Agenda packet, special meeting — Santa Paula City Council, June 17, 2026 (part 1 of 4)

City of Santa Paula
City Council Special

MAYOR CARLOS JUAREZ

VICE MAYOR JENNY CROSSWHITE

COUNCILMEMBER LESLIE CORNEJO
COUNCILMEMBER PEDRO A. CHAVEZ

COUNCILMEMBER GABRIELA ORNELAS

CITY COUNCIL SPECIAL MEETING OF THE

SANTA PAULA CITY COUNCIL SPECIAL
WEDNESDAY, JUNE 17, 2026
4:00 PM - City Council Special Meeting

SANTA PAULA CITY HALL
970 VENTURA STREET
SANTA PAULA, CA 93060

JULIE LATSHAW, CITY CLERK

DAN SINGER, CITY MANAGER

MONICA CASTILLO, CITY ATTORNEY

BRINGING ITEMS BEFORE THE CITY COUNCIL
City of Santa Paula - City Council Special - City Council Special Meeting 1

1. CALL TO ORDER
REMINDER: in order to minimize distractions during public meetings, all personal communication devices should be turned off or put in a non-audible mode.

2. ROLL CALL

3. PUBLIC COMMENT
At this time, members of the public may comment on any item appearing on the agenda only. Individual Councilmembers may briefly respond to Public Comments or ask questions for clarification. Public Comments are limited to three minutes.

4. ORDER OF BUSINESS

4.A DRAFT WATER MASTER PLAN AND FINAL WASTEWATER MASTER You are invited to participate in all Regular City Council meetings. Agendas are posted in the front of Santa Paula City Hall, 970 Ventura Street, Santa Paula, 72 hours in advance of the scheduled meetings. The City Council's regular meetings start at 6:30 p.m. the first and third Wednesday of each month in the City Hall Council Chambers located at 970 Ventura Street in Santa Paula. Special and Closed Sessions vary by date and time.

HOW TO PARTICIPATE IN PERSON DURING THE MEETING: If you wish to speak at a City Council meeting, please fill out a Public Comment Form noting your name and address and submit the form to the City Clerk. Include the Agenda item number you wish to speak on. Members of the public may address the Council on items on this agenda only. Public Comments are limited to 3 minutes.

HOW TO PARTICIPATE BEFORE THE MEETING: Members of the public are encouraged to submit email correspondence on any agenda item by sending an email to [email protected]. All public correspondence received by three hours before the meeting date will be provided to the legislative body before the meeting.

Public Comments received after, will be provided to the legislative body the next day.

Your Participation in this meeting is in the public domain; meetings are cablecast; minutes of this meeting will reflect your participation in this meeting and are posted on the city’s website.

PLEASE NOTE: Be advised that if you bring a legal challenge to an action, you may be limited to raising only those issues you or someone else raised at the meeting described in this Agenda, or in written correspondence delivered to the City Council at or before the meeting. Any action is subject to the ninety-day time period set forth in Code of Civil Procedure § 1094.6.

In compliance with the Americans with Disabilities Act, if you need special assistance to participate in this meeting, please contact the City Clerk at (805) 933-4208. Notification 48 hours before the meeting will enable the City to make reasonable arrangements to ensure accessibility to this meeting. (28 CFR 35, 102-35.104 ADA Title II). Written materials distributed to the City Council within 72 hours of the City Council meeting are available for public inspection immediately upon distribution in the City Clerk’s office.

MEETING ENVIRONMENT
To maintain a public meeting environment conductive and welcoming to receive public comments from all members of the public, the audience is discouraged from engaging in displays of support or opposition to staff reports or public comments, including clapping, yelling, booing, hissing, or cheering, that may create a disruptive environment for the public who wish to express their views during the meeting are encouraged to do so in silent, nondisruptive ways -- such as raising a hand, shaking hands, or another quiet gesture of support or opposition that does not obstruct views or interrupt proceedings.

Members of the public holding signs are asked to hold the signs on their person in front of them or move to the back of the room so as not to obstruct the view of other members of the public wishing to participate in the meeting.

SPECIAL MEETING - COUNCIL CHAMBERS
City of Santa Paula - City Council Special - City Council Special Meeting 2

PLAN STUDY SESSION
RECOMMENDATION:

Receive presentations on the Draft Water Master Plan and Final Wastewater Master Plan.

5. CLOSED SESSION
The City Council may move into a closed session pursuant to applicable law, including the Brown Act (Government Code Section 54956, et seq.) for the following purpose:

5.A

CONFERENCE WITH LEGAL COUNSEL - ANTICIPATED LITIGATION - Significant exposure to litigation pursuant to Government Code §54956.9(d)(2) and (e)(1): 1 potential case

5.B

CONFERENCE WITH LEGAL COUNSEL - EXISTING LITIGATION -
Pursuant to government Code § 54956.9(d)(1) Flores v. The City of Santa Paula; Ventura County Superior Court Case No. 2026CUWM062660

6. CLOSED SESSION REPORT

7. ADJOURNMENT
State of California )-
County of Ventura )- ss
City of Santa Paula )-
I declare under penalty of perjury that I posted this City Council Agenda on the bulletin board near the front door of City Hall, 970 Ventura Street, Santa Paula, California.

On_________________ at______________Signed:_________________________ Julie Latshaw
City Clerk
City of Santa Paula - City Council Special - City Council Special Meeting 3 To: Honorable Mayor and Members of the City Council Special From: Dale Goodman, Public Works Director
Subject: DRAFT WATER MASTER PLAN AND FINAL WASTEWATER MASTER

PLAN STUDY SESSION
Date: June 17, 2026
Agenda Item: 4.A

CITY OF SANTA PAULA

MEMORANDUM
RECOMMENDATION:

Receive presentations on the Draft Water Master Plan and Final Wastewater Master Plan.

BACKGROUND:

The City hired Ardurra (formerly MKN & Associates, Inc.) to prepare updates to the City’s Water Master Plan and Wastewater Master Plan. These planning documents evaluate existing infrastructure, assess future system needs, identify system deficiencies, and develop recommended capital improvement projects to support reliable utility service for existing and future customers.

The Water Master Plan evaluates the City's water supply, storage, transmission, distribution, and pumping facilities and includes an updated hydraulic model of the water system. The Wastewater Master Plan evaluates the City's wastewater collection system, projected wastewater flows, and infrastructure needs.

The Scopes of Work for these Plans are briefly listed below.

Water Master Plan
Major tasks completed as part of the Water Master Plan include:

Updated water demand projections and planning criteria.

Development and calibration of an updated hydraulic model.

Evaluation of water system pressures, storage capacity, and fire flow performance.

Condition assessment of storage tanks, booster pump stations, and well facilities Identification and prioritization of recommended capital improvement projects.

Wastewater Collection and Water Recycling Facility Master Plan Major tasks completed as part of the Wastewater Master Plan include:
4 Updated wastewater flow projections and planning criteria.

Evaluation of the wastewater collection system.

Assessment of existing infrastructure capacity and condition.

Identification and prioritization of recommended capital improvement projects.

ANALYSIS:

Status of Water and Wastewater Master Plans
The final Wastewater Master Plan was presented to City Council in April, 2024. The Water Master Plan is in draft form but has been reviewed by City staff.

Ardurra will provide an overview of the major findings for both Plans. Ultimately, this work will inform the City’s utility rate studies, which present the financial plan for operation, maintenance, and capital improvements for the City’s water and wastewater programs.

STRATEGIC PLAN:

Infrastructure, Transportation, and Mobility
FISCAL IMPACTS:

None
OPTIONS:

ATTACHMENTS:

MKN Santa Paula SMP - Final.pdf
SP WMP - Condition Assessment TM.pdf
5 MKN | 121 NORTH FIR ST., STE. G | VENTURA, CA 93001 | T 805.947.4971 Wastewater Collection System and
Water Recycling Facility Master Plan
April 2024
Prepared for:

City of Santa Paula
866 E. Main Street
Santa Paula, CA 93060
Prepared by:

MKN & Associates, Inc.
121 North Fir St., Ste. G
Ventura, CA 93001
6 THIS PAGE LEFT INTENTIONALLY BLANK
7 Wastewater Collection System and Water Recycling Facility Master Plan City of Santa Paula
Wastewater Collection System and Water Recycling Facility Master Plan Final - April 2024
City Board
Leslie Cornejo – Mayor
Pedro Chavez – Vice Mayor
Jenny Crosswhite – Councilmember
Carlos Juarez – Councilmember
Andy Sobel - Councilmember
City Staff
Clete Saunier – Public Works Director
Ventura Regional Sanitation District
Pete Chartier - CPO
MKN Staff
Becca Bugielski, PE – Project Manager
Mike Nunley, PE – Principal Engineer
Robert Lepore, GISP – Senior Planner
Chris Haugen, EIT – Assistant Engineer
Luis Garcia, EIT – Assistant Engineer
Prepared by:

Becca Bugielski, PE
Project Manager
MKN & Associates, Inc.
8 THIS PAGE LEFT INTENTIONALLY BLANK
9 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | i

TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
Table of Contents
TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES............................................................................................i EXECUTIVE SUMMARY..............................................................................................................................................xi

1.0 INTRODUCTION AND OVERVIEW...............................................................................................................1-1

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

1.2 Study Area .....................................................................................................................................................1-1

1.3 Scope of Work ...............................................................................................................................................1-1

2.0 LAND USE AND FUTURE GROWTH............................................................................................................2-1

2.1 Land Use........................................................................................................................................................2-1

2.2 Existing Sewered Parcels..............................................................................................................................2-3

2.3 Future Development .....................................................................................................................................2-3

3.0 EXISTING AND PROJECTED WASTEWATER FLOWS .................................................................................3-1

3.1 Water Recycling Facility Historical Flows.....................................................................................................3-1

3.2 Wastewater Flow Conditions ........................................................................................................................3-3

3.3 Flow Monitoring Study ..................................................................................................................................3-5

3.4 Wastewater Return Factors........................................................................................................................3-10

3.5 Wastewater Unit Flow Factors....................................................................................................................3-11

3.6 Future Sewer Flow ......................................................................................................................................3-12

4.0 EXISTING SYSTEM OVERVIEW...................................................................................................................4-1

4.1 Gravity Collection System.............................................................................................................................4-1

4.2 Lift Stations ...................................................................................................................................................4-1

4.3 Description of Water Recycling Facility .......................................................................................................4-5

5.0 EVALUATION CRITERIA...............................................................................................................................5-1

5.1 Gravity Collection System Criteria................................................................................................................5-1

5.2 Lift Station Criteria........................................................................................................................................5-2

5.3 WRF Criteria...................................................................................................................................................5-2

6.0 HYDRAULIC COMPUTER MODEL...............................................................................................................6-1

6.1 Model Development......................................................................................................................................6-1

6.2 Hydraulic Model Flow Validation ..................................................................................................................6-3

7.0 HYDRAULIC ANALYSIS – EXISTING CONDITIONS.....................................................................................7-1

7.1 Gravity Collection System Hydraulic Analysis..............................................................................................7-1

7.2 Lift Station and Force Main Evaluation .......................................................................................................7-9

8.0 LIFT STATION CONDITION ASSESSMENT .................................................................................................8-1 10 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | ii

8.1 Condition Assessment ..................................................................................................................................8-1

9.0 HYDRAULIC ANALYSIS – FUTURE CONDITIONS.......................................................................................9-1

9.1 Gravity Collection System Hydraulic Analysis..............................................................................................9-1

10.0 WATER RECYCLING FACILITY EVALUATION ............................................................................................10-1

10.1 Historical Flows and Loadings....................................................................................................................10-1

10.2 Condition Assessment ................................................................................................................................10-6

10.3 Capacity Evaluation.................................................................................................................................. 10-13

11.0 CAPITAL IMPROVEMENT PLAN................................................................................................................11-1

11.1 Capital Improvement Plan Development...................................................................................................11-1

11.2 Capital Improvement Plan Projects............................................................................................................11-5

11 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | iii List of Tables
Table 2-1: Existing Development of Land Use Types...................................................................................................2-1 Table 2-2: Sewered Parcels by Land Use in the City’s SOI..........................................................................................2-3 Table 2-3: Land Inventory Summary (Within City SOI).................................................................................................2-4 Table 2-4: Expansion Areas Summary..........................................................................................................................2-5 Table 3-1: Historical WRF Influent Flows......................................................................................................................3-3 Table 3-2: Existing Flow Conditions & Peaking Factors...............................................................................................3-5 Table 3-3: Flow Meter Locations...................................................................................................................................3-7 Table 3-4: Flow Monitoring Results ..............................................................................................................................3-8 Table 3-5: Preliminary Wastewater Return Factors...................................................................................................3-11 Table 3-6: Future Unit Flow Factors............................................................................................................................3-12 Table 3-7: Near-Term Development Wastewater Flow..............................................................................................3-12 Table 3-8: Ultimate Development Wastewater Flow .................................................................................................3-13 Table 3-9: Estimated Total Future Wastewater Flow Conditions..............................................................................3-14 Table 4-1: Collection System Pipeline by Size .............................................................................................................4-1 Table 4-2: Influent Lift Station Equipment Summary ..................................................................................................4-7 Table 4-3: Headworks Major Equipment Summary.....................................................................................................4-8 Table 4-4: Equalization Basins Major Equipment Summary.......................................................................................4-9 Table 4-5: Anoxic Basins Major Equipment Summary ................................................................................................4-9 Table 4-6: Aerobic Basins Major Equipment Summary.............................................................................................4-10 Table 4-7: MBR Feed and MLSS Channels Major Equipment Summary .................................................................4-11 Table 4-8: MBR Modules and Tanks Major Equipment Summary............................................................................4-12 Table 4-9: UV Disinfection System Major Equipment Summary...............................................................................4-13 Table 4-10: CIP Storage Tanks and Foam Spray System Major Equipment Summary ...........................................4-14 Table 4-11: Solids Handling Equipment Major Equipment Summary ......................................................................4-15 Table 4-12: Odor Control System Major Equipment Summary.................................................................................4-16 Table 4-13: Onsite Water Reuse System Major Equipment Summary.....................................................................4-16 Table 4-14: Percolation Ponds Major Equipment Summary.....................................................................................4-17 Table 5-1: Design Standards for Gravity Sewer Pipe...................................................................................................5-1 Table 7-1: Existing Scenario Gravity Collection System Pipe Deficiencies.................................................................7-5 Table 7-2: Recommended Improvements to Address Existing Scenario Flows.........................................................7-8 Table 7-3: Lift Station Pump Capacity for Existing Flows ............................................................................................7-9 Table 7-4: Force Main Evaluation for Existing Flows ...................................................................................................7-9 Table 8-1: Harding Park Lift Station Condition Assessment Summary ......................................................................8-2 12 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | iv Table 8-2: Harvest Lift Station Condition Assessment Summary ...............................................................................8-3 Table 8-3: Lemonwood 1 Lift Station Condition Assessment Summary ....................................................................8-4 Table 9-1: Near-Term Scenario Gravity Collection System Pipe Deficiencies............................................................9-6 Table 9-2: Recommended Improvements to Address Near-term Scenario Flows.....................................................9-9 Table 9-3: Ultimate Scenario Gravity Collection System Pipe Deficiencies .............................................................9-12 Table 9-4: Recommended Improvements to Address Ultimate Scenario Flows......................................................9-15 Table 10-1: 2008 Raw Influent Design Criteria.........................................................................................................10-1 Table 10-2: Historical Influent BOD5 and Total Suspended Solids Concentrations ................................................10-2 Table 10-3: Historical Influent BOD5 and Total Suspended Solids Concentrations ................................................10-2 Table 10-4: Existing Influent Flows and Loadings .....................................................................................................10-3 Table 10-5: Historical Influent BOD5 and TSS Loadings (2019-2023) ....................................................................10-3 Table 10-6: Effluent Limits (Table 8 of WDR No. R4-2018-0022-A01)....................................................................10-5 Table 10-7: Treated Effluent BOD5 and TSS Monthly Average and Daily Max Concentrations ..............................10-6 Table 10-8: Estimated Future Influent Flows and BOD and TSS Loadings........................................................... 10-14 Table 10-9: Estimated Future Influent BOD and TSS Loadings............................................................................. 10-14 Table 10-10: Influent Lift Station Capacity (Three Pumps Operating) .................................................................. 10-15 Table 10-11: Headworks Primary Screen & Grit Removal Capacity (Two Screens) ............................................. 10-15 Table 10-12: Headworks Primary Screen & Grit Removal Capacity (One Screen)............................................... 10-16 Table 10-13: Headworks Fine Screening Capacity (Two Screens) ........................................................................ 10-16 Table 10-14: Headworks Fine Screening Capacity (One Screen).......................................................................... 10-16 Table 10-15: Equalization Basins............................................................................................................................ 10-16 Table 10-16: Primary and Secondary Equalization Basins .................................................................................... 10-17 Table 10-17: Trussell MBR Design Parameters...................................................................................................... 10-17 Table 10-18: MBR Design Evaluation Parameters................................................................................................. 10-18 Table 10-19: Influent Fractions and Coefficients ................................................................................................... 10-18 Table 10-20: Aeration and Anoxic Basin - Required Volumes (2 Trains in Service) ............................................. 10-18 Table 10-21: Blower Air Flow Requirements........................................................................................................... 10-19 Table 10-22: Membrane Flow Capacity (15 gpd/SF All Membranes Operating).................................................. 10-20 Table 10-23: UV Disinfection Capacity (4 Banks Per Channel) ............................................................................. 10-20 Table 10-24: UV Disinfection Capacity (5 Banks Per Channel) ............................................................................. 10-20 Table 11-1: Cost Estimate Classification Matrix........................................................................................................11-2 Table 11-2: Pipeline Unit Construction Costs ............................................................................................................11-4 Table 11-3: Project Ranking........................................................................................................................................11-4 Table 11-4: Operation and Maintenance Projects Allowance...................................................................................11-8 13 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | v Table 11-5: CIP Cost Summary ...................................................................................................................................11-9 Table 11-6: Collection System Capital Improvements ........................................................................................... 11-10 Table 11-7: Lift Stations Capital Improvements ..................................................................................................... 11-11 Table 11-8: Water Recycling Facility Capital Improvements.................................................................................. 11-12 Table 11-9: 15-Year CIP Summary .......................................................................................................................... 11-14 14 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | vi List of Figures
Figure 1-1: Study Area Boundary Map..........................................................................................................................1-2 Figure 2-1: Existing Land Use Map...............................................................................................................................2-2 Figure 2-2: Development Potential Map ......................................................................................................................2-6 Figure 3-1: Average Monthly WRF Influent Flow and Rainfall from 2014 to 2022 ...................................................3-2 Figure 3-2: Typical Flow Meter Installation ..................................................................................................................3-5 Figure 3-3: Flow Meter Locations .................................................................................................................................3-6 Figure 3-4: Flow Meter Schematic................................................................................................................................3-7 Figure 3-5: FM01 - Hourly Flow Conditions ..................................................................................................................3-8 Figure 3-6: FM02 - Hourly Flow Conditions ..................................................................................................................3-9 Figure 3-7: FM 03 - Hourly Flow Conditions .................................................................................................................3-9 Figure 3-8: FM04 - Hourly Flow Conditions ................................................................................................................3-10 Figure 4-1: Existing Collection System .........................................................................................................................4-2 Figure 4-2: Lift Locations and Sewersheds..................................................................................................................4-3 Figure 4-3: Harding Park Lift Station............................................................................................................................4-4 Figure 4-4: Harvest Lift Station.....................................................................................................................................4-4 Figure 4-5: Lemonwood Lift Station .............................................................................................................................4-4 Figure 6-1: Sewer Flow Allocation.................................................................................................................................6-1 Figure 6-2: Modeled Gravity Collection System...........................................................................................................6-2 Figure 7-1: Gravity Pipeline Velocities during Existing PHDWF Conditions ................................................................7-3 Figure 7-2: Gravity Pipeline Velocities during Existing PHWWF Conditions ...............................................................7-4 Figure 7-3: Existing PHDWF Pipeline d/D Deficiencies ...............................................................................................7-6 Figure 7-4: Existing PHWWF Pipeline d/D Deficiencies...............................................................................................7-7 Figure 9-1: Gravity Pipeline Velocities during Near-term PHDWF Conditions ............................................................9-2 Figure 9-2: Gravity Pipeline Velocities during Near-term PHWWF Conditions ...........................................................9-3 Figure 9-3: Near-term PHDWF Pipeline d/D Deficiencies ...........................................................................................9-7 Figure 9-4: Near-term PHWWF Pipeline d/D Deficiencies ..........................................................................................9-8 Figure 9-5: Gravity Pipeline Velocities during Ultimate PHDWF Conditions.............................................................9-10 Figure 9-6: Gravity Pipeline Velocities during Ultimate PHWWF Conditions ............................................................9-11 Figure 9-7: Ultimate PHDWF Pipeline d/D Deficiencies............................................................................................9-13 Figure 9-8: Ultimate PHWWF Pipeline d/D Deficiencies ...........................................................................................9-14 Figure 10-1: Loadings per capita for BOD5 and TSS .................................................................................................10-4 Figure 11-1: Collection System and Lift Station CIP Project Locations................................................................. 11-13 15 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | vii Appendices
Appendix A: Flow Monitoring Study
Appendix B: Detailed Flow Verification
Appendix C: Waste Discharge Requirement and Cease-and-Desist Order Appendix D: Trussell Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum Appendix E: Lift Station Condition Assessment
Appendix F: Treated Effluent Monthly Average Monitoring Results 2019-2023 Appendix G: WRF Condition Assessment Checklist
Appendix H: WRF Condition Assessment Photos
Appendix I: MBR Process Design Calculations
Appendix J: Annual Major Service and Replacement Budget

16 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | viii List of Acronyms
AF Acre Feet LF Linear Foot
AWTF Advanced Water Treatment Facility L Liter
ANSI American National Standards Institute LS Lift Station AACE Association for Advancement of Cost
Estimating International MMF Maximum Month Flow
AV Avenue MBR Membrane Bioreactor
ADF Average Daily Flow mg/L Milligrams per Liter
ADWF Average Dry Weather Flow MG Million Gallons
AWWF Average Wet Weather Flow MGD Million Gallons per Day BOD5 Biological Oxygen Demand ML Mixed Liquor
BL Boulevard MLSS Mixed Liquor Suspended Solids
CIP Capital Improvement Plan MKN MKN & Associates, Inc.

