1-
0-
Mon
Tue
Wed
Thu
Fri

7.0 -

6.0 -

5.0 -
0 0.

4.0 -
>T
0 O 3.0 -
d

2.0 -

1.0 -

0.0 0.6

0.5 0.4
L10
E 0.3
0 • 0.2
Avg Level: 1.97 in. Peak Level: 2.90 in. Min Level: 0.80 in.

Avg Velocity
: 1.64 fps
Sat
Sun
Lev
)eak Velocity:
(,

3.77 fps N
lin Velocity: 0
.58 fps
Vel
if4V
MA
-v\i„4"J
Total Weekly Rainfall: 0.10 inches
1 1
dl

0.1 -

0.0 1 1 1 1
2/24 2/25 2/26 2/27 2/28 2/29
Avg Flow: 0.078 mgd Peak Flow: 0.250 mgd Min Flow: 0.009 mgd 3/1

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A I FM -01- 14
312

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
3/2/2020 to 3/9/2020
c
m
m
J
10 9-
8-
7-
6-
5 4-
3-
2-
1-
0-
Mon
Tue
Wed
Thu
Fri

7.0 -

6.0 -

5.0 0.

1.0 -

0.0 0.6

0.5 ,.., 0.4
L10
- 0.3
0 0.2

0.1 0.0
Avg Level: 1.92 in. Peak Level: 2.69 in. Min Level: 1.11 in.

Avg Velocity
: 1.49 fps
)eak Velocity:

3.40 fps N
Sat
Vel
lin Velocity: 0
Sun
.63 fps
3/3
3/4
3/5
3/6
3/7
3/8
3/2
Avg Flow: 0.068 mgd Peak Flow: 0.226 mgd Min Flow: 0.015 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A 1 FM -01- 15
313

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
3/9/2020 to 3/16/2020
c
m
m
J
t10
E 0.3
10 9-
8-
7-
6-
5-
4-
3 2-
1-
0 -
Mon
Tue
Wed
Thu
Fri
Sat
Sun

7.0 -

6.0 -

0.6 0.5

0.4 0
• 0.2

0.0 Avg Level: 2.05 in. Peak Level: 3.33 in. Min Level: 1.21 in.

Avg Velocity
i1 l
: 1.85 fps
N
1 1
Lev
)eak Velocity:

Total Weekly Rainfall: 5.07 inches

4.38 fps N
al
lin Velocity: 0
.51 fps
Vel
3/9
3/10
3/11
3/12
3/13
3/14
3/15
Avg Flow: 0.096 mgd Peak Flow: 0.388 mgd Min Flow: 0.013 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A 1 FM -01- 16
314

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
3/16/2020 to 3/23/2020
c
m
m
J
10 9-
8-
7-
6 5
4-
3-
2-
1-
0-
Mon
Tue
Wed
Thu
Fri

7.0 -

6.0 -

5.0 0.

4.0 1.0

0.0 0.6

0.5 ,.., 0.4
L10
E 0.3
0 • 0.2
Avg Level: 2.02 in. Peak Level: 2.76 in. Min Level: 1.07 in.

Avg Velocity
: 1.73 fps
)eak Velocity:

3.73 fps N
Sat
lin Velocity: 0
Sun
.64 fps
Lev
Vel
11 Total Weekly Rainfall: 1.67 inches

0.1 -

0.0 3/16

1. 1R
1 •1 '
, I I
1 3/17
3/18
3/19
3/20 3/21
3/22
Avg Flow: 0.086 mgd Peak Flow: 0.255 mgd Min Flow: 0.016 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A 1 FM -01- 17
315

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
3/23/2020 to 3/30/2020
c
m
m
J
Mon
10 9-
8-
7-
6 5
4 3-
2 1-
0-

7.0 -

6.0 -

5.0 0.

4.0 T
o 3.0
06 1
Tue
Wed
Thu
Fri
Avg Level: 2.05 in. Peak Level: 2.79 in. Min Level: 1.16 in.

Avg Velocity
rI

0.5 -t
- 0.3
0 0.2

0.1 0.0
L
3/23
: 1.63 fps
)eak Velocity:

3.52 fps N
J
Sat
lin Velocity: 0
Sun
.57 fps
3/24
3/25
3/26
3/27 3/28
3/29
Avg Flow: 0.082 mgd Peak Flow: 0.233 mgd Min Flow: 0.017 mgd 111
Total Weekly Rainfall: 0.92 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A I FM -01- 18
316

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
3/30/2020 to 4/6/2020
c
m
m
J
10 9-
8-
7-
6-
5-
4-
3-
2-
1-
0 -
Mon
Tue
Wed
Thu
Fri
Sat
Sun

7.0 -

6.0 -

5.0 N

0. 4.0 -
>T
o 3.0 -

2.0 -

1.0 0.0

0.6 0.5
E 0.3
O

0.2 Avg Level: 2.10 in. Peak Level: 3.08 in. Min Level: 1.35 in.

Lev
Avg Velocity
: 1.49 fps
044
)eak Velocity:

3.33 fps N
lot
lin Velocity: 0
.62 fps
Vel
MW)it\cri

0.1 —

0.0 3/31
4/1
4/2
4/3
4/4
4/5
3/30
A
Avg Flow: 0.078 mgd Peak Flow: 0.266 mgd Min Flow: 0.018 mgd 4 0.0

0.2 0.4

0.6 0.8

1.0 1.2
03 Item 4.