CDO Cease-and-Desist Order MRP Monitoring and Reporting Program COD Chemical Oxygen Demand N North
CIP Clean-in-Place ppm Parts per Million
CFR Code of Federal Regulations PDDWF Peak Day Dry Weather Flow CCI Construction Cost Index PDF Peak Day Flow
ft3 Cubic foot PDWWF Peak Day Wet Weather Flow
ft3/hr Cubic Foot per Hour PHDWF Peak Dry Weather Flow
d/D Depth over Diameter PHWWF Peak Wet Weather Flow
DBOF Design-Build-Operate-Finance PF Peaking Factor
DEM Digital Elevation Model P Phase
DO Dissolved Oxygen PVC Polyvinyl Chloride
DS Dry Solids ppd or lbs/d Pounds per Day
DIP Ductile Iron Pipe lbs/hr Pounds per Hour
E East psi Pounds per Square-Inch
ENR Engineering News-Record PFD Process Flow Diagram
EQ Equalization PLC Programmable Logic Controller

EX Existing RR Railroad
fps Feet per Second RV Recreational Vehicle
FM Flow Meter RHNA Regional Housing Needs Assessment
ft Foot RWQCB Regional Water Quality Control Board
gal Gallons R&R Rehabilitation and Replacement
gpd Gallons per Day RAS Return Activated Sludge
GPDU Gallons per Day per Housing Unit RO Reverse Osmosis GPD/SF Gallons per Day per Square Foot RPM Revolutions Per Minute GPH Gallons per Hour SP Santa Paula
gpm Gallons per Minute SRT Solids Retention Time
GIS Geographic Information System S South
GBT Gravity Belt Thickener SOI Sphere of Influence
HVAC Heating, Ventilation, and Air Conditioning sf Square Foot HZ Hertz SS Stainless Steel
HDPE High Density Polyethylene SCFM Standard Cubic Feet per Minute HP Horsepower SOR Standard Oxygen Requirement
Hr Hour ST Street
HMI Human Machine Interface SCADA
Supervisory Control and Data
Acquisition
H2S Hydrogen Sulfide TDS Total Dissolved Solids
in Inches TDH Total Dynamic Head
I/I Inflow and Infiltration TKN Total Kjeldahl Nitrogen ILS Influent Lift Station TMDL Total Maximum Daily Loads LS Lift Station TN Total Nitrogen
17 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | ix TSS Total Suspended Solids VAC Volts Alternating Current UV Ultra-Violet WAS Waste Activated Sludge
USGS United States Geological Survey WDR Waste Discharge Requirements UWMP Urban Water Management Plan WWMP Wastewater Master Plan VFD Variable Frequency Drive WRF Water Recycling Facility VRSD Ventura Regional Sanitation District W West
VSS Volatile Suspended Solids yrs Years
V Volts

18 TABLE OF CONTENTS, LIST OF TABLES, AND FIGURES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | x Previous Studies and Reports
The following reports, studies, and other resources were reviewed during preparation of this Master Plan:

1. Wastewater System Master Plan Amendment Harvest at Limoneira (East Area One) dated March 2023 and prepared by Jensen Design & Survey, Inc.

2. 2020 Urban Water Management Plan (UWMP) dated July 2021 and prepared by MKN & Associates, Inc.

3. City of Santa Paula 2040 General Plan dated March 2020 and prepared by City of Santa Paula.

4. City of Santa Paula Wastewater System Master Plan dated June 2012 and prepared by City of Santa Paula.

5. Trussell Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum dated 2008 and prepared by Trussell Technologies, Inc.

6. City of Santa Paula Water Recycling Facility Record Drawings dated 2008 and prepared by Pacific Advanced Civil Engineering (PACE).
19 City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan

WASTEWATER COLLECTION SYSTEM AND

WATER RECYCLING FACILITY MASTER PLAN

EXECUTIVE SUMMARY
3,000 plus-acre service area 2.5 MGD WRF
Wastewater System Overview
Introduction and Overview
The City of Santa Paula is located approximately 17 miles inland from the Pacific Ocean in central Ventura County and lies within the Santa Clara River Valley, approximately 65 miles northwest of Los Angeles, 44 miles southeast of Santa Barbara, 12 miles east of the City of San Buenaventura and approximately 9 miles west of the City of Fillmore. The current wastewater service area boundary encompasses approximately 5.4 square miles (3,456 acres) within the City limits and serves an estimated population of 30,389.

The City’s wastewater service area is primarily single- and multi-family residential land uses, with some light commercial and industrial land uses. The City owns and operates approximately 59 miles of wastewater collection pipelines, three lift stations, and a Water Recycling Facility, which provides treatment and disposal of the City’s wastewater.

In 2023, the City authorized Michael K. Nunley (MKN) to prepare a comprehensive update to 2012 Wastewater Master Plan (Master Plan). This Master Plan includes the following major focus areas:

Ê Introduction and Overview
Ê Land Use and Future Growth
Ê Existing and Projected Flows and Loadings
Ê Collection and Treatment
System Overview
Ê Collection System Analysis
Ê Condition Assessment
Ê Water Recycling Facility Evaluation
Ê Capital Improvement Plan
59 Miles of
Pipeline
Three Lift
Stations

OBJECTIVES
Ê Evaluate Infrastructure
Needs through City Buildout
(2040)
Ê Consider Impacts from Future Flows and
Loadings
Ê Ensure System Redundancy
Ê Deliver Capital Improvement
Plan
20 City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan

WASTEWATER COLLECTION SYSTEM AND

WATER RECYCLING FACILITY MASTER PLAN

EXECUTIVE SUMMARY
Existing and Buildout Wastewater Flows
Existing Customer Land Uses (Acres)
Anticipated Growth by Development Type

2.6 MGD
Existing
Wastewater Flows
Pending
Projects 0.2
MGD (17%)
Specific Plan
Areas 0.3
MGD (29%)
Expansion
Areas 0.8
MGD (31%)
Vacant
Properties

0.2 MGD
(24%)

3.6 MGD
Buildout (2040)
Wastewater Flows
Based on the City’s historical WRF influent flow data,
flow monitoring data, and previous reports existing
wastewater flow conditions were established as follows:
average day flow of 2.6 MGD, peak hour dry weather
flow of 5.2 MGD, and peak hour wet weather flow of 7.7
MGD.

MKN reviewed data from the 2020 Census, 2020 Urban
Water Master Plan (UWMP), 2021-2029 Housing Element and, Land Use Element. Based on an evaluation of the service area population, major planned developments, limited infill development, and expansion areas a total of 4,600 dwelling units were assumed to be constructed at full buildout of the City.

MKN developed future flow estimates for the City’s approved development projects, current specific plan areas, vacant properties, and expansion areas. This established buildout wastewater flow.

Based on the findings in the Master Plan, it is anticipated the average day wastewater flows will increase by 38%
at full buildout of the City (including expansion areas). 21 City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan

WASTEWATER COLLECTION SYSTEM AND

WATER RECYCLING FACILITY MASTER PLAN

EXECUTIVE SUMMARY
Collection System Evaluation
Lift Station Condition Assessment

FINDINGS
Ê Majority of existing trunk collection
system has sufficient capacity to
serve existing and buildout flow
conditions
Ê A total of 19 collection system pipeline upgrade projects identified to increase capacity
Ê Lift stations have sufficient pumping
capacity to serve existing and future
flow conditions
Ê A total of 3 rehabilitation projects
identified to increase reliability of
existing lift stations
MKN developed a collection system hydraulic model in Bentley SewerCAD that included the major trunk sewers greater than 10-inches in diameter and other critical connection points throughout the system (flows from new development areas).

The model was updated to include current infrastructure improvements and model settings were configured to simulate various flow conditions.

Within the hydraulic model, scenarios were developed and evaluated with a focus on the following performance areas:

Ê Gravity Pipeline Capacity
Ê Lift Station Pumping Capacity
Ê Force Main Velocities
Based on an evaluation of existing, near-term, and ultimate flow conditions recommended collection system pipeline upgrade projects were identified to increase pipeline capacity to serve existing and buildout flow conditions.

As part of the Master Plan, MKN visited the three lift stations sites with operations staff to observe existing conditions. During these visits, MKN observed the general configuration of the lift stations and reviewed the following items:

Ê Configuration / Pumps
Ê Lift Station Safety Features
Ê Flood Resilience, Backup Power
Ê Wet Well Structure, Coatings, Instrumentation
Ê Access
Ê Bypassing Provisions
Ê Site Features
Based on these observations and input from operations staff, MKN developed a list of CIPs to address observed physical deficiencies at each lift station to improve system reliability and extend the useful life of the existing equipment.
22 City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan

WASTEWATER COLLECTION SYSTEM AND

WATER RECYCLING FACILITY MASTER PLAN

EXECUTIVE SUMMARY
Water Recycling Facility Condition Assessment
and Evaluation
A visual condition assessment of the WRF was performed
to review the condition of existing structures and equipment to determine necessary condition-based upgrades and improvements. MKN observed the general configuration of the WRF and reviewed the following items:

Ê Mechanical
Ê Instrumentation
Ê Electrical
Ê Structural
Ê Safety
In addition, MKN performed a comprehensive evaluation of the existing WRF capacity, including treatment and hydraulic capacity of process equipment and the disposal capacity of the percolation ponds for existing and ultimate flows. MKN reviewed existing relevant reports and used available information to estimate existing and ultimate flows and loadings (“strength of wastewater”) based on WRF records and typical duty factors.

FINDINGS
Ê Condition assessment revealed
various repairs needed to extend
design life of equipment.

Ê A total of 17 rehabilitation projects
identified to increase reliably of
existing WRF
Ê Hydraulic and treatment evaluations identified improvements necessary for efficient operation
during future loading conditions
Ê A total of three WRF projects identified to increase capacity 23 City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan

WASTEWATER COLLECTION SYSTEM AND

WATER RECYCLING FACILITY MASTER PLAN

EXECUTIVE SUMMARY
Capital Improvement Plan
CIP
WRF
(67%)
$18M
Time (Fiscal Year)
CIP Project Cost Summary
Annual Project Cost (millions $)
CS
(32%)
$8.5M
LS
(1%)
$0.3M

CIP SUMMARY
Ê 39 Projects Identified
Ê 3 Categories of Projects
Ê 15 Year Delivery Schedule
Ê 27.5 million Total CIP
Based on the evaluations and findings of the Master Plan effort the CIP was prepared. The cost estimating approach assumed fully inclusive capitalization with costs derived from similar wastewater projects adjusting for inflation, size, complexity, and location. Project prioritization was based on the following:

Ê Projects to address existing capacity deficiencies
Ê Projects to address condition-based deficiencies
Ê Projects to address near-term capacity deficiencies
Ê Projects to address buildout capacity deficiencies
Based on coordination with City staff, the recommended projects were identified. The proposed CIP allocates funds in proportions of 1% for Lift Station (LS) Projects, 32% for Collection System (CS) Projects, and 67% for Water Recycling Facility (WRF) Projects over the next 15-year budgeting period with an annual breakdown.
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25 INTRODUCTION AND OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 1-1

1.0 INTRODUCTION AND OVERVIEW
This section provides an overview of the City of Santa Paula’s (City) goals, study area, and scope of work for the Wastewater Collection System and Water Recycling Facility Master Plan (Master Plan).

1.1 Project Purpose
The purpose of this Master Plan was to identify improvements to the City’s existing wastewater collection, treatment, and disposal facilities necessary to meet existing and future wastewater conditions and to develop a comprehensive improvement program to assist the City in long-term planning and budgeting. The planning horizon for this Master Plan is the build‐out timeframe estimated to occur in the year 2040 per the City’s adopted General Plan.

1.2 Study Area
The City is located approximately 17 miles inland from the Pacific Ocean in central Ventura County within the Santa Clara River Valley, approximately 65 miles northwest of Los Angeles, 44 miles southeast of Santa Barbara, 12 miles east of the City of San Buenaventura and approximately 9 miles west of the City of Fillmore. The current wastewater service area boundary encompasses approximately 5.4 square miles (3,456 acres) within the City limits and serves an estimated population of 30,389 as reported by the California Department of Finance for 2020. The City’s wastewater service area is primarily single- and multi-family residential land uses, with some light commercial and industrial land uses. The City owns and operates approximately 59 miles of wastewater collection pipelines, three lift stations, and a Water Recycling Facility (WRF), which provides wastewater treatment and disposal.

Figure 1-1 provides an overview of the current City limits, Sphere of Influence (SOI), and General Plan Expansion Areas. These combined areas define the limits of the “Study Area” for the Master Plan.

1.3 Scope of Work
The following describes the scope of work completed to prepare the Master Plan.

Data Collection and Review
MKN reviewed and utilized the following information to develop the Master Plan:
❑ Approved General Plan and development plans
❑ Sewer system mapping
❑ As-built records for collection system improvements not included in the current mapping 26 THIS PAGE LEFT INTENTIONALLY BLANK
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29 INTRODUCTION AND OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 1-3 Flow Monitoring Study
MKN coordinated with Gold Coast Environmental to perform flow monitoring within the City’s wastewater collection system over a four-week dry-weather period. MKN performed the following tasks as part of the flow monitoring study:
❑ Coordinated placement of four flow meters throughout the City’s collection system to obtain representative flow information
❑ Coordinated sewer pipeline cleaning with Ventura Regional Sanitation District (VRSD) ❑ Prepared a collection system/flow monitoring site map showing the existing collection system, parcels and flow monitoring basin areas
❑ Received and reviewed weekly flow monitoring data provided by Gold Coast Environmental ❑ Collected daily rainfall data from the City
❑ Completed a comprehensive analysis of the flow monitoring data including a summary of the estimated average day and peak hour flows
The data from the flow monitoring study was used to determine average day conditions, and dry-weather peak hour flow conditions within the City’s collection system, and used in the development of sewer generation rates. For wet weather conditions, MKN utilized a conservative wet-weather peaking factors based on available information provided by the City.

Wastewater System Mapping
Currently the City does not have their wastewater collection system data stored in Geographic Information System (GIS) or a hydraulic model. However, the City has an existing AutoCAD wastewater collection system basemap. The hydraulic model was developed using the AutoCAD basemap including information such as pipe geometry, elevations, pipe diameter, pipe material and pipe roughness coefficients. MKN completed the following tasks to develop the hydraulic model:
❑ Imported the existing AutoCAD layers into SewerCAD
❑ Added elevation data from available AutoCAD mapping and available asbuilts ❑ Verified elevation data with one meter resolution Digital Elevation Model (DEM) ground scan of the Santa Paula area from United States Geological Survey (USGS) Development of Wastewater Generation Rates
To develop wastewater generation rates for residential, commercial, and industrial land uses within the Study Area, MKN acquired water billing data for all area users, assigned the users to a GIS parcel layer, developed per acre 30 INTRODUCTION AND OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 1-4 demand factors based on land use, and estimated a preliminary wastewater generation value based on the assumption that a certain percentage of water consumed returning to the collection system as wastewater. The preliminary wastewater generation values were compared to the newly acquired flow monitoring data and return factors were adjusted as required to match recorded flow data. Once the return flow percentage was developed, wastewater generation rates for the various user categories were generated based on their water consumption.

Wastewater Flows and Allocation
MKN created a GISlayer to identify the parcels that are located upstream of each sewer manhole (otherwise referred to as a “sewershed”) that were included in the hydraulic model. Each sewershed area was assigned with a sewer manhole identification number. This process allowed for automated assignment of calculated flows to manholes throughout the collection system. This allocation method has been successfully applied to other collection system modeling/master planning projects that MKN has worked on for other public agencies. Once the flow allocation process was completed, MKN imported the average daily flow (ADF) data into the collection system model.

Future Development and Expansion
MKN worked with City staff to determine the potential growth and/or redevelopment areas for the City. The City provided information with respect to where growth was anticipated to occur and the number of potential units and/or land uses. MKN developed a GIS layer to document the locations of growth, which was used to assign the future flows to locations in the updated hydraulic model. Conceptual facilities (pipeline upgrades) were sized to serve the projected growth areas and included in the model analyses.

Hydraulic Analysis
MKN developed design criteria based on City and industry standards to: 1) evaluate the existing wastewater collection system, 2) identify deficiencies to serve existing and future flows, and 3) develop recommended system improvements to address identified deficiencies. The analysis included evaluation of both the gravity collection pipelines and lift stations. With a hydraulic model developed for the Study Area, MKN ran the following model simulations to identify capacity deficiencies to serve both existing and future flow conditions:
❑ Existing Flow Conditions
o Average Day Flow (ADF)
o Peak Dry Weather Flows (PHDWF)
o Peak Wet Weather Flows (PHWWF)
o Capital Improvement Plan Projects Identified to Correct System Deficiencies ❑ Near-Term Flow Conditions
o Average Day Flow (ADF)
31 INTRODUCTION AND OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 1-5 o Peak Dry Weather Flows (PHDWF)
o Peak Wet Weather Flows (PHWWF)
o Capital Improvement Plan Projects Identified to Correct System Deficiencies ❑ Ultimate Flow Conditions
o ADF
o PHDWF
o PHWWF
o Capital Improvement Plan Projects Identified to Correct System Deficiencies MKN used the results of the above noted evaluation to develop a City buildout collection system implementation plan with a prioritization schedule.

Lift Station Assessment
MKN completed a limited hydraulic evaluation and visual inspection of the existing lift stations including wet wells, piping, valves, control panels, and site civil improvements to document existing conditions and potential deficiencies.

WRF Capacity Analysis
MKN performed a comprehensive capacity evaluation of the existing capacity of the WRF including hydraulics, treatment, and disposal limitations of existing plant processes to serve existing and ultimate conditions. MKN reviewed existing relevant reports and available information to estimate existing and ultimate flows and loadings (strength of wastewater) based on plant records and typical duty factors. The following tasks were performed as part of the WRF capacity analysis:
❑ Summarize existing influent flows, loadings, and treated effluent quality ❑ Review design criteria for existing plant equipment
❑ Identify capacity deficiencies
WRF Condition Assessment
A condition assessment of the WRF was performed to review the condition of existing structures and equipment to determine necessary condition-based upgrades and improvements. As part of this effort, MKN visited the WRF site to document existing equipment conditions and interview the plant operators. MKN developed a comprehensive list of condition-based deficiencies.
32 INTRODUCTION AND OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 1-6 Capital Improvement Project Plan
MKN developed a capital improvement project (CIP) plan for the existing collection and treatment systems that included capital projects needed to: 1) resolve existing system deficiencies, and 2) accommodate future expansion (assumed to occur by buildout). MKN developed a project list identifying the size and location of required facilities, priorities, possible cost-sharing between existing and future users, triggers (e.g. what flows or number of equivalent dwelling units), and estimated project schedules.

Estimated construction costs for the improvements were developed based on current market cost information and recent local bids for similar projects. The estimated costs include estimates for project administration, design, construction management and project contingency. MKN developed figures depicting the locations of the recommended CIPs for existing and future conditions.

Master Plan Report
A draft version of the Master Plan was compiled to summarize the efforts and results for the tasks described herein.

After a consolidated set of comments were received from the City, MKN revised the draft Master Plan and presented an overview of the findings and recommendations at a regularly scheduled City council meeting. Comments on the draft Master Plan were integrated into the Final Master Plan. 33 LAND USE AND FUTURE GROWTH
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 2-1

2.0 LAND USE AND FUTURE GROWTH
This section provides an overview of the existing land uses, potential development, and future population growth within the Study Area.

2.1 Land Use
The City is one of the oldest cities in Ventura County, with existing land uses that reflect over 120 years of building and development. The largest land use is comprised of residential development and approximately 44% of the City is dedicated to single-family residential, multi-family residential, and mobile homes. Commercial development and industrial development make up another 11% and 7% of the City’s land use, respectively, with another 17% apportioned to specific plans for future development already located within the City’s SOI.

The City’s SOI includes approximately 7,300 parcels. Figure 2-1 and Table 2-1 provide a summary of the 2040 General Plan land uses within the City’s SOI.

Table 2-1: Existing Development of Land Use Types
Land Use Category Gross Acres Percent of Total
Single-Family Residential 1,074 32%
Multi-Family Residential 334 10%
Mobile Homes 82 2%
General Commercial 349 10%
Commercial Office 43 1%
General Industrial 244 7%
Public Facilities 73 2%
Parks and Recreation 11 <1%
Open Space 168 5%
Agriculture 368 11%
Airport 53 2%
Specific Plan 584 17%
Total 3,382 100%
Notes:

1. City of Santa Paula 2040 General Plan, Section 2: Land Use Element Figure 2-1 provides an overview of the existing land uses within the SOI. 34 THIS PAGE LEFT INTENTIONALLY BLANK
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37 LAND USE AND FUTURE GROWTH
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 2-3

2.2 Existing Sewered Parcels
The City’s land uses can be divided into sewered and un-sewered parcels. Sewered parcels are parcels that are connected to the collection system and generate wastewater flow that is collected at the WRF. Sewered parcels include occupied residences, public facilities, commercial businesses and offices, and industrial facilities. Unsewered parcels are parcels that are not connected to the collection system and include vacant lots, open space, and parks. Since the City does not maintain data to indicate which properties are connected to the collection system, MKN assumed that every parcel tied to an existing water billing account (excluding irrigation uses) within the City’s SOI was a sewered parcel. All other parcels were considered un-sewered and not included in the collection system analysis, unless identified with future development potential. To identify sewered parcels, MKN reviewed 2022 billing records and assigned each billing account to the parcel it overlapped. Table 2-2 provides a summary of sewered parcels by land use type in the City’s SOI.

Table 2-2: Sewered Parcels by Land Use in the City’s SOI Land Use Number of Parcels Acreage
Single-Family Residential 3,405 829
Multi-Family Residential 1,890 278
Mobile Homes 6 57
General Commercial 499 266
Commercial Office 178 40
General Industrial 99 130
Public Facilities 23 114
Airport 9 47
Specific Plan 12 124
Total 6,121 1,885
Of the City’s approximately 7,300 total parcels and 3,382 acres, 6,121 parcels covering an area of 1,885 acres were considered sewered parcels for the Master Plan.

2.3 Future Development
To estimate potential future residential, commercial, and industrial development within the City, MKN worked with the City’s Community and Economic Development department to review existing planning documents to identify properties and/or areas with future development potential within the City’s SOI. MKN also reviewed and considered areas identified as expansion areas for future annexation into the City’s SOI. The planning information used to identify potential future development included the following documents:
❑ 2021 - 2029 Housing Element
❑ 2040 General Plan – Land Use Element
The only future development outside of the City’s SOI included in the Master Plan capacity evaluation included the expansion areas as identified in the 2040 General Plan. 38 LAND USE AND FUTURE GROWTH
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 2-4

2.3.1 2021 – 2029 Housing Element
The City is required to prepare a Housing Element every eight years to identify and address housing needs, housing goals, policies, and programs. Based on forecasted growth of households in the City, the Regional Housing Needs Assessment (RHNA) determined that 657 new housing units would need to be constructed prior to the end of 2029.

In response to the RHNA, the City demonstrated a significant surplus in housing capacity to meet this housing need, as summarized in Table 2-3.

Table 2-3: Land Inventory Summary (Within City SOI)

Development Type Total Housing Units
Approved / Pending Projects1 676
Vacant Residential Sites 117
Vacant Commercial Sites2 812
Total Future Housing Capacity 1,605
RHNA Housing Units Required 657
RHNA Surplus / (Deficit) 948
Notes:

1. Excludes Specific Plan developments

2. The 2021 – 2029 housing development identified vacant commercial sites for residential development

3. The East Area 1 Specific Plan was not included in the land inventory summary. In addition, this did not include any future expansion area developments

2.3.2 2040 General Plan – Land Use Element
The 2040 General Plan is a fundamental policy document for the City, providing the framework for managing the City’s physical and economic resources now and in the future. As part of the 2040 General Plan, the City developed a Land Use Element to guide how the City plans, develops and supports land use, which includes information on future specific plan projects and potential expansion areas to the City’s SOI.

The Land Use Element identifies the following two Specific Plan developments within the City’s SOI that are currently under construction or soon-to-be constructed:
❑ SP-3 East Area 1 Specific Plan: The largest anticipated future development project within the City’s SOI is the East Area 1 Specific Plan (“Harvest at Limoneira”). This Project encompasses approximately 495 acres in east Santa Paula, with an anticipated build out of 2,050 housing units. Per the “Wastewater System Master Plan Amendment – Harvest at Limoneira (East Area One)” report, 520 units were occupied in November 2022, leaving 1,530 housing units left to be developed for the future condition ❑ SP-4 East Gateway Specific Plan: The East Gateway Specific Plan Area in east Santa Paula includes 670,000 square feet of general commercial space
The Land Use Element also identified several expansion areas beyond the City’s current SOI that are considered to have potential for future annexation and development. Table 2-4 below provides a summary of the different Expansion Areas and development potential.
39 LAND USE AND FUTURE GROWTH
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 2-5 Table 2-4: Expansion Areas Summary
Expansion Area Development Potential1
Adams Canyon 495 Housing Units
1 School Site (Assumed 15 acres)
1 Resort Hotel (Assumed 100 Housing Units)
Fagan Canyon 450 Housing Units

1.8 Acres General Commercial
East Area 3 5.1 Acres General Commercial

2.8 Acres General Industrial
West Area 2 57.5 Acres General Commercial
South Mountain N/A2
Notes:

1. Development potential for each expansion area only included development anticipated to have a substantial return sewer flow. The level of proposed development provided is preliminary and is subject to change once a future specific plan is developed

2. No development that will result in substantial return sewer flows is anticipated Figure 2-2 provides an overview of the locations throughout the City that have future development potential and were evaluated for the Master Plan.

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43 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-1

3.0 EXISTING AND PROJECTED WASTEWATER FLOWS
This section provides an overview of the estimated existing and future flow conditions within the Study Area including flow validation through a flow monitoring study.

3.1 Water Recycling Facility Historical Flows
This section provides an overview of the historical influent wastewater flows from the Water Recycling Facility (WRF).

Historical influent wastewater flows are typically composed of wastewater flow form residential, commercial, and industrial uses and inflow / infiltration (I/I). I/I flows occur due to precipitation events and groundwater infiltration.

Inflow is the water entering a collection system and service connections from manhole covers, roof and foundation drains, or cross connections from storm sewers and catch basins. Infiltration is groundwater entering a collection system through cracks in manhole walls, defective pipes, pipe joints, or connections. While inflow varies rapidly with rainfall conditions with flows rising and falling within minutes or hours of a significant precipitation event, infiltration is relatively constant over a period of days, weeks, or even months in areas of high groundwater near sewer services.

The City has not conducted a recent I/I study, but potential inflow and infiltration impacts to WRF influent wastewater flows can be inferred by comparing precipitation to wastewater flows and calculating the difference between wet weather and dry weather peak daily flows. Figure 3-1 provides a comparison between total precipitation and average monthly WRF effluent flows.

Based on Figure 3-1, there does not appear to be a consistent correlation between significant precipitation events and higher than average monthly influent wastewater flows. However, VRSD staff have observed significant I&I at the WRF when the City receives more than 1 inch of rain.

Table 3-1 provides a summary of the historical wastewater influent records from 2014 to 2022. Peaking factors in the table below were determined by taking the ratio of the flow condition above the peaking factor row to the ADF. 44 THIS PAGE LEFT INTENTIONALLY BLANK
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Figure 3-1: Average Monthly WRF Influent Flow and Rainfall – 2014 to 2022 ADF (MGD) Rainfall (Inches)
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47 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-3 Table 3-1: Historical WRF Influent Flows
Year 2014 2015 2016 2017 2018 2019 2020 2021 2022 Existing Flows1
Influent Flow Rate (MGD) and Flow Condition Peaking Factors ADF 1.79 1.75 2.24 2.08 2.13 2.38 2.50 3.01 2.23 2.58
MMF 1.87 1.80 3.05 2.63 2.35 2.91 2.77 3.69 2.63 3.00
Peaking
Factor 1.05 1.03 1.36 1.26 1.10 1.23 1.11 1.23 1.18 1.16 ADWF 1.78 1.73 2.72 2.13 2.13 2.50 2.56 3.27 2.26 2.71
Peaking
Factor 1.00 0.99 1.21 1.02 1.00 1.05 1.03 1.09 1.01 1.05 AWWF 1.79 1.77 2.01 1.87 2.11 2.26 2.37 2.49 2.18 2.34
Peaking
Factor 1.00 1.01 0.89 0.90 0.99 0.95 0.95 0.83 0.98 0.91 PDDWF 2.36 3.21 7.04 4.74 3.67 3.33 3.82 4.93 4.66 5.68 Peaking
Factor 1.32 1.83 3.14 2.27 1.72 1.40 1.53 1.64 2.09 2.20 PDWWF2 2.24 3.24 5.10 3.75 7.75 3.23 3.48 4.19 4.59 4.69 Peaking
Factor 1.25 1.85 2.27 1.80 3.64 1.36 1.39 1.39 2.05 1.82 PDF 2.36 3.24 7.04 4.74 7.75 3.33 3.82 4.93 4.66 5.68
Peaking
Factor 1.32 1.85 3.14 2.27 3.64 1.40 1.53 1.64 2.09 2.20 PHWWF - - - - - - - - - 7.74
Notes:

1. Existing flow conditions were based on a three-year average from 2020 to 2022

2. Months with cumulative rainfall over 0,25 inches were considered wet months

3.2 Wastewater Flow Conditions
The following wastewater flow conditions were used to evaluate the City’s collection, treatment, and disposal systems to serve existing and future flows.

3.2.1 Average Day Flow
Average Day Flow (ADF) is the average daily wastewater flow over the course of a year and is obtained by averaging the monthly flows conveyed to the WRF through the course of a year and converting to a daily flow rate. The ADF was determined using a three-year annual average from 2020 to 2022 influent WRF flows.

3.2.2 Maximum Month Flow
Maximum Month Flow (MMF) is the average daily flow during the month featuring the highest cumulative flow.

3.2.3 Average Dry Weather and Wet Weather Flows
Average Dry Weather (ADWF) and Wet Weather (AWWF) Flows are the average daily flow rates experienced during dry and wet weather months respectively. Consideration of average dry and wet weather flows allows analysis of 48 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-4 treatment systems at appropriate flow rates and temperatures for the dry and wet season. Precipitation of 0.25 inches or more per month was assumed to identify wet weather months.

3.2.4 Peak Day Dry Weather Flow and Wet Weather Flow
Peak Day Dry Weather Flow (PDDWF) and Wet Weather Flow (PDWWF) represent the highest daily flow rates experienced at the WRF during dry and wet weather months, respectively.

3.2.5 Peak Day Flow
Peak Day Flow (PDF) represents the maximum daily flow rate experienced at the WRF and issued to design or evaluate hydraulic retention times for certain treatment processes.

3.2.6 Peak Hour Dry Weather Flow
Peak Hour Dry Weather Flow (PHDWF) is the maximum flow experienced within one hour during dry conditions and is one of two flow conditions typically used for sizing collection system gravity pipe and lift stations. The existing peak dry hour flow conditions were based on the results of the flow monitoring study. As identified in Table 3-4, PHDWF peaking factors of 1.7 to 2.2 were observed during the flow monitoring study and the flow meters observed an average peaking factor of 2.0.

3.2.7 Peak Hour Wet Weather Flow
Peak Hour Wet Weather Flow (PHWWF) is the maximum flow experienced within one hour during wet conditions and is one of two flow conditions typically used for sizing collection system gravity pipe and lift stations. The existing peak wet hour flow conditions were based on a peaking factor of 3.0 identified in the design criteria of the previous 2012 WWMP and verified by the results of the updated flow monitoring study.

49 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-5 Table 3-2 provides a summary of the wastewater flow conditions utilized to evaluate the City’s existing collection system and WRF facilities to serve existing and future flow conditions.

Table 3-2: Existing Flow Conditions & Peaking Factors
Flow Condition MGD GPM
Peaking Factor
ADF 2.58 1,792 -
MMF 3.00 2,083 1.16 x ADF
ADWF 2.71 1,882 1.05 x ADF
AWWF 2.34 1,625 0.91 x ADF
PDDWF 5.68 3,944 2.20 x ADF
PDWWF 4.69 3,257 1.82 x ADF
PDF 5.68 3,944 2.20 x ADF
PHDWF 5.16 3,583 2.00 x ADF
PHWWF 7.74 5,375 3.00 x ADF

3.3 Flow Monitoring Study
This section describes the flow monitoring study completed as part of the Master Plan effort.

3.3.1 Flow Monitoring Equipment
To verify preliminary flow conditions and confirm a PHDWF peaking factor for the hydraulic model, a flow monitoring study was completed. MKN’s subconsultant (Gold Coast
Environmental), performed a flow monitoring study by placing four flow monitoring devices in sewer manholes at key locations throughout the Study Area over a 14-day monitoring period.

Gold Coast Environmental installed temporary Teledyne Isco 2150 Area-Velocity flow meters, as shown in Figure 3-2.

Figure 3-3 provides an overview of the four flow meter-locations and associated sewersheds.

Figure 3-2: Typical Flow Meter Installation
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53 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-7 The flow meters were programmed to acquire and store depth of flow and velocity readings at 15-minute intervals.

Level measurements were acquired using a submerged pressure transducer mounted in the flow stream and velocity measurements were acquired using a doppler ultrasonic sensor. The meters were installed in the selected manholes from July 11 to July 25, 2023. The Golden State Environmental flow monitoring study is included in Appendix A. Table 3-3 provides an overview of the flow meter locations, the size of the pipeline, and the estimated number of parcels upstream of each flow meter.

Table 3-3: Flow Meter Locations
Flow Meter Location Pipe Diameter (inches) Sewered Parcels1 Basin Area (Acre)2 FM01 416 Dartmouth Road 24 535 363
FM02 500 Acacia Road3 24 5,263 1,435
FM03 520 Harvard Boulevard 18 2,543 720
FM04 224 South Palm Avenue 15 1,090 288
Notes:

1. Basin area only includes acreage for existing “sewered” parcels

2. FM02 sewershed includes the FM03 and FM04 sewersheds.

The flow meters captured flow data for approximately 95% of all sewered parcels within the City’s SOI. Figure 3-4 provides a schematic overview of the flow meter placement within the collection system and identifies upstream and downstream meter placements. Each circle includes the flow meter name, the measured average day, and peak hour flows.

Figure 3-4: Flow Meter Schematic
54 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-8

3.3.2 Flow Monitoring Results
Table 3-4 includes a summary of the flow results for the flow monitoring study. The table lists the recorded average day flow (ADF) in gallons per day (GPD) and gallons per minute (GPM); peak hour flow (PHF) in GPM, and flow depth for the flow monitoring period.

Table 3-4: Flow Monitoring Results
Parameter Units
Flow Meter
FM01
Dartmouth
FM02
Acacia
FM03
Harvard
FM04 Palm
Pipe Diameter Inches 24 24 18 15
Average Daily Flow GPD 368,907 1,040,397 519,725 307,423 GPM 256 722 361 213
Average Flow Depth Inches 6.65 6.32 21.28 8.68
Peak Hour Flow GPM 568 1,445 606 471
Peak Hour Flow Depth Inches 8.55 8.62 23.91 10.38
Peak Hour Peaking Factor (PHF/ADF) - 2.2 2.0 1.7 2.2
Peak Instantaneous Flow (5-minute data) GPM 574 1,477 637 471 The following figures graphically depict the overall consistency of flow data collection during the flow monitoring study.

Figure 3-5: FM01 - Hourly Flow Conditions
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55 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-9 Figure 3-6: FM02 - Hourly Flow Conditions
Figure 3-7: FM 03 - Hourly Flow Conditions
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56 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-10 Figure 3-8: FM04 - Hourly Flow Conditions
The flow monitoring study collected baseline dry weather flow conditions within the Study Area. Existing dry weather peak hour flow conditions were based on the results of the flow monitoring study and do not include any increase in flow from rain events.

MKN was not scoped to complete wet-weather flow monitoring for this project and PHWWF conditions were based on information from factors from the City’s Wastewater System Master Plan dated June 2012. To verify observed pipeline capacity deficiencies during PHWWF conditions, the City may consider completing a more comprehensive I/I in the future and updating the PHWWF conditions within the hydraulic model.

3.4 Wastewater Return Factors
To estimate the distribution of wastewater flows across the collection system and estimate future wastewater demand, MKN assigned a water to wastewater return factor to each sewered parcel based on its land use. To determine the return factor for each land use type, MKN developed preliminary wastewater return factors in Table 3-5 based on the existing ADF from Section 3.3.1, 2020 to 2022 water billing data, 2020 to 2022 WRF ADF, and sewered parcel information from Table 2-2. These return factors were then assessed using the flow monitoring study.
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57 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-11 Table 3-5: Preliminary Wastewater Return Factors
Land Use
Number
of
Parcels
Acreage
Average
Day
Demand
(MGD)1
Average
Day
Demand
(GPM)
1 Return
Factor %
Estimated
ADF
(MGD)
Estimated
ADF
(GPM)
Single-Family
Residential 3,405 829 1.19 827 80% 0.95 662
Multi-Family Residential 1,890 278 0.81 562 90% 0.73 505 Mobile Homes 6 57 0.14 99 85% 0.12 84
General Commercial 499 266 0.43 300 95% 0.41 285
Commercial Office 178 40 0.07 52 95% 0.07 49
General Industrial 99 130 0.11 80 95% 0.11 76
Public Facilities 23 114 0.12 81 80% 0.09 65
Airport 9 47 0.01 5 85% 0.01 4
Specific Plan 12 124 0.11 74 85% 0.09 63
Total 6,121 1,885 2.99 2,078 86% 2.58 1,792
WRF ADF2 2.58 1,792
Notes:

1. Potable water usage was calculated using a three-year average from 2020 to 2022 water billing data. Water usage that did not result in return wastewater flows was not included in this average (ex: hydrant testing, landscaping-specific meters, water losses, etc.)

2. Actual existing average daily flow calculated from influent WRF data from 2020 to 2022 The preliminary return factors identified in Table 3-5 are based on typical return factors MKN has used on similar wastewater planning projects. From 2020 to 2023, the average day water demand was 2.99 MGD and the average day flow to the WRF was 2.58 MGD, resulting in an overall average return factor of 86%. A detailed flow verification is included in Appendix B.

3.5 Wastewater Unit Flow Factors
The following wastewater flow factors were used for estimating future wastewater flow associated with near-term and ultimate development projects. The water and wastewater unit demand factors were developed from the City’s 2020 UWMP, Wastewater System Master Plan Amendment – East Area 1, and the water to wastewater return factors identified in Table 3-5. The unit factors are summarized in Table 3-6 below. 58 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-12 Table 3-6: Future Unit Flow Factors
Flow Category Water Demand Factor
Return
Factor1
Wastewater Flow Factor
(GPDU) (gpm)
Source
Residential 308 gal per day /
housing unit2
80% 246 gal per day /
housing unit 2020 UWMP
Residential
(East Area 1
Only)
224 gal per day /
housing unit3
80% 179 gal per day /
housing unit
Wastewater System Master
Plan Amendment – East Area
1 Commercial 2.49 gal per year / SF 95% 2.37 gal per year / SF 2020 UWMP Industrial 15.1 gal per year / SF 95% 14.3 gal per year / SF 2020 UWMP School 1.81 AF per year /
acre
80% 1.45 AF per year / acre 2020 UWMP
Notes:

1. Return factors from Table 3-12

2. 88 gallons per day per capita x 3.5 capita per housing unit = 308 gal per day / housing unit

3. 64 gal per day per capita x 3.5 capita per housing unit = 224 gal per day / housing unit

3.6 Future Sewer Flow
Future wastewater flows within the City’s SOI will consist of redevelopment of underutilized parcels, new development of vacant land, and new development within the City’s expansion areas. These future flows are described below.

3.6.1 Near-Term Flows
Wastewater flows within the City’s SOI are expected to increase within the next five years as pending development projects are constructed. Near-Term flows include approved and pending development projects identified in the 2021 – 2029 Housing Element, as well as approved and pending specific plans identified in the Land Use Element of the 2040 General Plan. A summary of the estimated wastewater flows associated with near-term development projects is shown in Table 3-7.

Table 3-7: Near-Term Development Wastewater Flow
Future Development Unit Wastewater Flow Factor Wastewater Flow (gpm) Approved / Pending Projects
Housing Units 676 246 gal per day / housing unit 115
East Area 1 Specific Plan
Housing Units 1530 179 gal per day / housing unit 190
East Gateway Specific Plan
General Commercial (SF) 670,000 2.37 gal per year / SF 3 Total Wastewater Flow (gpm) 309
Total Wastewater Flow (mgd) 0.44
Notes:

1. GPM = Gallons per Minute

2. MGD = Million Gallons per Day

3. SF = Square Feet
59 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-13

3.6.2 Ultimate Flows
Ultimate flows are associated with build-out within the existing City SOI and the City’s expansion areas. These are classified as projects expected to occur at some point in the future, but these projects are at the early planning stages. Ultimate flows include vacant residential and commercial sites identified in the 2021 – 2029 Housing Element, as well as expansion areas identified in the Land Use Element of the 2040 General Plan. A summary of the estimated wastewater flows associated with ultimate development projects is shown in Table 3-8.