V&A 1 FM -01- 19
317

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -01
Weekly Level, Velocity and Flow Hydrographs
4/6/2020 to 4/13/2020
c
m
m
J
Mon
10 9-
8-
7-
6-
5-
4-
3-
2-
1-
0-

7.0 -

6.0 -

5.0 -

0. 4.0 -
0 3.0 -
d

2.0 -

1.0 0.0
Tue Wed Thu Fri Sat Sun
Avg Level: 2.33 in. Peak Level: 3.32 in. Min Level: 1.52 in.

Lev
Avg Velocity
1 : 1.81 fps
)eak Velocity:

L II
Total Weekly Rainfall: 5.48 inches

3.84 fps N
lin Velocity: 0
.53 fps
Vel
4/6 4/7 4/8 4/9 4/10 4/11
4/12
Avg Flow: 0.110 mgd Peak Flow: 0.338 mgd Min Flow: 0.017 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A 1 FM -01- 20
318

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information City of Beaumont
Sanitary Sewer Flow Monitoring
February 20 - April 09, 2020
Monitoring Site: FM -02
City Structure: SSMH01725
Location: Veile Avenue north of West 4th Street
Data Summary Report
iTer
J 1�
Vicinity Map: FM -02
E
Q -f.
{{�� o EFV•t0_;

1.� M Da2J mBRt E oth Si
Intl st•rial • + y
1 ,'� kJ
-- Pair' s' FV-03
Aiyaia
Co-, a:

Vll�q�-
Item

4. :11V&A
FM -0';
319

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Site Information
Location: Veile Avenue north of West 4th
Street
City Manhole: SSMH01725
Coordinates: 116.9882° W, 33.9281° N
Rim Elevation (Earth): 2554 feet
Pipe Diameter: 24 inches
ADWF: 0.802 mgd
Peak Measured Flow: 1.967 mgd
FM -02 o
I�
100 F t
Sanitary Map
Google Earth
zozfl,��
D 2010 boogie
Street View
Satellite Map
Flow Sketch
Plan View
Item 4.
:4.1 V&A
1 FM -02 - 2
320

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Additional Site Photos
Effluent Pipe
Monitored Influent Pipe
Item 4.
:11 V&A
321

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.832 MGal Peak Daily Flow: 1.013 MGaI Min Daily Flow: 0.735 MGal Total Period Rainfall: 14.00 inches
1200
1000

0.800
2 0.600
3 0
Li

0.400

0.200

0.000
co
N
N
CO
N
N
Is -
01 N
I
• Realtime Weekday
N
M
M
a
O
M
G Realtime Weekend
o
M
O
el
M
N
M
e▪ l
M
O
el
M
O
M
O
N
M
N
N
M
I
• Realtime Holiday
• Rainfall
—ADWF
II
N
M
CO
N
M
co
N
M
16-
0 M
M
el
0Y) LO
Cr Cr

0.0 — 0.5
— 1.0
— 1.5
— 2.0
— 2.5
— 3.0
— 3.5
— 4.0
— 4.5
J' 5.0
Rainfall (in/day)
Item 4.
.41V&A
FM -02 - 4
322

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Flow Summary: 2/21/2020 to 3/15/2020
Total Period Rainfall: 6.75 inches Avg Flow: 0.827 mgd Peak Flow: 1.967 mgd Min Flow: 0.229 mgd

3.00 2.50 -

2.00 ttoE
3 1.50 -
0 LL 1.00 -

0.50 -

0.00 Feb 21 Feb 22 Feb 23 Feb 24 Feb 25 Feb 26 Feb 27 Feb 28 Feb 29 Mar 01 Mar 02 Mar 03 (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) r-

3.00 2.50
v 2.00
up

0.50 -

0.00 r I 1 1 1 1 1 1 1 1 1 I
Mar 04 Mar 05 Mar 06 Mar 07 Mar 08 Mar 09 Mar 10 Mar 11 Mar 12 Mar 13 Mar 14 Mar 15 (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) - 0.0
- 0.2
- 0.4 i
- 0.6 c
- 0.8 �.