Table 3-8: Ultimate Development Wastewater Flow
Future Development Unit Wastewater Flow Factor Wastewater Flow (gpm) Vacant Residential Sites
Housing Units 117 246 gal per day / housing unit 20
Vacant Commercial Sites
Housing Units1 812 246 gal per day / housing unit 139
Adams Canyon Expansion Area
Housing Units 595 246 gal per day / housing unit 102
School (Acres) 15 1.45 AF per year / acre 13
Fagan Canyon Expansion Area
Housing Units 450 246 gal per day / housing unit 77
General Commercial (SF) 78,401 2.37 gal per year / SF 0 East Area 3 Expansion Area
General Commercial (SF) 222,156 2.37 gal per year / SF 1 General Industrial (SF) 121,968 14.3 gal per year / SF 3 West Area 2 Expansion Area
General Commercial (SF) 2,504,700 2.37 gal per year / SF 11 Total Future Development Wastewater Flow (gpm) 367
Total Future Development Wastewater Flow (mgd) 0.53
Notes:

1. Per the 2021 – 2029 Housing Element, the City identified vacant commercial lots for future residential development.

2. GPM = Gallons per Minute

3. MGD = Million Gallons per Day

4. SF = Square Feet

3.6.3 Future Sewer Flow Summary
Table 3-9 provides a summary of the total future water flows associated with the City’s near-term projects (pending projects) and ultimate projects (vacant sites and expansion areas). 60 EXISTING AND PROJECTED WASTEWATER FLOWS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 3-14 Table 3-9: Estimated Total Future Wastewater Flow Conditions Flow Condition
ADF1 PHDWF2 PHWWF

MGD GPM MGD GPM MGD GPM
Existing 2.58 1,792 5.16 3,584 7.74 5,375
Near-Term 3.02 2,100 6.05 4,201 9.07 6,301
Ultimate 3.55 2,468 7.11 4,935 10.66 7,403
Notes:

1. PHDWF = 2.0 x ADF per Table 3-2

2. PHWWF = 3.0 x ADF per Table 3-2

3. ADF = Average Day Flow

4. PHDWF = Peak Hour Dry Weather Flow

5. PHWWF = Peak Hour Wet Weather Flow

6. MGD = Million Gallons per Day

7. GPM = Gallons per Minute
61 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-1

4.0 EXISTING SYSTEM OVERVIEW
This section provides an overview of the City’s existing wastewater collection, treatment and disposal systems.

4.1 Gravity Collection System
The City’s existing collection system includes 59 miles of gravity sewer pipelines (ranging from 6-inch to 42-inch diameters), 1,190 manholes, three lift stations, and associated force mains. Figure 4-1 provides an overview of the collection system and an inventory of the existing gravity collection system by diameter is provided in Table 4-1.

Table 4-1: Collection System Pipeline by Size
Diameter (Inches)
Length
Feet Miles % of total
6 82,360 15.7 26%
8 172,970 32.7 55%
10 18,090 3.4 6%
12 13,280 2.5 4%
15 2,870 0.5 1%
18 8,510 1.6 3%
20 1,050 0.2 < 1%
21 3,070 0.9 1%
24 7,650 1.5 2%
30 490 0.1 < 1%
33 130 <0.1 < 1%
36 170 <0.1 < 1%
42 1,330 0.3 < 1%
Total 311,970 59.1 100%

4.2 Lift Stations
There are a total of three (3) lift stations within the City’s existing collection system including the Harding Park, Harvest (Lemonwood No. 2), and Lemonwood No. 1 lift stations. Figure 4-2 shows the lift station locations and sewersheds.
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67 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-4

4.2.1 Harding Park Lift Station
The Harding Park Lift Station is located in a parking lot planter, 15 feet northeast of the Harding Park restroom. This lift station collects flows from the Harding Park restroom and a residential home located on the premises of the park. A photo of the lift station wet well and valve vault is shown in Figure 4-3.

Access to the lift station is through the park’s parking lot. This station has a two submersible pumps controlled by floats as the primary level sensors. The wet well can be accessed through a steel hatch cover set at grade.

4.2.2 Harvest Lift Station
The Harvest Lift Station is located on Old Hallock Drive, south of Highway 126, adjacent to an RV storage yard. This lift station collects mainly residential flows from the adjacent neighborhood. A photo of the lift station wet well and valve vault is shown in Figure 4-4.

The gated lift station is the newest station in the City, approximately three years old. This station houses three 15-horsepower (HP) submersible pumps. For level sensing, this system has both primary and backup level sensors. The primary is a pressure transducer and four floats act as backup level sensors. These devices, when triggered, send a signal to a PLC controller to activate the pumps.

4.2.3 Lemonwood 1 Lift Station
The Lemonwood 1 Lift Station is located south of Highway 126 in Lemonwood Industrial Park. This lift station collects industrial and commercial flows. A photo of the lift station wet well in shown in Figure 4-

5. Access is achieved by vehicle off Quail Court through a fenced gate entrance. This lift station consists of a 6-foot diameter wet well with two suction lift pumps, set at grade over the wet well and are controlled by a level sensor. Bypass provisions at the lift station are evident. A manual transfer switch was present along with a portable generator, to provide back-up power if needed.

Figure 4-3: Harding Park Lift Station
Figure 4-4: Harvest Lift Station
Figure 4-5: Lemonwood Lift Station
68 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-5

4.3 Description of Water Recycling Facility
The WRF was constructed in 2010 under a design-build-operate-finance (DBOF) agreement. Phase I was completed at that time and was intended to treat an average day flow of 3.4 MGD. The facility was planned to accommodate a future Phase II expansion that would treat a total of 4.2 MGD on an average day flow basis. Currently, both the plant and collection system are operated under a contract with Ventura Regional Sanitation District (VRSD), who is responsible for daily management and permitting compliance.

Figure 4-6 depicts the process flow schematic for the WRF. Raw wastewater enters the influent lift station via a 42- inch diameter HDPE gravity sewer line. Raw influent is directed to two separate concrete channels in the headworks screening structure. These channels direct flow through coarse screening, grit removal, and fine screening equipment prior to discharge to the pre-anoxic basin splitter channel. From there, the pre-anoxic basin diversion channel controls flow into any combination of the three anoxic basins where denitrification of a mixture of raw screened wastewater and recycled activated sludge flow is achieved. Subsequently, the water progresses to the aerobic basins for oxidation of organic carbon and nitrification. Separate aeration zones allow the operators to control air flow to different areas within the basins. Mixed liquor is pumped to the membrane tank forebay/channel and distributed to the membrane bioreactor (MBR) tanks. Following MBR filtration, the tertiary-treated water undergoes Ultraviolet (UV) disinfection before flowing into a concrete splitter box, then to onsite percolation ponds for disposal. Some treated effluent is reclaimed for on-site water reuse, particularly for operations like equipment washdown. The WRF was designed to serve recycled water users in the future but users have not yet been identified.

Waste Activated Sludge (WAS), is transferred from the membrane tank effluent channel to one of three aerated sludge digestion basins. In these basins, volatile organics are further oxidized. The sludge’s volume is decreased through a gravity belt thickener and the sludge undergoes dewatering via a screw press before being transported offsite for disposal.

The WRF is operated in accordance with Waste Discharge Requirements (WDR), Order No. R4-2018-0022-A01, in tandem with a Cease-and-Desist Order (CDO), Order No. R4-2018-0023-A01, attached as Appendix C. These regulations were adopted by the Los Angeles Regional Water Quality Control Board (RWQCB) on February 8, 2018 and amended in May 2022.

As discussed later in this report, the City is currently developing a chloride removal system to improve WRF effluent quality prior to percolation. The CDO is the basis for implementing this project.

4.3.1 Influent Lift Station
An open-channel Doppler flowmeter monitors flows entering the facility through a metering manhole situated on the 42-inch diameter influent gravity pipeline prior to entering the influent lift station (ILS). The influent sewer lift station was constructed to accommodate a firm peak flow capacity of 17.0 MGD (11,800 GPM) even when one pump is out of service.
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71 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-7 The station is comprised of a concrete wet well equipped with four pumps with variable frequency drives (VFDs).

Excess flow above the capacity of the pumps causes an increase in the wet well level and is passively diverted into the two equalization basins by flowing over an overflow weir. Gated outlets within the surge equalization basins enable stored sewage to be redirected back to the ILS when flows are lower, then subsequently pumped through the headworks.

The ILS pumps connect to a 16-inch diameter ductile iron pipe (DIP) riser, which then manifolds into a 24-inch DIP force main. The force main transports raw sewage to the headworks inlet. The flow rate of the influent is measured at the outlet of the headworks structure. Details for the ILS major equipment are summarized in Table 4-2.

Table 4-2: Influent Lift Station Equipment Summary
Equipment Quantity Manufacturer Description
Pumps 4 Flygt
❑ Provide the hydraulic head to lift the influent
wastewater to the headworks
❑ 3,900 gpm at 35 ft TDH
❑ 45 HP, 480 VAC, 3P, 60 Hz
❑ Model NP3202-616 LT, 12-inch diameter straight
discharge
Plug Valves 4 Val-matic ❑ Allow pump isolation for maintenance or removal ❑ Model #VM-5816R
Swing-Flex Check
Valves 4 Val-matic
❑ Prevent the process flow from reversing backwards
into the pump impeller
❑ Model VM-516
Flap Gates 2 Waterman
❑ Acts as a check valve for the process tank drain
lines
❑ Model SSF-41

4.3.2 Headworks
The headworks system at the WRF utilizes two-stage screening coupled with a dedicated grit removal system. Raw wastewater is pumped from the lift station to the enclosed headworks building which also houses the sludge thickening and dewatering systems as well as the aerobic digester blowers. Each headworks train is composed of an 8.5 MGD coarse screening unit, an 8.5 MGD vortex grit separation unit, and a 6.9 MGD fine screening unit. This parallel arrangement provides redundancy and allows for maintenance of screening equipment without diverting unscreened sewage downstream.

In the headworks, wastewater flows into one of the two headworks trains where it goes through a coarse screen, grit removal chamber, and a fine screen in this sequence prior to continuing to the next treatment process.

As solids collect on both the coarse and fine screens, a collection trough with screw-type compactor and washer receives screenings from the screens and discharges them into a bagging system for offsite removal.

Following the coarse screen process, the wastewater flows through a vortex-type grit chamber. Settled grit is pumped to a cyclone vortex-type grit classifier and periodically extracted to prevent excessive hardening. With a 72 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-8 spray wash system, the grit classifier cleanses organics from the grit and mitigates odors. Grit is discharged to a horizontal conveyor equipped with an automated bagging system for convenient disposal. Any remaining water within the classifier is returned to the vortex chamber for further processing.

The fine screens provide a final stage of inorganic solid removal and prevent damage to downstream membranes.

Table 4-3 summarizes the major equipment associated with the headworks building.

Table 4-3: Headworks Major Equipment Summary
Equipment Quantity Manufacturer Description
Primary Screen 2 Huber
❑ Remove, convey, and dewater screened material
down to 6-mm in size
❑ 480 VAC, 3 Phase, 60 Hz, 2 HP
❑ 11 MGD max rated capacity
❑ Model Rotomat (Ro2) 1600/6
Vortex Grit Chamber 2 Westech
❑ 8.5 MGD rated capacity
❑ 10 ft diameter (concrete formed)
❑ Model GVR-10
Grit Classifier 2 Westech
❑ 11-inch screw classifier
❑ Includes 250 GPM capacity Hydrocyclone seperator
❑ Model GSF3-100
Primary Screen
Conveyor 2 JDV Conveyor
❑ 125 ft3/hr at10 RPM
❑ 1.5 HP, constant speed motor
❑ Model U355 B/SS
Fine Screen 2 Huber
❑ Remove, convey, and dewater screened material
down to 2-mm in size
❑ 480 VAC, 3 Phase, 60 Hz, 2 HP
❑ 6.9 MGD max rated capacity
❑ Model Rotomat (Ro2) 1800/2
Fine Screen Conveyor 2 JDV Conveyor
❑ 125 ft3/hr @10 RPM
❑ 1.5 HP, constant speed motor
❑ Model U355 B/SS
Slide Gates 6 Waterman
❑ Controls flow into the Headworks structure,
overflow, and flow out of the Headworks structure
❑ Hand wheel operated
❑ Model SS-256-1-Y-X, SS-254-1-Y, SS-251-1-Y

4.3.3 Primary and Secondary Equalization Basins
The WRF features two interconnected equalization (EQ) basins designed for management of short-term diurnal peak flows. These basins operate in series and provide a combined storage capacity of 1.05 million gallons.

The primary EQ basin, situated adjacent to the east wall of the influent lift station, is comprised of an epoxy-coated concrete tank measuring 40-feet wide by 45-feet long by 23-feet maximum liquid depth, with a working volume of 281,100 gallons. This volume was sized to attenuate a peak flow of up to 10.4 MGD over a 10-hour period per Trussell Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum (2008) 73 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-9 included in Appendix D. Should the excess peak flow exceed the capacity of the first basin, a gravity overflow enables screened and de-gritted wastewater to flow to the second, larger EQ basin located adjacent to the west wall of the ILS. EQ basin #2 measures 38-feet wide by 118-feet long by 23-feet maximum liquid depth, offering an additional working volume of 771,400 gallons of storage. Both basins are equipped with gated drains that feed back to the influent lift station for pumping to the headworks. Table 4-4 summarizes the major equipment associated with the EQ basins.

Table 4-4: Equalization Basins Major Equipment Summary
Equipment Quantity Manufacturer Description
Slide Gates 2 Waterman
❑ Controls flow into and out of each of the EQ basins
❑ Electrically actuated, 460V/3P/60Hz
❑ Model SS-291-1

4.3.4 Anoxic Basins
Screened raw wastewater enters the anoxic basin diversion channel. Within this channel, manually controlled slide gates regulate the flow over three weirs, each corresponding to an anoxic basin. The anoxic basins provide denitrification of incoming screened wastewater and Recycled Activated Sludge (RAS) from the membrane basins.

Each of the anoxic basins measure approximately 38 feet long by 28 feet wide by 21.7 feet in maximum liquid depth with an average working volume of approximately 172,800 gallons each. Table 4-5 summarizes the major equipment associated with the anoxic basins.

Table 4-5: Anoxic Basins Major Equipment Summary
Equipment Quantity Manufacturer Description
Anoxic Mixer 3 Flygt
❑ Provides mixing energy for the influent prior to
entering the aerobic basin
❑ Gear driven mixer per Model #4640 w/11° angle
mount & 25 ft. mast length
❑ 5300 GPM, 4 HP, 460V/3P/60 Hz
Diversion Channel
Slide Gates 3 Waterman ❑ Model #SS-254-1-Y-NRS
Mud Valves 6 Waterman
❑ Controls nutrient loading into each tank as well as
means of controlling overflows
❑ Three 6-inch valves and three 12” valves
❑ Model MV-11

4.3.5 Aeration Basins
Biological oxidation, including carbon removal and nitrification of incoming ammonia, occurs within the aeration basins. These basins each measure approximately 72 feet in length by 38 feet in width by 21.7 feet maximum liquid depth and possess a working volume of approximately 59,400 ft3 (~444,000 gallons each).

Aeration is provided by four dedicated blowers and a zoned fine bubble diffuser system. Within each basin, there are a total of 69 fine-pore diffuser panels organized into three zones, with decreasing diffuser density as water progresses through the basin. The initial zone ensures thorough mixing of influent from the anoxic basin and mixed 74 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-10 liquor channel through intense aeration. Subsequent zones maintain adequate oxygen levels for biomass growth and activity while optimizing the growth of organisms that promote aerobic digestion without causing foaming or settling issues. DO sensors allow the operators to manually adjust blower speed via VFDs. The City is currently implementing an ammonia control project to automate blower operations.

Return activated sludge (RAS) troughs are integrated into the basin centerline structure, serving as both weirs and channels to regulate high water levels and return mixed liquor to the Anoxic Basins and to the front end of the Aerobic Basins. Each aerobic basin features a 4 HP, 4,700 GPM mixed liquor suspended solids recycle pump, directing a portion of mixed liquor from the back of the aerobic basin back into the anoxic basin.

From the end of the aerobic basins, wastewater is pumped to the membrane bioreactor (MBR) forebay channel using the MBR feed pumps. Table 4-6 summarizes the major equipment associated with the aerobic basins.

Table 4-6: Aerobic Basins Major Equipment Summary
Equipment Quantity Manufacturer Description
MBR Feed Pump 3 Flygt
❑ Pumps water from the end of the aerobic tanks to
the MBR feed channel above
❑ 11,000 GPM at 3.3 ft TDH per pump
❑ 27 HP VFD 460V/3P/60 Hz, tube mounted
❑ Model PL7055
RAS Pump 3 Flygt
❑ Pumps RAS from the aerobic basin to the anoxic
basin
❑ 4,700 GPM at 0.9 ft TDH per pump
❑ 4 HP, 480V/3P/60 Hz,, 16" flange mount
❑ Model PP4640
Aeration
Diffusers 207 Aerostrip (now OVIVO)
❑ Entrain air into aerobic basin using fine bubbles
❑ Polyurethane membrane fine pore diffuser panels
470#/HR SOR per tank
❑ Aerostrip® Model Q3.5
Aeration Blowers 4 K-Turbo
❑ Provides aeration to each aerobic basin's aeration
panels
❑ 800-1, 400 SCFM at 11.5 psi, 75 HP VFD,
460V/3P/60 Hz
❑ Model TB75-0.8S
The aeration basins were cleaned, repaired, and malfunctioning/broken diffusers and aeration piping were replaced over the past three years.

4.3.6 Mixed Liquor (ML) Collection and Mixed Liquor Suspended Solids (MLSS) Recycle Channels The effluent from each of the MBR feed pumps is directed into the ML collection channel for distribution to each membrane basin. The water level is equalized between the forebay and each operated MBR tank by utilizing 24- inch diameter mud valves. RAS enters the MLSS recirculation channel for distribution back to the Anoxic Basins and Aeration Basins.
75 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-11 Both the ML collection and MLSS recirculation channels contain a network of fine bubble tube aeration diffusers.

The diffusers scour the membranes to help prevent fouling and ensure that any solids in channels remain suspended, preventing accumulation of settled sludge. Each of the 72 fine bubble tube diffusers (36 in each channel) delivers 3 to 10 SCFM, with a maximum capacity of 17 SCFM. Air for this process is delivered by the membrane blowers. Table 4-7 summarizes the major equipment associated with the ML collection and MLSS recirculation channels.

Table 4-7: MBR Feed and MLSS Channels Major Equipment Summary Equipment Quantity Manufacturer Description
WAS Pumps 2 Flygt
❑ 480 GPM at 25 ft TDH
❑ 5 HP VFD, 460V/3P/60 Hz
❑ 4 inch diameter straight discharge
❑ Model NP3102
Mud Valves 6 Waterman
❑ Controls flow into the MBR Tanks
❑ Manually actuated
❑ Model MV-11
Slide Gates 3 Waterman
❑ Controls flow into and out of the aerobic basins
❑ Manually actuated
❑ Model SS-252-1
Channel
Aeration 72 EDI
❑ Keeps secondary processed water and sludge
suspended in each of the channels
❑ Model T-Series

4.3.7 MBR Basins
The WRF performs biological treatment in three parallel process trains with six membrane bioreactor (MBR) basins.

After passing through the aerobic basins, MLSS is pumped into the ML collection channel which distributes flow into each pair of membrane basins.

The membranes are submerged within the membrane basins and rely on VFD-equipped rotary lobe suction pumps (permeate pumps) that create a vacuum on the permeate side of the membranes. These pumps discharge treated wastewater to a common 24-inch diameter DIP header leading to the UV tank structure.

During the permeate extraction process, solids form a sludge layer on the membranes. To prevent excessive buildup, the membrane modules’ operation includes periodic backflushing with permeate water, facilitated by the permeate pumps. Membrane blowers also provide scouring of the membrane surface through diffusers mounted at the bottom of the membrane basins.
76 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-12 The membrane filtration modules also have a clean-in-place (CIP) system for both maintenance and recovery cleaning, carried out within the tanks. Maintenance cleaning involves periodic injection of low doses of sodium hypochlorite and citric acid into the membrane module permeate/back-flush lines.

Mixed liquor continually overflows to the ML recirculation channel for diversion back to the aerobic basins or for pumping Waste Activated Sludge (WAS) to the aerobic digesters. Table 4-8 summarizes the major equipment associated with the MBR modules and tanks.

Table 4-8: MBR Modules and Tanks Major Equipment Summary Equipment Quantity Manufacturer Description
MBR Feed Pump 3 Flygt
❑ Pumps water from the back end of the aerobic
tanks to the MBR feed channel above
❑ 11,000 GPM at 3.3 ft TDH, 27 HP VFD,
460V/3P/60 Hz, tube mounted
❑ Model PL7055
Mud Valves 6 Waterman
❑ Controls flow into the MBR Tanks
❑ Manually actuated
❑ Model MV-11
Membrane
Filtration Modules 24
Koch
Membrane
Systems
❑ 1,500 M2 Hollow-Fiber Microfilter Module
❑ Model Puron
Permeate Pumps 6 Vogelsang
❑ Draws water through the permeable membrane
fibers and pumps the water to the UV tank
structure
❑ 1,420 GPM at 14.5 PSI, 25 HP VFD, 460V/3P/60
Hz
❑ Piggyback mounted motor
❑ Gooseneck suction and discharge
❑ Model VX186-520QD
Membrane Blower 3 K-Turbo
❑ Provides aeration to each of the membrane
modules for scouring of built-up cake on the
membrane fibers
❑ 2,200-4,700 SCFM @ 6.5 PSI, 200 HP VFD,
460V/3P/60 Hz
❑ Model TB200-0.6T

4.3.8 UV Disinfection System
Permeate is disinfected using ultraviolet (UV) disinfection prior to discharge to percolation ponds or reuse within the WRF. The process exposes the wastewater to UV light which damages the genetic material of microorganisms, preventing their ability to reproduce, and rendering them non-infectious. The WRF uses a low pressure ultra-high output amalgam lamp to accomplish their disinfection.

This disinfection process is performed within covered concrete channels that receive flow from the 24-inch diameter DIP membrane permeate header. This flow enters the UV tank structure and discharges into a pre-UV channel wet well through which has manually controlled slide gates to control flow into the UV channels. The UV modules are positioned within a concrete channel. There are a total of 10 banks for both concrete channels with each bank 77 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-13 containing thirty-six UV lamps for contact disinfection. Maintaining the water level within the channel is crucial for the disinfection system to ensure full submersion of the UV lamps, as it requires an adequate contact time with UV radiation. To maintain lamp submergence, water level is regulated by weirs and a level gate. The PLC adjusts the number of activated lamps based on flow rate and baffles within the channels direct flow for optimal contact. After exiting the UV channel, treated water is discharged for plant reuse or is discharged into the 30-inch effluent pipeline that feeds the diversion structure, which then directs flow to all three percolation ponds. Table 4-9 summarizes the major equipment associated with the UV Disinfection System.

Table 4-9: UV Disinfection System Major Equipment Summary Equipment Quantity Manufacturer Description
UV Modules 10 IDI-Ozonia
❑ Two parallel trains. Each train contains 5 x 36
400-Watt lamp modules.
❑ Aquaray 3X High output vertical lamp UV
disinfection
UV Air Flush-out
Compressor 1 IDI-Ozonia
❑ Compressor provides air for UV lamp cleaning
operation
❑ 120 VAC
Automatic Level Gate 2 IDI-Ozonia ❑ Fluid filled counter-weight tank Channel Weir Gates 2 Waterman ❑ Model SS-254-1-Y
UV Dip Tank 1 N/A ❑ Precast epoxy lined UV cleaning/dip tank

4.3.9 CIP Storage Tanks and Foam Spray System
The Clean-In-Place (CIP) storage tanks hold potable water designated for membrane module maintenance and recovery cleaning purposes. The two CIP storage tanks provide a storage capacity of 16,200 gallons per tank.

Additionally, the water serves for the foam control system, which uses a spray system to reduce biological foaming in the basins.

Water is extracted from each CIP tank through two pumps: one for the CIP cleaning process and another for supplying the foam spray system. For each of these systems, there is one primary pump and one backup pump (for a total of four pumps), allowing them to alternate to reduce wear and provide redundancy. Table 4-10 summarizes the major equipment associated with the CIP storage tanks and foam spray system. 78 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-14 Table 4-10: CIP Storage Tanks and Foam Spray System Major Equipment Summary Equipment Quantity Manufacturer Description
CIP Pumps 2 Marlow
❑ Self-priming pump with 3-inch by 3-inch
connections, 7.31-inch Impeller 79 GPM
(Maintenance), 291 GPM (Recovery) at 14.5 PSI,
5HP, 1750 RPM VFD, 460V/3P/60 Hz
Chemical
Metering/Injection
Pumps
2 N/A
❑ 130 GPH at 100 PSI Chemical metering motor
driven pumps w/ electric diaphragm ProMinent
❑ Model Sigma/3 S3Ca w/ 10,000 mL calibration
column and PVC/Viton injection valve/lance
Foam Spray Pumps 2 Marlow
❑ Self-priming pump w/ 3-inch by 3-inch connections

7.31-inch IMP, 250 GPM at 14.5 PSI, 5HP, 1750
RPM VFD, 460V/3P/60 Hz
Foam Spray Nozzles 270 Bete ❑ Full cone spray angle PVC nozzles, ❑ Model Maxipass MP218
Storage Tank Drain -
Mud Valves 2 Trumbull ❑ Non-rising stem SS Mud Valves

4.3.10 Sludge Handling System
WAS is thickened, aerobically digested, and dewatered prior to being hauled offsite for disposal. Two gravity belt thickeners (GBTs) can receive WAS from the WAS pumps. Polymer is added to enhance the thickening process.

Three 58-foot by 38-foot by 23-foot aerated sludge digestion basins receive flow from the WAS pumps installed in the MLSS recirculation channel. The aerobic digesters provide stabilization and storage of waste sludge prior to thickening, dewatering, and disposal. The key equipment components for each digester include fine bubble diffusers, sludge withdrawal pumps, rethickening pumps, and blowers. Rethickening pumps can circulate sludge from the digesters back through the gravity belt thickeners as needed.

During dewatering operations, the digested sludge is extracted from the aerated sludge storage basins and directed to the screw press via the screw press feed pumps. Polymer is added to enhance dewatering within the screw press.

The sludge is released onto a conveyor system and deposited into a roll-off bin, serving as on-site storage for the sludge until it is transported away for disposal. Table 4-11 summarizes the major equipment associated with solids handling system.
79 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-15 Table 4-11: Solids Handling Equipment Major Equipment Summary Equipment Quantity Manufacturer Description
WAS Pumps 2 Flygt
❑ 480 GPM at 25 ft TDH
❑ 5 HP VFD, 460V/3P/60 Hz
❑ 4-inch diameter swept discharge
❑ Model NP3102
Gravity Belt
Thickeners 2 Filtech
❑ Thickens waste sludge for improved digestion and to
increase available sludge storage volume
❑ 220 GPM at 0.75% DS/825 lbs/hr
❑ 150 GPM @ 3.0% DS/2,200 lbs/hr
❑ Model FDW160
Digester
Blowers 3* K-Turbo
❑ Provide aeration to the digester aeration diffusers
❑ 800-1,400 SCFM at 11.5 PSI, 75 HP VFD,
460V/3P/60 Hz
❑ Model TB75-0.8S
Rethickening
Pumps 2 Vogelsang ❑ 250 GPM at 15 PSI, 10 HP VFD, 460V/3P/60 Hz ❑ Model VX136-140Q
Screw Press
Feed Pumps 1 Vogelsang ❑ 100 GPM at 15 PSI, 7.5 HP VFD, 460V/3P/60 Hz ❑ Model VX136-70Q
Screw Press 1 Huber
❑ 90 GPM at 1.5% Solids, 50 HP Drum Motor, 20 HP
Screw Motor, 460V/3P/60 Hz
❑ Model ROS 3Q 800
Polymer Units 3 Siemens
❑ 240-2, 400 GPH Dilution/1-10 GPH Polymer
❑ 115VAC/60 Hz w/microcontroller
❑ Model M2400-P10-AB-V
Sludge Aeration
Diffusers 360 EDI ❑ Fine bubble diffusers producing 240 lbs/hr SOR per tank
Notes:
*WRF currently has two blowers operating as digester blowers. The third blower is being used as a temporary aeration blower due one aeration blower going out of service in 2022.

4.3.11 Odor Control System
The WRF incorporates both passive (covers) and active (mechanical) odor management systems. To mitigate odor emissions, odor-generating basins include concrete covers to capture off-gases. A mechanical odor capture and biological odor control system is used to collect and treat air from the lift station, equalization basins, aerobic digesters, anoxic tanks, headworks equipment, thickener unit, and headworks/dewatering room. The odor control system was installed in 2022. Table 4-12 summarizes the major equipment associated with the odor control system.
80 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-16 Table 4-12: Odor Control System Major Equipment Summary Equipment Quantity Manufacturer Description
Foul Air Blower 1 BioAir
❑ 20,000 SCFM capacity
❑ 60 HP motor
❑ Model FAB-17-301
Biological Trickling Filter 1 BioAir
❑ 20,000 SCFM design air flow @ an average 25
ppm input H2S
❑ Model BTF-17-301
Nutrient Supply System 1 BioAir
❑ 53 GPM supply panel flow rate and 70 PSI supply
panel inlet pressure
❑ 2-inch diameter flanged supply panel inlet/outlet
❑ Model NSS-17-301

4.3.12 Onsite Reuse Water System
Following UV disinfection, a portion of the treated water is extracted from the pre-discharge storage channel for operational tasks and washdown. This reuse water system incorporates a packaged hydropneumatic tank and pump system to provide pressure and storage. Table 4-13 summarizes the major equipment associated with the onsite water reuse system.

Table 4-13: Onsite Water Reuse System Major Equipment Summary Equipment Quantity Manufacturer Description
Plant Reuse Pumps 2 Marlow
❑ Self-priming pump with 3-inch x 3-inch
connections 7.31" Impeller, 340 GPM @ 80 PSI -
30 HP, 3450 RPM, 460V/3P/60 Hz
❑ Model #MP3L3EC
Hydropneumatic
Tank 1
South Gate
Engineering
❑ 8,000 gal
❑ 6-inch inlet and outlet w/a 6-inch butterfly valve
on outlet
❑ Air charging system (40-110 PSI Air Rite
Compressor)
Pressure Relief,
Sustaining, & Back
Pressure Valve
1 Cla-Val
❑ Maintains line pressure w/a pilot set-point for the
system
❑ Set-point 70-90 PSI (manually adjusted)
❑ Model #750-01

4.3.13 Percolation Ponds
Treated and disinfected effluent is discharged to three percolation ponds within a 34-acre site southwest of the WRF. The treated effluent from the WRF is directed to the ponds utilizing a 30-inch diameter HDPE pipe. This pipe connects to a diversion structure positioned in between ponds 1, 2 and 3. Canal gates at the diversion structure redirect the treated effluent via three 24-inch pipes into a discharge box located within each pond. 81 EXISTING SYSTEM OVERVIEW
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 4-17 Table 4-14: Percolation Ponds Major Equipment Summary
Equipment Quantity Manufacturer Description
Canal Gates 3 Waterman
❑ 24-inch gate controls flow to the percolation ponds
discharge boxes
❑ Model C-10

4.3.14 Advanced Water Treatment Facility (AWTF)
In the future, a portion of the WRF-treated water will flow to the Advanced Water Treatment Facility (AWTF), currently in design. Design flows are being confirmed at the time of this report, but the objective of the project is to provide side-stream treatment of WRF flows to reduce chlorides to below 110 mg/L in the final combined WRF effluent.

This project is required to meet the WRF effluent limit for chloride, outlined in the WDR and CDO. 82 THIS PAGE LEFT INTENTIONALLY BLANK
83 EVALUATION CRITERIA
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 5-1

5.0 EVALUATION CRITERIA
This section provides an overview of the evaluation criteria used to analyze the City’s existing collection system including gravity sewer pipes, lift stations, and force mains.

5.1 Gravity Collection System Criteria
The City has adopted design standards and specifications for sewer collection system improvements. These design standards, along with industry-accepted design criteria for gravity pipelines, lift stations and force mains, were utilized (when feasible) to evaluate the ability of the City’s existing sewer infrastructure to meet existing and future flows. Table 5-1 provides a summary of the City’s design standards for sewer improvements.

Table 5-1: Design Standards for Gravity Sewer Pipe
Diameter (in)
Slope (Feet/Foot)
Minimum Acceptable
6 0.0080
8 0.0044
10 0.0036
12 0.0024
15 0.0016
18 0.0014
>=21 0.0010
Pipe Velocity (fps)
Minimum 2.0
Maximum 10.0
Peaking Factor
PHDWF 2.0 x ADF
PHWWF 3.0 x ADF
Depth over Diameter (d/D)
PHDWF <=12-inch 0.50
PHDWF >=15-inch 0.67
PHWWF 0.75
Notes:

1. ADF = average day flow

2. PHDWF = Peak Dry Weather Flow

3. PHWWF =Peak Wet Weather Flow

4. Based on City of Santa Paula Wastewater
System Master Plan June 2012
84 EVALUATION CRITERIA
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 5-2

5.2 Lift Station Criteria
The following criteria were used to evaluate the capacity of the City’s existing lift stations under existing and future flow conditions.

5.2.1 Pump Capacity
It is recommended that lift stations are designed with a minimum of two pumps, such that the pumping system can serve the full design flow with the largest pump offline, to provide full redundancy if one pump fails or requires service, to alternate pump cycles to minimize wear on the pump components, and to provide supplemental pumping capacity to convey instantaneous peak flows. Each pump should be sized to convey the peak hour flow entering the wet well.

5.2.2 Force Mains
Force mains were analyzed to determine if they are properly sized to convey the lift station pumped flow, while maintaining minimum pipeline velocities to re-suspend solids and provide pipeline cleaning. It is recommended that lift station force mains convey minimum velocities of 3.5 to 6 feet per second (fps) with maximum velocities less than 10 fps to minimize head loss and potential for surge events.

5.3 WRF Criteria
Design criteria used to evaluate the WRF treatment processes are included in Section 9. 85 HYDRAULIC COMPUTER MODEL
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 6-1

6.0 HYDRAULIC COMPUTER MODEL
This section provides an overview of the collection system hydraulic model developed for this project to analyze the ability of the existing system to serve existing and future flows.

6.1 Model Development
MKN developed a hydraulic model using Bentley SewerCAD CONNECT Edition Version 10 (SewerCAD) hydraulic modeling software to simulate the operation of the gravity collection system. SewerCAD utilizes Manning’s equation for open channel flow, and the Hazen-Williams formula for pressure pipes (lift station force mains). The hydraulic model was run under steady state conditions using a backwater analysis. This type of analysis starts at the collection system outlet locations (the WRF in this instance) with an assigned outlet condition (either free discharge, submerged, or tailwater control). From the outlet location SewerCAD proceeds in an upstream direction performing the hydraulic analysis. A representative model of the existing collection system was developed using the following information:
❑ City’s existing sewer collection system AutoCAD file (pipelines, manholes, lift stations, and cleanouts) that provided the following information: Pipeline alignment, diameter, material, and length ❑ As-built plans

6.1.1 Sewer Flow Allocation
To distribute existing and future flows throughout the collection system model, baseline flow conditions were established as described in Section 3. Water demands within the Study Area were converted to sewer flows based on reduction factors and verified with flow monitoring data.

Each parcel within the Study Area was assigned an existing wastewater flow and future wastewater flow (when applicable). Each parcel was also associated with the closest manhole that it was assumed to flow to. Each manhole imported into the hydraulic model was “loaded” with the existing and future sewer flows from the upstream parcels entering the manhole (i.e. the manhole’s sewershed).

Figure 6-1 shows a sample of the sewersheds that were developed for loading existing and future flows into the hydraulic model. Major trunk pipelines throughout the City and other critical areas were included in the hydraulic model and are shown on Figure 6-2.

Figure 6-1: Sewer Flow Allocation
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87 88

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89 HYDRAULIC COMPUTER MODEL
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 6-3

6.1.2 Model Scenarios
The following model simulations were completed to identify existing pipe capacity and pipe velocities during existing and future flow conditions:
❑ Existing Flow Conditions:
o Average Day Flow (ADF)
o Peak Hour Dry Weather Flows (PHDWF)
o Peak Hour Wet Weather Flows (PHWWF)
o Capital Improvement Plan Projects Identified to Correct System Deficiencies ❑ Near-Term Conditions:
o ADF, PHDWF, PHWWF
o Capital Improvement Plan Projects Identified to Correct System Deficiencies ❑ Ultimate Flow Conditions:
o ADF, PHDWF, PHWWF
o Capital Improvement Plan Projects Identified to Correct System Deficiencies

6.1.3 Model Settings
With the collection system network configured, existing and future flows were imported into SewerCAD and the following modeling parameters were configured:
❑ All hydraulic simulations were completed under the following:
o Steady state time analysis – Single instantaneous analysis o Analysis calculation method – Gradually Varied Flow with Convex Routing (GVF-Convex Solver) ❑ The following Mannings n friction coefficients were used for gravity pipelines:
o All existing pipes: 0.013
o New pipes: 0.011

6.2 Hydraulic Model Flow Validation
As described in Section 3.4, MKN used City water usage data and WRF influent treatment flows from 2020 to 2022 to estimate existing flow conditions within the hydraulic model. These initial flow estimates were verified using the newly acquired flow monitoring data.
90 THIS PAGE LEFT INTENTIONALLY BLANK
91 HYDRAULIC ANALYSIS – EXISTING CONDITIONS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 7-1

7.0 HYDRAULIC ANALYSIS – EXISTING CONDITIONS
This section summarizes the hydraulic evaluation of the existing collection system to serve existing flows within the Study Area.

7.1 Gravity Collection System Hydraulic Analysis

7.1.1 Evaluation Overview
The collection system was evaluated using the design criteria defined in Section 5 under PHDWF and PHWWF flow conditions and recommendations were made for pipes found to be deficient.

The existing gravity collection system includes over 59 miles of gravity sewer pipe ranging from 4-inch to 42-inch in diameter. As described in Section 6, MKN developed a hydraulic model in Bentley’s SewerCAD using information from the 2012 WWMP and the City’s existing collection system AutoCAD file to evaluate the City’s collection system.

Only pipe segments along major trunk sewer mains were evaluated, amounting to approximately 11 miles or 18% of the system (Figure 6-2). The pipe segments selected for the evaluation were consistent with the pipe segments selected for analysis in the previous 2012 WWMP.

The hydraulic evaluation of the gravity collection system includes the pipeline sizes, slopes, and downstream restrictions. The ratio of the depth of wastewater (d) to the diameter of the pipe (D) is a typical measure of the hydraulic capacity in gravity pipelines. Pipes were considered deficient if the pipe’s d/D exceeded the following PHWDF and PHWWF conditions:
❑ Peak Hour Dry Weather Flow (PHDWF)
o For a pipe 12 inches or less, a d/D of 50 or greater
o For a pipe greater than 12 inches, a d/D of 67 or greater ❑ Peak Hour Wet Weather Flow (PHWWF)
o For all pipe diameters, a d/D of 75 or greater

7.1.2 Existing Flows Hydraulic Model Evaluation Results Figure 7-1 and Figure 7-2 provide an overview of model results showing pipeline velocities during existing PHDWF and PHWWF conditions, respectively. Based on model results, approximately 89% of the modeled gravity pipelines achieved self-cleaning velocities equal to or greater than 2 feet per second during PHDWF conditions. During PHWWF conditions, approximately 97% of the modeled gravity sewer pipelines achieved self-cleaning velocities equal to or greater than 2 feet per second. These self-cleaning velocities are considered satisfactory, and no gravity pipeline improvements were recommended based on insufficient velocities.

Table 7-1 provides a summary of the existing gravity collection system pipeline deficiencies based on the evaluation criteria defined in Section 5. Existing system deficiencies were assigned a deficiency number, using “EX” to 92 HYDRAULIC ANALYSIS – EXISTING CONDITIONS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 7-2 designate existing flow conditions (i.e. EX-1). Based on the existing hydraulic model evaluation, there are approximately 50 pipelines that exceed the d/D capacity criteria under existing PHDWF and/or PHWWF conditions.