1.0 m
- 1.2 c
- 1.4 (13
- 1.6
- 1.8

2.0 0.0
- 0.2
- 0.4
- 0.6
- 0.8 c
- 1.0"
- 1.2 2
- 1.4 .E
- 1.6 cc
- 1.8
▪ 2.0
Item 4.

FM -02 - 5
323

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Flow Summary: 3/16/2020 to 4/8/2020
Total Period Rainfall: 7.25 inches Avg Flow: 0.836 mgd Peak Flow: 1.744 mgd Min Flow: 0.200 mgd

3.00 2.50

2.00 tkoE
3 1.50
LL 1.00 -

0.50 -

0.00 Mar 16 Mar 17 Mar 18 Mar 19 Mar 20 Mar 21 Mar 22 Mar 23 Mar 24 Mar 25 Mar 26 Mar 27 (Mon) (Tue) (Wed) (Thu) (Fri) (Sat) (Sun) (Mon) (Tue) (Wed) (Thu) (Fri) Tr
1 3.00

2.50 0.50
Tarr

0.00 Mar 28 Mar 29
(Sat) (Sun)
- 0.0
- 0.2
- 0.4 i
- 0.6 c
- 0.8 �.

1.0 m
- 1.2 c
- 1.4 (13
- 1.6
- 1.8

2.0 0.0
- 0.2
- 0.4
- 0.6
- 0.8 c
- 1.0"
- 1.2 2

1.4 .E

1.6 cc

1.8 2.0
Mar 30
(Mon)
Mar 31
(Tue)
Apr 01
(Wed)
Apr 02
(Thu)
Apr 03
(Fri)
Apr 04
(Sat)
Apr 05
(Sun)
Apr 06
(Mon)
Apr 07
(Tue)
Apr 08
(Wed)
Item 4.

FM -02 - 6
324

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Average Dry Weather Flow Hydrographs - Pre Shelter -In -Place (< 03/14/20)

1.40 1.20

1.00 -
Mon-Thurs —Friday
Saturday —Sunday

0.80 -
;
i° 0.60 -

0.40 0.20 -

0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..

O ; 1 N CY) 10 Cfl ti 00 a) O ; 1 N CY) 10 Cfl I` 00 CA O ; 1 N CY) NH NH r-1 r-1 r-1 r-1 r-1 r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:

Item 4.

V&A I FM -02 - 7
325

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Average Dry Weather Flow Hydrographs - Shelter In Place (> 3/16/20) Mon-Thurs _SIP_ Friday _SIP_
Saturday _SIP_ Sunday _SIP_

O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O o
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..

O ; 1 N C�') 10 Cfl ti 00 a) O ; 1 N C�') Lf) Cfl I` 00 CA O ; 1 N CY) NH NH NH NH NH NH r -I r -I r -I I CN CNI CNI CNI N
Time of Day
ADWF:

Item 4.

V&A I FM -02 - 8
326

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Site Capacity and Surcharge Summary
Realtime Flow Levels with Rainfall Data over Monitoring Period c
30 25
20 5-
0 r
1'
11 T
Diameter
75% d/D
50% d/D
.- N M ▪ inI .O N Co of O .--I N rn ▪ inI .O N Co of O .--I N rn ▪ InI .O N CO 61 O .--i .--I N M Lr) .O N CO O O O O O O O O O .--i .- .--i .--i .--i .--i .--i .--i .--i .--i N N N N N N N N N N M rn O O O O O O O O M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M d- 1- I- C) O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ▪ O O O O O Pipe Diameter: 24 inches
Peak Measured Level: 4.05 inches
Peak d/D Ratio: 0.17

0.0 0.2

0.4 0.6

0.8 1.0

1.2 .c1-

1.4 c

1.6 c

1.8 CC
.o

2.0 2.2

2.4 2.6

2.8 3.0
Item 4.
1 FM -02-9
327

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
1/1 Summary: Event 1
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
3 0
LT_

3.00 ..

2.50 -

2.00 -

1.50 -

1.00 -

0.50 0.00
Event 1 Detail Graph

2.50 2.00 -
t 1.50 -
E
3 2 1.00 -
L

0.50 0.00
N
m
0 CO
m
0 cr
m
0 LC)
m
0 Or)
0 Event 1
Rainfall: 4.2 inches
r__.4__ 7
lArn..A
N- 00 a) o .---1 N m Lo o N- 00 a) o .---1
o o o NH NH NH NH .--1 NH NH NH NH NH N N
CO m m m m m m m m m m m m CO CO
o o 0 0 0 0 0 0 0 0 0 0 0 0 0

0.0 0.2

0.4 0.6

0.0 0.2

0.4 0.6

0.8 1.0 ix

1.2 1.4

1.6 0
m
0 Storm Event I/I Analysis (Rain = 4.20 inches)
Capacity Inflow / Infiltration
Peak Flow: 1.97 mgd Peak 1/1 Rate: 1.14 mgd
PF: 2.45 Total 1/1: 518,000 gallons
Peak Level: 4.05 in
d/D Ratio: 0.17
Item 4.