Additionally, seven pipeline d/D deficiencies are resolved once downstream conditions are improved through recommended pipeline upgrades. Eight of the pipeline d/D deficiencies are within 5% of the design criteria, and improvements were not recommended for the marginal exceedance of the design criteria. Figure 7-3 provides an overview of existing PHDWF pipeline d/D deficiencies and Figure 7-4 provides an overview of existing PHWWF pipeline d/D deficiencies. Table 7-2 provides a summary of the recommended improvements to address capacity deficiencies associated with existing PHDWF and PHWWF conditions as described in Table 7-1. 93 Legend
c:J Sphere of Influence
c:J City Limits
� � Water Recyc I• g in Facility
� Lift Station
Existing Sewer (Not �- Modeled)
Pipe Velocity (ft/s)
City o f Santa Paula
Wastewater
Collection System
and
Water Recycling
Facility Master Plan
Figure 7-1:

Gravity
Pipeline Velocities
During
Existing PHDWF
Conditions
•
1 inc h _ 2 - , 200 feet
0 1,100 2,200
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95 96

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97 Flow (gpm) d/D Criteria d/D Result Flow (gpm) d/D Criteria d/D Result EX-1 2686 Acacia Rd (536 Acacia Way) 45 24 3375 <= 67 68 5062 <= 75 87 Capacity deficiency for both PHDWF and PHWWF EX-2 2685 Acacia Rd (536 Acacia Way to Acacia Way) 40 24 3369 <= 67 69 5054 <= 75 89 Capacity deficiency for both PHDWF and PHWWF EX-3 2428 Acacia Rd (Acacia Way and Acacia Rd Intersection) 35 24 3369 <= 67 67 5054 <= 75 89 Capacity deficiency for both PHDWF and PHWWF EX-4 2306 Acacia Way (Acacia Rd to Santa Rosa Loop) 250 24 694 <= 67 60 1041 <= 75 82 Downstream pipe creates a surcharged condition for PHWWF EX-5 2457 Acacia Rd (Acacia Way to W Santa Maria St) 340 24 2668 <= 67 61 4002 <= 75 83 Capacity deficiency for PHWWF EX-6 2259 Elm St (W Harvard Blvd to 220 Elm St) 525 8 374 <= 50 63 561 <= 75 84 Capacity deficiency for both PHDWF and PHWWF EX-7 2286 Elm St (220 Elm St to W Main St) 95 10 372 <= 50 58 559 <= 75 79 Capacity deficiency for both PHDWF and PHWWF EX-8 2295 W Main St (Elm St to 700 W Main St) 210 10 372 <= 50 65 558 <= 75 91 Capacity deficiency for both PHDWF and PHWWF EX-9 2289 Blanchard Elementary School (W Main St to Blanchard Elementary School) 130 10 371 <= 50 65 556 <= 75 98 Capacity deficiency for both PHDWF and PHWWF EX-10 2333 Blanchard Elementary School 390 10 371 <= 50 65 556 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-11 1690 Blanchard Elementary School 105 8 130 <= 50 59 196 <= 75 73 Capacity deficiency for PHDWF EX-12 2294 Blanchard Elementary School (Blanchard Elementary School to Pamela Ct) 200 10 240 <= 50 57 359 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-13 2328 Pamela Ln (Pamela Ct to Venus Ave) 370 10 214 <= 50 48 321 <= 75 80 Downstream pipe creates a surcharged condition for PHWWF EX-14 2364 S Palm Ave (E Ventura St to Yale Ct) 285 12 554 <= 50 53 831 <= 75 67 Upgrade not recommended (within 5% of d/D criteria) EX-15 1815 N 4th St (E Main St to 122 N 4th St) 175 8 291 <= 50 54 436 <= 75 68 Upgrade not recommended (within 5% of d/D criteria) EX-16 2248 N 4th St (122 N 4th St to E Santa Barbara St) 460 8 276 <= 50 56 413 <= 75 69 Capacity deficiency for PHDWF EX-17 2212 E Santa Barbara St (N 5th St to N 6th St) 400 8 198 <= 50 58 297 <= 75 77 Capacity deficiency for both PHDWF and PHWWF EX-18 2214 E Santa Barbara St (N 6th St to N 7th St) 400 8 183 <= 50 56 274 <= 75 75 Capacity deficiency for both PHDWF and PHWWF EX-19 2502 California St (206 California St to E Ventura St) 180 12 678 <= 50 69 1017 <= 75 83 Capacity deficiency for both PHDWF and PHWWF EX-20 2494 E Ventura St (California St to Green St) 80 12 664 <= 50 72 996 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-21 2368 Green St (E Ventura St to Yale St) 295 12 653 <= 50 54 979 <= 75 82 Downstream pipe creates a surcharged condition for both PHDWF and PHWWF EX-22 2350 Green St (Yale St Halfway to E Main St) 165 12 643 <= 50 51 964 <= 75 63 Upgrade not recommended (within 5% of d/D criteria) EX-23 2351 Green St (Halfway from Yale St to E Main St) 165 12 630 <= 50 50 944 <= 75 62 Upgrade not recommended (within 5% of d/D criteria) EX-24 2361 E Main St (Green St to Davis St) 265 12 626 <= 50 50 939 <= 75 62 Upgrade not recommended (within 5% of d/D criteria) EX-25 2287 E Main St (Davis St to 925 E Main St) 165 10 455 <= 50 57 682 <= 75 70 Capacity deficiency for PHDWF EX-26 2317 E Main St (925 E Main St to N Mill St) 335 10 451 <= 50 60 677 <= 75 83 Capacity deficiency for both PHDWF and PHWWF EX-27 2292 E Main St (N Mill St to 969 E Main St) 180 10 449 <= 50 65 673 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-28 2329 E Main St (969 E Main St to 1033 E Main St) 350 10 438 <= 50 64 657 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-29 2707 E Main St (1033 E Main St to N Ojai St) 180 10 432 <= 50 57 648 <= 75 92 Capacity deficiency for both PHDWF and PHWWF EX-30 2341 N Ojai St (113 N Ojai St to E Santa Barbara St) 515 10 391 <= 50 51 586 <= 75 73 Downstream pipe creates a surcharged condition for PHDWF EX-31 2330 N Ojai St (Railroad Ave to E Santa Paula St) 375 8 376 <= 50 57 564 <= 75 71 Capacity deficiency for PHDWF EX-32 2488 N Ojai St (E Santa Paula St and N Ojai St Intersection) 40 8 370 <= 50 65 556 <= 75 79 Capacity deficiency for both PHDWF and PHWWF EX-33 2708 N Ojai St (E Santa Paula St to 325 N Ojai St) 260 8 365 <= 50 64 547 <= 75 79 Capacity deficiency for both PHDWF and PHWWF EX-34 2709 N Ojai St (325 N Ojai St to Ojai Rd) 300 8 358 <= 50 64 537 <= 75 78 Capacity deficiency for both PHDWF and PHWWF EX-35 2020 Ojai Rd (N Ojai St to Saticoy St) 275 8 346 <= 50 63 519 <= 75 77 Capacity deficiency for both PHDWF and PHWWF EX-36 2245 Ojai Rd (Saticoy St to E Orchard St) 455 8 312 <= 50 61 467 <= 75 75 Capacity deficiency for PHDWF EX-37 2249 Ojai Rd (E Orchard St to Park St) 460 8 292 <= 50 58 438 <= 75 72 Capacity deficiency for PHDWF EX-38 2224 Ojai Rd (Park St to 604 Ojai Rd) 420 8 269 <= 50 56 404 <= 75 69 Capacity deficiency for PHDWF EX-39 2071 Ojai Rd (604 Ojai Rd to Richmond Rd) 300 8 260 <= 50 54 390 <= 75 67 Downstream pipe creates a surcharged condition for PHDWF EX-40 2118 Ojai Rd (Richmond Rd to 725 Ojai Rd) 325 8 230 <= 50 52 345 <= 75 64 Upgrade not recommended (within 5% of d/D criteria) EX-41 2367 E Harvard Blvd (California St to Brett Way) 265 12 488 <= 50 54 732 <= 75 67 Upgrade not recommended (within 5% of d/D criteria) EX-42 2327 E Harvard Blvd (S Mill St to S 10th St) 365 10 473 <= 50 58 710 <= 75 77 Capacity deficiency for both PHDWF and PHWWF EX-43 2313 E Harvard Blvd (S 10th St to S Ojai St) 320 10 464 <= 50 62 697 <= 75 93 Capacity deficiency for both PHDWF and PHWWF EX-44 2281 E Harvard Blvd (E Harvard Blvd and Ojai St Intersection) 25 10 458 <= 50 64 687 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-45 2304 E Harvard Blvd (S Ojai St to S 11th St) 245 10 450 <= 50 63 675 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-46 2310 E Harvard Blvd (S 11th St to 1123 E Harvard Blvd) 290 10 440 <= 50 62 660 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-47 2335 E Harvard Blvd (1123 E Harvard Blvd to S 12th St) 440 10 429 <= 50 62 644 <= 75 100 Capacity deficiency for both PHDWF and PHWWF EX-48 2629 E Harvard Blvd (E Harvard Blvd and S 12th St) 35 12 495 <= 50 52 742 <= 75 100 Downstream pipe creates a surcharged condition for PHDWF and PHWWF EX-49 2628 E Harvard Blvd (S 12th St to 1211 Harvard Blvd) 125 12 494 <= 50 52 741 <= 75 100 Downstream pipe creates a surcharged condition for PHDWF and PHWWF EX-50 2366 E Harvard Blvd (1211 Harvard Blvd to Garcia St) 290 12 491 <= 50 48 736 <= 75 77 Upgrade not recommended (within 5% of d/D criteria) Deficiency No. (EX-
#)
Deficiency Description
Table 7-1: Gravity Collection System Pipe Deficiencies for Existing Flow Conditions Diameter (in)
Existing PHDWF Existing PHWWF
Model ID Location Length (ft)
98 THIS PAGE LEFT INTENTIONALLY BLANK
99 100

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101
102

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103
Average
Flow (gpm)
Average
Existing
d/D
Average
Improved
d/D
Average
Flow (gpm)
Average
Existing
d/D
Average
Improved
d/D
I-EX-1 EX-19 California St 206 California St to E Ventura St 180 12 15 678 69 50 1017 83 63 I-EX-2 EX-20 E Ventura St California St to Green St 80 12 15 664 72 48 996 100 62 I-EX-3 EX-1 Acacia Rd 536 Acacia Way 45 24 30 3375 68 54 5062 87 68 I-EX-4 EX-2 & EX-3 Acacia Rd 536 Acacia Way to Acacia Rd Intersection 75 24 30 3369 68 52 5054 89 67 I-EX-5 EX-5 Acacia Rd Acacia Way to W Santa Maria St 340 24 27 2668 61 50 4002 83 66 I-EX-6 EX-25, EX-26, EX-27, EX-28, EX-29 E Main St Davis St to N Ojai St 1210 10 12 445 61 46 667 89 58 I-EX-7 EX-42, EX-43, EX-44, EX-45, EX-46, EX-47 E Harvard Blvd S Mill St to S 12th St 1680 10 12 452 62 46 679 95 59 I-EX-8 EX-6 Elm St W Harvard Blvd to 220 Elm St 525 8 10 374 63 46 561 84 57 I-EX-9 EX-7 Elm St 220 Elm St to W Main St 100 10 12 372 58 44 559 79 56 I-EX-10 EX-8 W Main St Elm St to 700 W Main St 210 10 12 372 65 48 558 91 61 I-EX-11 EX-9 & EX-10 Blanchard Elementary School W Main St to Blanchard Elementary School 520 10 12 371 65 48 556 99 61 I-EX-12 EX-11 Blanchard Elementary School Blanchard Elementary School 110 8 10 130 59 43 196 73 54 I-EX-13 EX-12 Blanchard Elementary School Blanchard Elementary School to Pamela Ct 200 10 12 240 57 43 359 100 54 I-EX-14 EX-31, EX-32, EX-33, EX-34 N Ojai St Railroad Ave to Ojai Rd 980 8 10 367 62 48 551 77 60 I-EX-15 EX-17 & EX-18 E Santa Barbara St N 5th St to N 7th St 800 8 10 190 57 42 285 76 52 I-EX-16 EX-35, EX-36, EX-37, EX-38 Ojai Rd N Ojai St to 604 Ojai Rd 1615 8 10 305 59 44 457 73 55 I-EX-17 EX-16 N 4th St 122 N 4th St to E Santa Barbara St 460 8 10 276 56 43 413 69 54 Improvement (I-EX-#)
Table 7-2: Recommended Improvements to Address Existing Flow Conditions PHWWF Conditions
Model Deficiency Addressed Location
PHDWF Conditions
Proposed
Diameter (in)
Initial Diameter
(in)
Bounds Length (ft)
104

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105
HYDRAULIC ANALYSIS – EXISTING CONDITIONS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 7-9

7.2 Lift Station and Force Main Evaluation
Table 7-3 provides a summary of the pumping capacity versus inflow for the City’s three existing lift stations.

Pumping capacity information for the Lemonwood 1 and Harding Park lift stations were not available. However, the Harvest lift station appears to have sufficient pumping capacity to serve existing flow conditions.

Table 7-3: Lift Station Pump Capacity for Existing Flows Flow Condition
Lift Station
Lemonwood 1 Harding Park Harvest
ADF gpd 59,040 2,005 99,360
gpm 41 1 69
PHDWF
Peaking Factor 2.0 x ADF
gpm 82 2 138
PHWWF
Peaking Factor 3.0 x ADF
gpm 123 3 207
Pumping Capacity gpm NA NA 1,100
Notes:

1. ADF = Average Day Flow

2. PHDWF = Peak Hour Dry Weather Flow

3. PHWWF = Peak Hour Wet Weather Flow

4. gpd = gallons per day

5. gpm = gallons per minute

6. NA = Not available
For lift station force mains it is recommended that pipeline velocities be greater than 3.0 feet per second to provide self-cleaning velocities, but less than 5.0 – 10.0 feet per second to minimize head loss and surge events. Table 7- 4 provides an overview of the hydraulic analysis completed for the City’s lift station force mains.

Table 7-4: Force Main Evaluation for Existing Flows
Parameter Units
Lift Station
Lemonwood 1 Harding Park Harvest
Force Main Diameter inches 6 4 & 6 8
Force Main Material -- PVC PVC PVC
Hazen Williams C -- 140 140 140
Force Main Length feet 1,900 207 & 208 1,780
Design Flows
Pumping Capacity gpm NA NA 1,100
Total Dynamic Head feet NA NA 70
Force Main Hydraulics
Velocity fps NA NA 7.0
Travel Time to Gravity system minutes NA NA 4
Notes:

1. gpm = gallons per minute

2. fps = feet per second

3. NA = Not available
Pumping capacity information for the Lemonwood 1 and Harding Park lift stations was not available. However, force main velocities for the Harvest Lift Station were observed to be within the recommended design range. 106

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107

LIFT STATION CONDITION ASSESSMENT
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 8-1

8.0 LIFT STATION CONDITION ASSESSMENT
This section summarizes the condition assessment of the City’s existing lift stations facilities.

8.1 Condition Assessment
To complete an assessment of the lift station facilities, MKN visited the sites with operations staff to observe existing conditions on September 12, 2023. During these visits, MKN observed the general configuration of the lift stations and reviewed the following items:
❑ Configuration / Pumps
❑ Lift Station Safety Features
❑ Flood Resilience
❑ Backup Power
❑ Wet Well Structure
❑ Dry Well Structure
❑ Coatings
❑ Instrumentation
❑ Access
❑ Bypassing Provisions
❑ Site Features
During these visits, specific operational deficiencies and suggested facility improvements were discussed with the operators. Observations and staff comments from the lift station assessments are provided below. Completed lift station checklists are provided in Appendix E.

8.1.1 Harding Park Lift Station
The Harding Park Lift Station is located in a parking lot planter 15 feet northeast of the Harding Park restroom. A summary of condition assessment is presented in Table 8-1. 108

LIFT STATION CONDITION ASSESSMENT
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 8-2 Table 8-1: Harding Park Lift Station Condition Assessment Summary Assessment Item Observations
Configuration / Pumps
❑ Lift station configuration is a round concrete
wet well with two submersible pumps and two
inlets
❑ Collects from one house located
approximately 350 ft northwest of the lift
station and one restroom directly west of the
lift station
❑ Per the City operator, there was a recent seal
failure
Lift Station Safety Features ❑ Lighting provided by parking lot light fixtures Flood Resilience
❑ Historical flooding issues (none recently)
❑ Rainwater infiltrates ceiling conduit and has
compromised some of the safety features
Backup Power
❑ No backup power provisions
❑ Operators bring in a vactor truck and/or
submersible pump as needed
Wet Well Structure ❑ The wet well experiences odor and debris issues, as well as grease build up
Valve Vault Structure ❑ Good
Coatings ❑ Good
Instrumentation
❑ Instrumentation includes a level sensor and
an antenna that radio to the Lemonwood 1 lift
station in the event of a high level power
failure
Access ❑ Accessible from park parking lot
Bypassing Provisions ❑ None
Site Features ❑ Located in park

8.1.2 Harvest Lift Station
The Harvest Lift Station is located on Old Hallock Drive south of Highway 126 adjacent to an RV storage yard. A summary of condition assessment is presented in Table 8-2. 109

LIFT STATION CONDITION ASSESSMENT
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 8-3 Table 8-2: Harvest Lift Station Condition Assessment Summary Assessment Item Observations
Configuration / Pumps
❑ The lift station configuration is a round concrete wet well and includes 3 submersible pumps
❑ No issues reported with pumps
Lift Station Safety Features ❑ Fall protection
Flood Resilience ❑ Not applicable
Backup Power ❑ Permanent generator
Wet Well Structure
❑ There is H2S damage on metal piping, switches,
electronics, etc.
❑ Structure in acceptable condition; coating and
piping damage
❑ Has 10,000 gal overflow tank
Valve Vault Structure ❑ Not applicable
Coatings
❑ General corrosion in pipe and concrete coatings
present
❑ Valve vault had previous leakage issues and H2S
damage due to drain line (connected to wet well)
Instrumentation ❑ Level sensing transmitter
❑ No flow metering
Access ❑ Gated access
❑ Limited space available for equipment
Bypassing Provisions ❑ Points of connection for bypassing Site Features ❑ Site is less than 3 years old

8.1.3 Lemonwood 1 Lift Station
The Lemonwood 1 Lift Station is located south of Highway 126 in Lemonwood Industrial Park. A summary of condition assessment is presented in Table 8-3.
110

LIFT STATION CONDITION ASSESSMENT
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 8-4 Table 8-3: Lemonwood 1 Lift Station Condition Assessment Summary Assessment Item Observations
Configuration / Pumps
❑ Lift station configuration is two above ground suction lift pumps in an enclosure over a wet well
❑ The current pumps are old and do not have a large
pumping capacity. However, flow conditions are
acceptable following the installation of the Harvest LS Lift Station Safety
Features ❑ Lighting recently upgraded
Flood Resilience ❑ No flooding issues historically, however there are runoff issues
Backup Power ❑ There is a manual transfer switch and a portable generator if needed
Wet Well Structure ❑ Low inlets
Dry Well Structure ❑ Not applicable
Coatings ❑ In acceptable condition
Instrumentation
❑ Radio condition is acceptable
❑ Other instrumentation includes a flow meter, level
sensor (approximately 3 years old), and a bubbler
control panel that cycles consistently
Access
❑ Pavement has some condition issues
❑ Access by homeless; fence broken
❑ Hard to turn around in vehicle; small site
Bypassing Provisions ❑ Points of connection
❑ Quick connects
Site Features ❑ Graffiti on walls
111
HYDRAULIC ANALYSIS – FUTURE CONDITIONS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 9-1

9.0 HYDRAULIC ANALYSIS – FUTURE CONDITIONS
This section summarizes the hydraulic evaluation of the existing collection system to serve Near-Term and Ultimate flows.

9.1 Gravity Collection System Hydraulic Analysis

9.1.1 Evaluation Overview
MKN evaluated the existing collection system against Near-term and Ultimate flows as defined in Section 3. The future flow scenarios included the following development within or adjacent to the City’s SOI:
❑ Near-Term Flows
o Approved / Pending Projects
o East Area 1 Specific Plan
o East Gateway Specific Plan
❑ Ultimate Flows
o Vacant Residential Sites
o Vacant Commercial Sites
o Adams Canyon Expansion Area
o Fagan Canyon Expansion Area
o East Area 3 Expansion Area
o West Area 2 Expansion Area
Gravity collection system deficiencies were determined based on a hydraulic evaluation of pipeline sizes, slope, and downstream restrictions. Pipes were considered deficient if the pipe’s d/D was greater than the following for PHDWF and PHWWF conditions:
❑ Peak Hour Dry Weather Flow (PHDWF)
o For a pipe 12 inches or less, a d/D of 50 or greater
o For a pipe greater than 12 inches, a d/D of 67 or greater ❑ Peak Hour Wet Weather Flow (PHWWF)
o For all pipe diameters, a d/D of 75 or greater

9.1.2 Near-Term Flows Hydraulic Model Evaluation Results For near-term flows, MKN assumed that all the pipeline recommendations identified in Table 7-2 were completed prior to conducting the hydraulic evaluation. Figure 9-1 and Figure 9-2 provide an overview of gravity pipeline velocities resulting from the model under near-term PHDWF and PHWWF conditions, respectively. 112

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113
Legend
c:J Sphere of Influence
□ City Limits
� � water Recycling Fae,, Tty
r;-;:, � Lift Station
- Existing Sewe r(Not Modeled)
Pipe Velocity (IVs)
City o f Santa Paula
Wastewater
Collection System
and
Water Recycling
Facility Master Plan
Figure 9-1:

Gravity
P1• pem 1• e Velocities
During
Near-Term
PHDWF
Conditions
1 • h _ 2 inc - , 200 feet
0 1,100 2,200
114

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115
Legend
c:J Sphere of Influence
c:J City Limits
� � Water Recyc I-m 9 Facility
r;-;:, � Lift Station
- Existing Sewe r(Not Modeled)
Pipe Velocity (IVs)
City o f Santa Paula
Wastewater
Collection System
and
Water Recycling
Facility Master Plan
Figure 9-2:

Gravity
Pipeline Velocities
Dunng
Near-Term
PHWWF
Conditions
•
1 inc h _ 2 - , 200 feet
0 1,100 2,200
116

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117
HYDRAULIC ANALYSIS – FUTURE CONDITIONS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 9-4 Based on model results, approximately 93% of the modeled gravity sewer pipelines within the City’s SOI will achieve self-cleaning velocities equal to or greater than 2 feet per second during PHDWF conditions. During PHWWF conditions, approximately 97% of the modeled gravity sewer pipelines within the City’s SOI will achieve self-cleaning velocities equal to or greater than 2 feet per second. These self-cleaning velocities are considered satisfactory, and no gravity sewer improvements are recommended based on insufficient velocities.

Table 9-1 provides a summary of the near-term gravity collection system pipe deficiencies based on the design criteria defined in Section 5. System deficiencies were assigned a deficiency number using “NT” to designate the near-term flow condition (i.e. NT-1).

Based on the near-term hydraulic model evaluation, there are 12 pipelines that exceed the d/D design criteria under near-term PHDWF and PHWWF conditions and are considered deficient. Ten pipeline d/D deficiencies that were within 3% of the design criteria were not recommended for capital improvement in the Near-Term scenario.

Figure 9-3 provides an overview of PHDWF pipeline d/D deficiencies and Figure 9-4 provides an overview of PHWWF pipeline d/D deficiencies for the near-term scenario. These results assume the pipeline improvements identified to address deficiencies under existing flow conditions (Table 7-2) were completed.

Table 9-2 provides a summary of the recommended improvements to address capacity deficiencies associated with near-term PHDWF and PHWWF conditions (as described in Table 9-1).

9.1.3 Ultimate Flows Hydraulic Model Evaluation Results For ultimate flows, MKN assumed that all the pipeline recommendations identified in Table 7-2 and Table 9-2 were completed prior to conducting the hydraulic evaluation. Figure 9-5 and Figure 9-6 provide an overview of typical gravity pipeline velocities during ultimate PHDWF and PHWWF conditions, respectively. Based on model results, approximately 94% of the modeled gravity sewer pipelines within the City’s SOI will achieve self-cleaning velocities equal to or greater than 2 feet per second during PHDWF conditions. During PHWWF conditions, approximately 97% of the modeled gravity sewer pipelines within the City’s SOI will achieve self-cleaning velocities equal to or greater than 2 feet per second. These self-cleaning velocities are considered satisfactory, and no gravity sewer improvements are recommended based on insufficient velocities.

Table 9-3 provides a summary of the ultimate gravity collection system pipe deficiencies based on the design criteria defined in Section 5. System deficiencies were assigned a deficiency number using “ULT” to designate ultimate flow condition (i.e. ULT-1).

Based on the ultimate hydraulic model evaluation, there are 50 pipelines that exceed the d/D design criteria under ultimate PHDWF and/or PHWWF conditions and are considered deficient. Fourteen pipeline d/D deficiencies that were within 5% of the design criteria were not recommended for capital improvement. Additionally, ten pipeline d/D deficiencies are addressed once downstream conditions are improved through larger diameter pipelines. Figure 9- 7 provides an overview of pipeline PHDWF d/D deficiencies and Figure 9-8 provides an overview of pipeline PHWWF 118
HYDRAULIC ANALYSIS – FUTURE CONDITIONS
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 9-5 d/D deficiencies for the ultimate scenario. These results assume the pipeline improvements identified in Table 7-2 and Table 9-2 were completed prior to conducting the hydraulic evaluation.

Table 9-4 provides a summary of the recommended improvements to address capacity deficiencies associated with ultimate PHDWF and PHWWF conditions (as described in Table 9-3). 119
Flow (gpm) d/D Criteria d/D Result Flow (gpm) d/D Criteria d/D Result NT-1 2306 Acacia Way (Acacia Rd to Santa Rosa Loop) 250 24 1183 <= 67 62 1774 <= 75 84 Capacity deficiency for PHWWF NT-2 2682 Santa Clara St 305 12 715 <= 50 52 1072 <= 75 65 Upgrade not recommended (within 5% of d/D criteria) NT-3 2681 Santa Clara St 390 12 715 <= 50 51 1072 <= 75 64 Upgrade not recommended (within 5% of d/D criteria) NT-4 2364 S Palm Ave (E Ventura St to Yale Ct) 285 12 568 <= 50 54 851 <= 75 68 Upgrade not recommended (within 5% of d/D criteria) NT-5 1815 N 4th St (E Main St to 122 N 4th St) 175 8 291 <= 50 57 436 <= 75 71 Capacity deficiency for PHDWF NT-6 2350 Green St (Yale St Halfway to E Main St) 165 12 650 <= 50 51 975 <= 75 63 Upgrade not recommended (within 5% of d/D criteria) NT-7 2351 Green St (Halfway from Yale St to E Main St) 165 12 636 <= 50 51 955 <= 75 63 Upgrade not recommended (within 5% of d/D criteria) NT-8 2361 E Main St (Green St to Davis St) 265 12 633 <= 50 50 950 <= 75 62 Upgrade not recommended (within 5% of d/D criteria) NT-9 2346 Davis St (E Main St to 116 Davis St) 130 12 631 <= 50 50 947 <= 75 62 Upgrade not recommended (within 5% of d/D criteria) NT-10 2118 Ojai Rd (Richmond Rd to 725 Ojai Rd) 325 8 230 <= 50 52 345 <= 75 64 Upgrade not recommended (within 5% of d/D criteria) NT-11 2367 E Harvard Blvd (California St to Brett Way) 265 12 489 <= 50 54 734 <= 75 68 Upgrade not recommended (within 5% of d/D criteria) NT-12 2628 E Harvard Blvd (S 12th St to 1211 Harvard Blvd) 125 12 496 <= 50 52 744 <= 75 68 Upgrade not recommended (within 5% of d/D criteria) Table 9-1: Near Term Scenario Gravity Collection System Pipe Deficiencies Deficiency Description Deficiency No. (NT-
#)
Location Length (ft) Diameter (in)
Existing PHDWF Existing PHWWF
Model ID
120

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121
122

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123
124

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125
Average Flow
(gpm)
Average
Existing
d/D
Average
Improved
d/D
Average
Flow (gpm)
Average
Existing
d/D
Average
Improved
d/D
I-NT-1 NT-1 Acacia Way Acacia Rd to Santa Rosa Loop 250 24 27 1183 62 55 1774 84 74 I-NT-2 NT-5 N 4th St E Main St to 122 N 4th S 175 8 10 291 57 44 436 71 55 Table 9-2: Recommended Improvements to Address Near Term Scenario Flows Improvement (I-EX-#) Model Deficiency Addressed Location Length (ft) Existing Diameter (in)
Proposed Diameter (in)
PHDWF Conditions PHWWF Conditions
Bounds
126

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127
128

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129
130

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131
Flow (gpm) d/D Criteria d/D Result Flow (gpm) d/D Criteria d/D Result ULT-1 2466 Acacia Way (Corporation St to Shell Rd) 85 30 4602 <= 67 61 6902 <= 75 78 Upgrade not recommended (within 5% of d/D criteria) ULT-2 2465 Acacia Way (At Shell Rd) 45 30 4593 <= 67 62 6890 <= 76 79 Upgrade not recommended (within 5% of d/D criteria) ULT-3 2467 Acacia Way (Shell Rd to 536 Acacia Way) 170 30 4593 <= 67 63 6890 <= 77 82 Capacity deficiency for PHWWF ULT-4 2686 Acacia Rd (536 Acacia Way) 45 301 4593 <= 67 64 6890 <= 78 84 Capacity deficiency for PHWWF ULT-5 2685 Acacia Rd (536 Acacia Rd to Acacia Way) 40 301 4587 <= 67 63 6881 <= 79 83 Downstream pipe creates a surcharged condition for PHWWF ULT-6 2428 Acacia Rd (Acacia Way and Acacia Rd Intersection) 35 301 4587 <= 67 62 6881 <= 80 82 Downstream pipe creates a surcharged condition for PHWWF ULT-7 2306 Acacia Way (Acacia Rd to Santa Rosa Loop) 250 271 1332 <= 67 62 1998 <= 81 85 Capacity deficiency for PHWWF ULT-8 2325 Santa Rosa Loop to Dartmouth Rd 350 24 1323 <= 67 56 1985 <= 82 82 Downstream pipe creates a surcharged condition for PHWWF ULT-9 2682 Santa Clara St 305 12 849 <= 67 57 1273 <= 83 73 Capacity deficiency for PHDWF ULT-10 2681 Santa Clara St 390 12 849 <= 67 56 1273 <= 84 73 Capacity deficiency for PHDWF ULT-11 2457 Acacia Rd (Acacia Way to W Santa Maria St) 340 271 3249 <= 67 60 4873 <= 85 83 Capacity deficiency for PHWWF ULT-12 2785 Acacia Rd (312 Acacia Rd to W Harvard Blvd) 125 24 3180 <= 67 62 4770 <= 86 84 Capacity deficiency for PHWWF ULT-13 2786 Acacia Rd (At W Harvard Blvd) 25 24 3180 <= 67 60 4770 <= 87 83 Capacity deficiency for PHWWF ULT-14 2460 W Harvard Blvd (Acacia Rd to 730 W Harvard Blvd) 220 24 3136 <= 67 61 4703 <= 88 84 Capacity deficiency for PHWWF ULT-15 2432 W Harvard Blvd (730 W Harvard Blvd to Elm St) 215 24 3111 <= 67 64 4667 <= 89 88 Capacity deficiency for PHWWF ULT-16 2259 Elm St (W Harvard Blvd to 220 Elm St) 525 101 605 <= 50 60 908 <= 90 77 Capacity deficiency for both PHDWF and PHWWF ULT-17 2286 Elm St (220 Elm St to W Main St) 95 121 604 <= 67 58 905 <= 91 75 Capacity deficiency for PHDWF ULT-18 2295 W Main St (Elm St to 700 W Main St) 210 121 603 <= 67 64 904 <= 92 89 Capacity deficiency for both PHDWF and PHWWF ULT-19 2289 Blanchard Elementary School (W Main St to Blanchard Elementary School) 130 121 602 <= 67 65 903 <= 93 95 Capacity deficiency for both PHDWF and PHWWF ULT-20 2333 Blanchard Elementary School 390 121 602 <= 67 65 903 <= 94 99 Capacity deficiency for both PHDWF and PHWWF ULT-21 1690 Blanchard Elementary School 105 101 361 <= 50 63 542 <= 95 79 Capacity deficiency for both PHDWF and PHWWF ULT-22 1843 Blachard Elementary School to Fillmore St 195 8 361 <= 50 63 542 <= 96 87 Capacity deficiency for both PHDWF and PHWWF ULT-23 1945 Walden St (Filmore St to 156 Walden St) 240 8 340 <= 50 65 510 <= 97 97 Capacity deficiency for both PHDWF and PHWWF ULT-24 2061 Walden St (156 Walden St to W Santa Barbara St) 295 8 339 <= 50 67 508 <= 98 100 Capacity deficiency for both PHDWF and PHWWF ULT-25 2017 Walden St (W Santa Barbara St to Center Ln) 275 8 330 <= 50 71 495 <= 99 100 Capacity deficiency for both PHDWF and PHWWF ULT-26 2008 Walden St (Center Ln to W Santa Paula St) 270 8 323 <= 50 67 484 <= 100 100 Capacity deficiency for both PHDWF and PHWWF ULT-27 2158 W Santa Paula St (Walden St to 757 W Santa Barbara St) 365 8 297 <= 50 66 446 <= 101 100 Capacity deficiency for both PHDWF and PHWWF ULT-28 2051 W Santa Paula St (757 W Santa Barbara St to 783 W Santa Paula St) 290 8 295 <= 50 68 442 <= 102 100 Capacity deficiency for both PHDWF and PHWWF ULT-29 1642 W Santa Paula St (783 W Santa Paula St to N Peck Rd) 80 8 292 <= 50 63 439 <= 103 100 Capacity deficiency for both PHDWF and PHWWF ULT-30 2294 Blanchard Elementary School (Blanchard Elementary School to Pamela Ct) 200 121 240 <= 50 51 360 <= 104 92 Downstream pipe creates a surcharged condition for PHWWF ULT-31 2328 Pamela Ln (Pamela Ct to Venus Ave) 370 10 214 <= 50 46 321 <= 105 79 Downstream pipe creates a surcharged condition for PHWWF ULT-32 2427 W Harvard Blvd (At Elm St) 25 24 2496 <= 67 61 3744 <= 106 87 Downstream pipe creates a surcharged condition for PHWWF ULT-33 2459 W Harvard Blvd (Elm St to Lucada St) 355 24 2489 <= 67 58 3734 <= 107 83 Downstream pipe creates a surcharged condition for PHWWF ULT-34 2443 W Harvard Blvd (Lucada St to Laurie Ln) 300 24 2481 <= 67 57 3721 <= 108 78 Downstream pipe creates a surcharged condition for PHWWF ULT-35 2451 W Harvard Blvd (Laurie Ln to Elizabeth Ct) 265 24 2465 <= 67 56 3698 <= 109 76 Downstream pipe creates a surcharged condition for PHWWF ULT-36 2364 S Palm Ave (E Ventura St to Yale Ct) 285 12 576 <= 50 54 864 <= 110 68 Upgrade not recommended (within 5% of d/D criteria) ULT-37 2350 Green St (Yale St Halfway to E Main St) 165 12 685 <= 50 53 1027 <= 111 65 Upgrade not recommended (within 5% of d/D criteria) ULT-38 2351 Green St (Halfway from Yale St to E Main St) 165 12 671 <= 50 52 1007 <= 112 64 Upgrade not recommended (within 5% of d/D criteria) ULT-39 2361 E Main St (Green St to Davis St) 265 12 668 <= 50 52 1002 <= 113 64 Upgrade not recommended (within 5% of d/D criteria) ULT-40 2346 Davis St (E Main St to 107 Davis St) 130 12 666 <= 50 52 999 <= 114 64 Upgrade not recommended (within 5% of d/D criteria) ULT-41 2292 E Main St (N Mill St to 969 E Main St) 180 121 490 <= 50 51 735 <= 115 66 Upgrade not recommended (within 5% of d/D criteria) ULT-42 2301 N Ojai St (E Santa Barbara St to 217 N 10th St) 225 10 408 <= 50 51 613 <= 116 63 Upgrade not recommended (within 5% of d/D criteria) ULT-43 2330 N Ojai St (113 N Ojai St to 215 Raiload Ave) 375 101 389 <= 50 50 584 <= 117 62 Upgrade not recommended (within 5% of d/D criteria) ULT-44 2118 Ojai Rd (Richmond Rd to 725 Ojai Rd) 325 8 230 <= 50 52 346 <= 118 64 Upgrade not recommended (within 5% of d/D criteria) ULT-45 1904 Ojai Rd (725 Ojai Rd to Bedford St) 225 8 226 <= 50 50 339 <= 119 62 Upgrade not recommended (within 5% of d/D criteria) ULT-46 2367 E Harvard Blvd (California St to Brett Way) 265 12 548 <= 67 57 822 <= 120 72 Capacity deficiency for PHDWF ULT-47 2281 E Harvard Blvd (E Harvard Blvd and Ojai St) 25 121 517 <= 50 51 775 <= 121 66 Upgrade not recommended (within 5% of d/D criteria) ULT-48 2629 E Harvard Blvd (E Harvard Blvd and S 12th St) 35 12 566 <= 50 52 849 <= 122 67 Upgrade not recommended (within 5% of d/D criteria) ULT-49 2628 E Harvard Blvd (S 12th St to 1211 Harvard Blvd) 125 12 565 <= 67 57 847 <= 123 74 Capacity deficiency for PHDWF ULT-50 2366 E Harvard Blvd (1211 Harvard Blvd to Garcia St) 290 12 562 <= 50 52 842 <= 124 67 Downstream pipe creates a surcharged condition for PHWWF Table 9-3: Ultimate Scenario Gravity Collection System Pipe Deficiencies Deficiency No. (ULT-#) Location Length (ft) Diameter (in) Existing PHDWF Existing PHWWF
Model ID Deficiency Description
Notes:

1. MKN evaluated the ultimate scenario under the assumption that all Existing and Near Term Scenario recommended improvements were completed prior. The existing pipeline diameter listed is the recommended improvement for the pipeline segment from Table 7-2. 132

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Average
Flow (gpm)
Average
Existing
d/D
Average
Improved
d/D
Average
Flow (gpm)
Average
Existing
d/D
Average
Improved
d/D
I-ULT-1 ULT-3 Acacia Way Shell Rd to 536 Acacia Way 170 30 36 4593 63 51 6890 82 66 I-ULT-2 ULT-4 Acacia Rd 536 Acacia Wa 45 30 36 4593 64 51 6890 84 66 I-ULT-3 ULT-7 Acacia Way Acacia Rd to Santa Rosa Loop 250 27 30 1332 62 53 1998 85 71 I-ULT-4 ULT-9 & ULT-10 Santa Clara St Santa Clara St 695 12 15 849 56 41 1273 73 51 I-ULT-5 ULT-11 Acacia Rd Acacia Way to W Santa Maria St 340 27 30 3249 60 51 4873 83 69 I-ULT-6 ULT-12 & ULT-13 Acacia Rd 312 Acacia Rd to W Harvard Blvd 150 24 27 3180 61 53 4770 83 71 I-ULT-7 ULT-14 & ULT-15 W Harvard Blvd Acacia Rd to Elm St 435 24 27 3123 62 52 4685 86 69 I-ULT-8 ULT-16 Elm St W Harvard Blvd to 220 Elm St 526 10 12 605 60 46 908 77 58 I-ULT-9 ULT-17 Elm St 220 Elm St to W Main St 97 12 15 604 58 42 905 75 53 I-ULT-10 ULT-18 W Main St Elm St to 700 W Main St 210 12 15 603 64 45 904 89 57 I-ULT-11 ULT-19 & ULT-20 Blanchard Elementary School W Main St to Blanchard Elementary School 520 12 15 602 65 45 903 97 57 I-ULT-12 ULT-21 Blanchard Elementary School Blanchard Elementary School 107 10 12 361 63 47 542 79 59 I-ULT-13 ULT-22 Blanchard Elementary School Blachard Elementary School to Fillmore St 195 8 10 361 63 46 542 87 57 I-ULT-14 ULT-23, ULT-24, ULT-25, ULT-26 Walden St Filmore St to W Santa Paula St 1080 8 10 333 67 47 500 99 60 I-ULT-15 ULT-27, ULT-28, ULT-29 W Santa Paula St Walden St to N Peck Rd 735 8 10 295 65 46 442 100 58 I-ULT-16 ULT-46 E Harvard Blvd California St to Brent Way 265 12 15 548 57 43 822 72 54 I-ULT-17 ULT-49 E Harvard Blvd S 12th St to 1211 Harvard Blvd 125 12 15 565 57 43 847 74 54 Bounds
Table 9-4: Recommended Improvements to Address Ultimate Scenario Flows Improvement (I-ULT-#) Model Deficiency Addressed Location Length (ft) Existing
Diameter
(in)
Proposed
Diameter
(in)
PHDWF Conditions PHWWF Conditions
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WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-1

10.0 WATER RECYCLING FACILITY EVALUATION
This section summarizes the existing flows and loads to the WRF, condition assessment of existing facilities, and evaluation of capacity to serve existing and future flows and loads.

10.1 Historical Flows and Loadings
The following provides analysis of historical flows and influent loadings, influent concentrations, and existing effluent requirements and quality observed at the WRF.

10.1.1 Historical Influent Loading
At the WRF, influent organic and solids loading are calculated using monthly grab measurements of five-day biochemical oxygen demand (BOD5) and Total Suspended Solids (TSS), mandated by Monitoring and Reporting Program (MRP) No. CI-9259. While the WRF has an effluent limit of 10 mg/L for Ammonia as nitrogen + nitrate as nitrogen + nitrite as nitrogen, it has not historically been required for measurement in plant influent.

The raw influent wastewater characteristics used in the original design for the WRF is summarized in Table 10-1.

These values were obtained from the Trussell Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum (2008) which is attached as Appendix F.

Table 10-1: 2008 Raw Influent Design Criteria
Parameters Unit Raw Influent
Minimum Temperature °C 19
Biochemical Oxygen Demand (BOD) mg/L 320
Total Suspended Solids (TSS) mg/L 210
A summary of the influent monitoring data from 2014 to 2023 is presented below in Table 10-2 and Table 10-3.

These records indicate the plant encountered its highest BOD5 concentration in 2022 and its highest TSS concentration in 2019. The data also show that for every year except 2014 and 2022, the BOD5 annual average concentrations were above the original design value of 320 mg/L. Similarly, all TSS annual average concentrations were above the original design value of 210 mg/L. The maximum month values for both constituents are substantially above the design criteria. While observed concentrations are higher than the original design concentrations, the actual loads (lb/day) will determine sizing of treatment processes as discussed later in the Report.
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WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-2 Table 10-2: Historical Influent BOD5 and Total Suspended Solids Concentrations Month
2014 2015 2016 2017 2018
BOD5 TSS BOD5 TSS BOD5 TSS BOD5 TSS BOD5 TSS
(mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) January 265 259 274 324 285 295 380 331 553 439
February 321 237 321 385 334 357 409 380 295 234
March 284 259 304 285 384 355 386 390 278 305
April 277 287 363 361 387 344 360 538 324 336
May 323 214 331 342 375 427 329 278 274 330
June1 350 340 361 413 320 325 407 320 - -
July 306 329 380 357 300 258 307 288 333 303
August 266 286 315 381 320 356 332 304 325 274
September 310 301 314 351 344 344 327 311 328 272
October 271 324 349 427 322 365 372 275 326 264
November 306 364 327 305 269 276 381 300 398 346
December 314 336 351 360 294 305 404 286 185 303
Annual Avg. 299 295 333 358 328 334 366 333 329 310
Max. Month 350 364 380 427 387 427 409 538 553 439
Min. Month 265 214 274 285 269 258 307 275 185 234
Notes:

1. No data for June of 2018
Table 10-3: Historical Influent BOD5 and Total Suspended Solids Concentrations Month
2019 2020 2021 2022 2023
BOD5 TSS BOD5 TSS BOD5 TSS BOD5 TSS BOD5 TSS
(mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) January 388 359 268 349 443 366 231 252 220 270
February 325 273 318 274 430 300 257 303 221 259
March 205 243 320 303 436 305 318 214 228 257
April 495 291 469 314 324 289 630 433 345 315
May 406 343 369 356 277 306 400 304 628 636
June 233 188 313 366 216 214 321 364 159 277
July 419 319 335 276 155 334 294 299 241 577
August 575 904 266 564 319 349 278 321 277 243
September 439 444 396 314 329 384 320 254 302 308
October 343 296 336 241 391 326 272 400 279 260
November 178 360 191 245 334 258 207 243 339 360
December 217 350 411 251 316 224 252 271 321 175
Annual Avg. 352 364 333 321 331 305 315 305 297 328
141

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-3 Max. Month 575 904 469 564 443 384 630 433 628 636
Min. Month 178 188 191 241 155 214 207 214 159 175
WRF monitoring data from 2019 through 2023 was used to estimate the BOD5 and TSS loadings as presented in Table 10-4 below. Because wastewater in a community can change over time, with growth and other changes within a collection system, only the most recent full four years of data was used to estimate existing conditions. The loads are calculated by multiplying the relevant flow rate by the concentration and the constant of 8.34 lbs/gal. The calculated maximum month concentrations (mg/L) are acquired by dividing the maximum month load (ppd) by the maximum month flow (MGD) times 8.34 lbs/gal.