V&A
FM -02 - 10
328

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
1/1 Summary: Event 2
Baseline and Realtime Flows with Rainfall Data over Monitoring Period

3.000
Event 2
Rainfall: 1.11 inches

2.500
too 2.000 —
E

1.500 —
3 1.000 —
u_

0.500

0.000
in
c-1
m
0 I
co
c-1
m
0 1
Event 2 Detail Graph

1.600

1.400

1.200
1-3 1.000
to
- 0.800
3 0
I_ 0.600 -

0.400 -

0.200 -

0.000
CO
0 I
w
c-1
m
0 pr
911
m
m
0 N
CO
0 3
I
0 N
m
0 I
N
m
0 11
I
7r
N
m
0 I
co
N
m
0 R
I
oo
N
m
0 ArliN„, A
Cr
m
0 I
0)
N
m
0 I
O
co
m
0 I
Cr) 0
m
0 0

0.0 — 0.2
— 0.4
— 0.6
— 0.8

1.0 1.2

1.4 1.6

0.0 0.2

0.4 0.6

0.8 Z --
.c
c
c
co
Ct

1.0 ix

1.2 1.4
Storm Event I/I Analysis (Rain = 1.11 inches)
Capacity
Peak Flow: 1.33 mgd
PF: 1.66
Peak Level: 3.30 in
d/D Ratio: 0.14
Inflow / Infiltration
Peak 1/1 Rate:

Total 1/1:

0.38 mgd
77,000 gallons
Item 4.

V&A
FM -02 - 11
329

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
I/I Summary: Event 3
Baseline and Realtime Flows with Rainfall Data over Monitoring Period np
E
3 0
L

3.000 1

2.500

2.000

1.500

1.000

0.500

0.000
CO
N
CO
0 '71-
N
CO
0 in
N
co
0 0
N
CO
0 ti
N
CO
0 co
N
CO
0 0
co
co
0 N
0 0
m
0 0
in
0 0
CO l•--
0 o
o o
0 0
co
0 0
0 rn
0 .71-
o
Event 3 Detail Graph

2.000

1.800

1.600

1.400

1.200
tia
- 1.000
3 ° 0.800
E

0.600 —

0.400

0.200 -

0.000
.1 -
0 0
0 0
LO
0 0
0 0
0 N- co
0 0
0 0
Event 3
Rainfall: 4.47 inches
� 0.0
1 — 0.2
— 0.4
— 0.6

0.8 1.0

1.2 — 1.4

1.6 rn
0 0

0.0 0.2

0.4 0.6

0.8 1.0 ix

1.2 1.4

1.6 Storm Event I/I Analysis (Rain = 4.47 inches)
Capacity Inflow / Infiltration
Peak Flow: 1.74 mgd Peak 1/1 Rate: 0.63 mgd
PF: 2.18 Total 1/1: 542,000 gallons
Peak Level: 3.80 in
d/D Ratio: 0.16
Item 4.

V&A
1 FM -02 - 12
330

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
2/17/2020 to 2/24/2020
c
>
J
12 10
0 Mon
Tue Wed Thu Fri Sat Sun
Avg Level: 2.48 in. Peak Level: 3.38 in. Min Level: 1.33 in. 14 -
12 -
10 0.
- 8
T
U
• 6
m
Lev
Avg Velocity: 6.96 fps Peak Velocity: 8.03 fps Min Velocity: 5.51 fps -Vel
4-
2-
0 Total Weekly Rainfall: 0.77 inches

3.0 2.5 —
,.., 2.0 —
L10
E

1.5 —
0 1.0

0.5 0.0
2/17
2/18
2/19
2/20
2/21 2/22
2/23
Avg Flow: 0.803 mgd Peak Flow: 1.398 mgd Min Flow: 0.250 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 03
Item 4.

V&A 1 FM -02 - 13
331

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information FM -02
Weekly Level, Velocity and Flow Hydrographs
2/24/2020 to 3/2/2020
c
m
m
J
12 10
Mon
Tue Wed Thu Fri Sat Sun
Avg Level: 2
.51 in. Pea
k Level: 3.34
in. Min Lel
el: 1.37 in.

Lev
2 1. ( `
0-
14 -
Avg Velocity
12 -
10 N
G
T
0 6 hW
m
: 6.99 fps
)eak Velocity:

8.02 fps N
v4'
lin Velocity: 5
.57 fps
2/24
2/25
2/26
2/27
2/28 2/29
3/1
Avg Flow: 0.817 mgd Peak Flow: 1.359 mgd Min Flow: 0.257 mgd Total Weekly Rainfall: 0.16 inches

Beaumont City CouncilFebruary 1, 2022

Beaumont City Council
February 1, 2022