Table 10-4: Existing Influent Flows and Loadings
Year
2019 2020 2021 2022 2023
Parameter Unit Existing
ADF MGD 2.38 2.50 3.01 2.23 2.14
MMF MGD 2.91 2.77 3.69 2.63 2.67
Average Annual BOD5 Concentration mg/L 352 333 331 315 297 Average Annual BOD5 Load (Rounded) ppd 6990 6940 8310 5860 5300 Maximum Month BOD5 Concentration mg/L 575 469 443 630 628 Maximum Month BOD5 Load (Rounded) ppd 13035 9255 10837 11843 11333 Maximum Month BOD5 Concentration
(Calculated) mg/L 537 401 352 540 509
Average Annual TSS Concentration mg/L 364 321 305 305 328 Average Annual TSS Load (Rounded) ppd 7230 6690 7650 5670 5850 Maximum Month TSS Concentration mg/L 904 564 384 433 636 Maximum Month TSS Load (Rounded) ppd 20492 12894 10733 8140 11478 Maximum Month TSS Concentration
(Calculated) mg/L 844 558 349 371 515
To develop wastewater loading projections, per capita loading values were calculated from the existing loading data in Table 10-4 for 2019 through 2023. The projections are developed by dividing the loads by the population of each year mentioned. Population estimates were acquired from the State of California Department of Finance demographics estimate data. Loading per capita values are summarized in Table 10-5.

Table 10-5: Historical Influent BOD5 and TSS Loadings (2019-2023) Year
Population ADF (MGD)
BOD5 (ppd/capita) TSS (ppd/capita)
Annual Avg. Max. Month Annual Avg. Max. Month
2019 30,547 2.38 0.2288 0.4267 0.2367 0.6708
2020 30,658 2.50 0.2264 0.3019 0.2182 0.4206
2021 30,934 3.01 0.2686 0.3503 0.2473 0.3470
2022 31,145 2.23 0.1882 0.3803 0.1821 0.2614
2023 31,423 2.14 0.1687 0.3607 0.1862 0.3653
3-Year
Average
(2021 –
2023)
-- -- 0.209 0.364 0.205 0.325
142

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-4 The annual average and maximum month loadings per capita for BOD5 and TSS for 2014 to 2023 are presented in Figure 10-1. Average BOD5 and TSS loading per capita increased from 2014 through 2021 but declined in 2022 and 2023. Three-year averages from 2021 to 2023 were calculated in Table 10-5 and were used in Section 10.3.1 to predict future loading.

Figure 10-1: Loadings per capita for BOD5 and TSS

10.1.2 Existing Effluent Requirements and Quality
The WRF is permitted to discharge a maximum effluent volume of 4.2 MGD and the quarterly average effluent volume of 2.6 MGD. The WDR provides discharge requirements, including effluent limits and Monitoring and Reporting Program (MRP) No. CI-9259. The monthly average and daily maximum effluent limits are summarized in Table 10-6.

0.0000

0.1000

0.2000

0.3000

0.4000

0.5000

0.6000

0.7000

0.8000
2019 2020 2021 2022 2023
ppd/capita
Year
BOD5 Annual Avg.

BOD5 Max. Month
TSS Annual Avg.

TSS Max. Month
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WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-5 Table 10-6: Effluent Limits (Table 8 of WDR No. R4-2018-0022-A01) Constituents Units Monthly Average Daily Maximum
Oil and Grease mg/L 101 151
Total Suspended Solids mg/L 101 151
% Removal ≥ 852 ---
BOD5
mg/L 101 151
% Removal ≥ 852 ---
Ammonia-N + Nitrate-N + Nitrite-N mg/L 103 ---
Nitrite-N mg/L 1 ---
Total Dissolved Solids mg/L 20004 ---
Sulfate mg/L 8004 ---
Boron mg/L 14 ---
Chloride mg/L 1104 ---
pH pH units Between 6.5 - 8.5 ---
Notes:

1. Limit is based on best professional judgement. Limits adopted by this Regional Board exist in the permits for tertiary-treated wastewater treatment plants

2. Limit is based on secondary treatment requirements, 40 C.F.R. section 133.102

3. Limit is based on the Load Allocations for nonpoint sources set forth in the Santa Clara River Nitrogen Compounds TMDL, Resolution No. 2003-011

4. Limit based on Basin Plan Groundwater Quality Objective MKN reviewed the historical effluent quality based on annual reports from 2019 to 2023 provided by the City.

During this time, the exceedances that occurred were for chloride, boron and ammonia-n + nitrate-n + nitrite-n, as shown in Appendix F. The WRF treatment equipment is unable to reduce chlorides. The City is planning improvements to address this and is operating the WRF in compliance with CDO No. R4-2018-0023-A01 which provides a ten-year timeline by which the City must come into compliance with the chloride effluent limit of 110 mg/L. The CDO outlines a schedule with interim milestones and effluent limits. To meet the chloride effluent limit, the AWTF will be constructed at the WRF as discussed in Section 4.3.14. 144

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-6 The table below summarizes the BOD5 and total suspended solids (TSS) concentrations from 2019 to 2023 and confirms that the WRF has been meeting its monthly average and daily maximum effluent limits for both constituents. Grab samples for both constituents were taken once a month.

Table 10-7: Treated Effluent BOD5 and TSS Monthly Average and Daily Max Concentrations Month
2019 2020 2021 2022 2023
BOD5 TSS BOD5 TSS BOD5 TSS BOD5 TSS BOD5 TSS
(mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) January 1.00 1.00 1.20 0.78 1.20 1.36 1.40 0.98 1.00 1.28 February 1.70 1.00 2.10 1.10 2.43 1.37 ND1 0.78 1.10 1.03 March 2.00 1.00 0.94 2.56 2.30 0.77 1.60 ND1 2.10 0.92
April 1.30 1.00 1.80 1.28 2.90 2.72 2.50 0.98 1.00 ND1
May 0.70 1.00 2.00 1.54 1.20 0.50 6.60 0.96 0.50 ND1
June 0.50 - 2.90 1.00 1.10 ND1 9.10 1.60 ND1 ND1
July 1.00 1.11 1.40 1.36 1.00 ND1 20.90 1.79 1.00 ND1
August 1.50 - 0.50 1.09 0.74 ND1 13.50 1.74 1.20 ND1
September 0.40 - 4.70 0.65 0.80 0.65 4.00 1.60 ND1 0.70 October 0.60 1.08 1.70 1.02 0.69 1.54 0.90 0.68 1.10 0.60 November 2.50 - 0.40 1.20 0.39 0.54 1.50 0.86 ND1 ND1
December 0.80 - 2.00 7.50 0.50 1.21 2.60 1.30 1.40 1.00 Annual Avg. 1.17 1.03 1.80 1.76 1.27 1.18 5.87 1.21 1.16 0.92 Max. Month 2.50 1.11 4.70 7.50 2.90 2.72 20.90 1.79 2.10 1.28 Min. Month 0.40 1.00 0.40 0.65 0.39 0.50 0.90 0.68 0.50 0.60 Notes:

1. ND = Not detected

10.2 Condition Assessment
The following presents a summary of the visual condition assessment performed on the WRF by MKN on July 27, 2023. This assessment’s purpose was to identify the facility’s needs for rehabilitation and replacement (R&R, or renewal). The results obtained from this evaluation were integrated into the comprehensive capital improvement program (CIP) outlined in Section 11 of this report. The completed condition assessment checklist is provided in Appendix G. Photos of the condition assessment can be seen in Appendix H.

10.2.1 Influent Lift Station
The following observations were made at the influent lift station:

Mechanical
❑ Corrosion of lifting chain: replacement is recommended ❑ Check valves are not reliable
❑ Volutes are in good shape
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WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-7 ❑ Lift station pumps are original pumps: evaluate pumps to repair or replace Instrumentation
❑ No local control panel or HMI
❑ Seal failure has occurred within the low voltage conduits.

Electrical
❑ Worn cords: consider replacement
Structural
❑ Concrete/liners in bad shape
❑ Aluminum cover should be fiberglass: support brackets failing ❑ Spalling of concrete slab was observed
❑ Replace manhole cover and ring at influent metering station ❑ Influent flow weir concrete is worn, no metal protection ❑ Influent channel needs repairing and relining
Safety
❑ Confined space equipment is necessary for maintenance. VRSD currently charges for their own equipment. It is recommended to purchase harnesses, hoists, blowers, and gas detectors if City staff need to enter these areas in the future.
❑ Grating worn
❑ No fall arrest for ladders

10.2.2 Headworks
The following observations were made at the headworks structure:

Mechanical
❑ #2 grit classifier failing, stainless steel rotting out, and wear plates are missing and need to be replaced ❑ Total of 2 coarse and 2 fine screens, 2 classifiers
❑ Need manufacturer maintenance, bearing replacement, new screens, and augers 146

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-8 Instrumentation
❑ 2 water level transducers
❑ H2S gas causing problems with electrical cords and panels ❑ H2S will damage Huber stainless steel equipment

10.2.3 Primary and Secondary Equalization Basins
The following observations were made at the equalization basins:

Primary Equalization Basin
Mechanical
❑ No aeration is provided to keep stored flow mixed
Instrumentation
❑ Operators are unable to automate the peak shaving process. Transferring between equalization basins and ILS is a manual process.
❑ SCADA should be configured to automate the use of equalization storage to manage peak diurnal flows.

Electrical
❑ Intermittent conduit corrosion
Structural
❑ Concrete in equalization weirs does not have knife’s edge and is worn ❑ Aluminum and safety grating need to be replaced
Secondary Equalization Basin
Structural
❑ Concrete in equalization weirs does not have knife’s edge and is worn ❑ Aluminum and safety grating need to be replaced
Operator Notes and Observations
❑ Rarely used except when plant has high flow events
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WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-9

10.2.4 Anoxic Basins
The following observations were made at the anoxic basins:

Mechanical
❑ WRF exceeded nitrate limits due to failed RAS/WAS pump in April/May 2023 ❑ Mud valve in #3 failed in April 2023
❑ Issues with mixers in anoxic basins include tangling, rails bending, skewed shafts, and cut cables Structural
❑ Corrosion visible near top 3 feet of tanks

10.2.5 Aeration Basins
The following observations were made at the aeration basins:

Mechanical
❑ Operators need a spare RAS pump for redundancy
Structural
❑ In general, the upper 3 to 4 feet of the basins are corroded and may need coating ❑ Mixer has caused scarring of concrete walls in Aeration Basins Operator Notes and Observations
❑ Aeration Basins are generally operating as intended.

10.2.6 Sludge Handling System
The following observations were made for equipment associated with the sludge handling system:

Digester Blowers
Mechanical
❑ Both blowers are operating as intended
Instrumentation
❑ Software not compatible with old blowers. Microsoft no longer covers HMIs resulting in needing new inverters
148

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-10 Thickeners & Screw Press
Mechanical
❑ Screw press self-clean capability is not operating. Press will not run in reverse for cleaning and its brushes are worn. Needs maintenance.
❑ Oil box is due for 10-year overhaul
❑ Feed pump does not prime well
❑ Rotary lobe pumps feed thickeners and screw press. Rotary lobe pumps have worn plates ❑ Replace bristles
Operator Notes and Observations
❑ Redundancy needed for screw press (second unit needed) ❑ The conveyor system which discharges to the roll-off needs maintenance

10.2.7 MBR Basins
The following observations were made at the MBR basins:

Mechanical
❑ One blower in MBR Basin #1 unexpectedly turns off
Instrumentation
❑ WAS #2 pump faults and turns off
❑ Operators recommend tying citric acid pump into MBR PLC ❑ MBR PLC #M needs redundant back up like PLC #A & B
Structural
❑ Coatings are chipped on basin concrete walls
Operator Notes and Observations
❑ Permeate pumps need to be evaluated and possibly rebuilt ❑ Operators prefer separate turbidity meters for each train on MBR 149

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-11

10.2.8 UV Disinfection
The following observations were made for the UV disinfection system:

Mechanical
❑ 3 out of 5 module banks are currently in service since flows are not at capacity ❑ Operators recently replaced bulbs from 2 out of the 5 module banks. ❑ Bulbs usage at + 30,000 hours; Per manufacturer recommendation, bulbs should be replaced at 12,000 hours
Operators Notes and Observations
❑ Only 3 modules in use at any time
❑ Shattered bulbs discovered after maintenance check-up ❑ Electronics need to be replaced

10.2.9 Decorative and Percolation Ponds
The WRF contains three percolation ponds located to the southwest of the facility and a decorative pond located at the entrance of the facility. The following observations were made:

Percolation Ponds
Mechanical
❑ Irrigation system around percolation ponds not operating as intended; Cracked pipelines were observed Operator Notes and Observations
❑ Rocks and debris need to be cleared out of ponds
❑ Liners at percolation pond berms need to be replaced
❑ Recommend implementing regularly-scheduled weed removal and control Decorative Pond
Mechanical
❑ Pond needs new sump pumps
❑ Replace exhaust fan; should be automatic when vault opens, and current fan is not ❑ Repair circulation pump and valves
150

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-12 Safety
❑ Major rusting on vault ladder
❑ Replace pond lighting
❑ Hatch in good condition
Operator Notes and Observations
❑ Accumulated sludge needs to be removed on a regular frequency ❑ Pond liner in good condition
❑ Water leaks into vault; vault should be repaired

10.2.10 Headworks/Dewatering and Controls Buildings
The following observations were made at the headworks/dewatering and the controls buildings at the WRF:

Headworks/Dewatering Building
Structural
❑ No insulation on the roof
❑ Windows do not have a proper seal
❑ Window screens damaged and should be replaced
❑ Trim and doors should be repainted
❑ Door locks failing and need to be repaired or replaced ❑ Poor lighting. City should replace ballasts and lighting with LED assemblies and bulbs Controls Building
Mechanical
❑ Two HVAC units not operating as intended; Need replacement units Structural
❑ No insulation on the roof
❑ Windows do not have a proper seal
❑ Window screens are damaged and should be replaced
❑ Trim and doors should be repainted
151

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-13 ❑ Door locks failing and need to be repaired or replaced. ❑ Poor lighting. City should replace ballasts and lighting with LED assemblies and bulbs Safety
❑ Replace panel on fire alarm system along with failing smoke detector

10.2.11 Miscellaneous Observations
General
❑ Crane needs maintenance and load certification
❑ Spalled concrete pad for abandoned odor control system should be repaired to prevent trip hazards ❑ New tools needed for plant operators include tap and die set (SAE and Metric), multi-functional welder for stainless steel, and electric winches for gantry cranes. ❑ Portable ladders are old, worn, and sun damaged. Replacement ladders recommended ❑ Operators using unstable 12-foot step ladder to check sludge trailer; Add rolling stairway ❑ Effluent meter has no weir/flume causing inaccurate measurements ❑ Poor paint condition throughout the facility
❑ Rebuild or replace blowers
❑ Emergency stand-by generator needs to be serviced. Fuel polish, oil change, paint and replace filters, hoses, batteries, etc.
❑ Automatic transfer switch needs servicing
❑ Irrigation system timer runs numerous cycles a day. Replacement is recommended.

10.3 Capacity Evaluation
Capacity was evaluated for each WRF process, considering various factors such as flow rates, characteristics of influent wastewater, treatment goals, operational thresholds, and redundancy requirements. An evaluation of the original design capacity for the WRF, rated capacity of each unit process from the record drawings, historical loading patterns, and performance metrics was undertaken to establish the recommended capacity ratings for individual unit processes as part of the performance assessment. Estimated peak flow values for existing, near-term, and ultimate future flows were used in this evaluation.
152

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-14

10.3.1 Flow and Loading Conditions
Existing flows and loading conditions were developed as described in Sections 3.1 and 10.1. Future BOD5 and TSS loadings were projected for near-term and ultimate conditions using two methods:
❑ Projecting future loads using existing peak concentrations and applying to future flows; and ❑ Applying three-year average loads (per capita) calculated in Table 10-5 to future population projections These two methods are identified in Table 10-8 and Table 10-9 for near-term and ultimate loads.

Table 10-8: Estimated Future Influent Flows and BOD and TSS Loadings Parameter

Unit
Flow Conditions
Existing Near-Term Ultimate
ADF MGD 2.58 3.02 3.55
MMF MGD 3.00 3.51 4.12
Average Annual BOD5 Concentration mg/L 314 314 314
Average Annual BOD5 Load (Rounded) ppd 6,760 7,910 9,300 Maximum Month BOD5 Load (Rounded) ppd 11,338 13,261 15,565 Maximum Month BOD5 Concentration
(Calculated)
mg/L 453 453 453
Average Annual TSS Concentration mg/L 312 312 312
Average Annual TSS Load (Rounded) ppd 6,720 7,860 9,240 Maximum Month TSS Load (Rounded) ppd 10,117 11,826 13,882 Maximum Month TSS Concentration
(Calculated)
mg/L 404 404 404
Table 10-9: Estimated Future Influent BOD and TSS Loadings Parameter Unit
Flow Conditions
Existing Near-Term Ultimate
Population1 capita 31,423 38,703 45,217
Average Annual BOD5 Load per Capita ppd/capita 0.209
Maximum Month BOD5 Load per Capita ppd/capita 0.364
Average Annual TSS Load per Capita ppd/capita 0.205
Maximum Month TSS Load (Rounded) ppd/capita 0.325
Average Annual BOD5 Load ppd 6,567 8,089 9,450
Maximum Month BOD5 Load ppd 11,438 14,088 16,459
Average Annual TSS Load ppd 6,442 7,934 9,269
Maximum Month TSS Load ppd 10,212 12,578 14,696
Notes:

1. Near-Term and Ultimate populations estimated using the current population + (3.3 capita per housing unit x number of housing units from Tables 3-14 and 3-15). 153

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-15 The methodology shown in Table 10-9 was used to prevent overestimating future loads. As shown above, applying the methodology for Table 10-10 would result in overestimating future maximum month loads used to size process equipment.

10.3.2 Influent Lift Station
The influent lift station at the WRF was designed to accommodate a PHWWF capacity of 17.0 MGD with one pump out of service. Presently, the PHWWF is approximately 7.7 MGD. Projections suggest that in the near-term and under ultimate future conditions, the PHWWF may increase to 9.0 MGD and 10.6 MGD, respectively, factoring in expected growth. Given the design capacity of the influent lift station, the existing facility can handle existing, near-term, and ultimate future conditions.

Table 10-10: Influent Lift Station Capacity (Three Pumps Operating) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-Term
Future
Conditions
Ultimate
Future
Conditions
PHWWF MGD 17.0 7.7 9.0 10.6
Available Capacity MGD - 9.3 8.0 6.4

10.3.3 Headworks
The current headworks at the WRF features two duplicate trains to ensure operational redundancy. Each train includes a primary coarse screening unit, a grit removal unit, and a fine screen unit. The design capacities for each of these units are as follows:
❑ 8.5 MGD for the primary screen
❑ 8.5 MGD for grit removal
❑ 5.7 MGD for the fine screen
The tables below outline the design capacity of each unit when both trains are operational and when one train is out of service.

Table 10-11: Headworks Primary Screen & Grit Removal Capacity (Two Screens) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate Future
Conditions
Peak Day Flow MGD 17.0 5.7 6.6 7.8
Available Capacity MGD - 11.3 10.4 9.2
154

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-16 Table 10-12: Headworks Primary Screen & Grit Removal Capacity (One Screen) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate
Future
Conditions
Peak Day Flow MGD 8.5 5.7 6.6 7.8
Available Capacity MGD - 2.8 1.9 0.7
Table 10-13: Headworks Fine Screening Capacity (Two Screens) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate Future
Conditions
Peak Day Flow MGD 11.4 5.7 6.6 7.8
Available Capacity MGD - 5.7 4.8 3.6
Table 10-14: Headworks Fine Screening Capacity (One Screen) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate Future
Conditions
Peak Day Flow MGD 5.7 5.7 6.6 7.8
Available Capacity MGD - 0 -0.9 -2.1
Notes: Capacity exceedances are bold and underlined
As seen above, the coarse screens, grit removal system and fine screens (both trains in service) have the ability to meet existing and future peak hour flow demands. Replacing the existing fine screens with higher capacity units is recommended to meet future demands with one unit out of service, providing redundancy. The fine screens are necessary to protect the membranes in the MBR Basins from damage.

10.3.4 Primary and Secondary Equalization Basins
The WRF's two EQ basins function in series, collectively providing a storage capacity of 1.05 million gallons. They are designed to provide two hours of equalization storage at a PDF of 10.4 MGD. Basin size is summarized below:

Table 10-15: Equalization Basins
Equalization Basin Size (L x W x H in ft) Storage (gals) Primary 45 x 40 x 24 281,000
Secondary 118 38 x 24 771,400
Currently the EQ basins have sufficient storage to meet existing and future demands as shown in Table 10-16.

However, City staff has noted that adding an additional EQ basin to the WRF would provide additional emergency storage.
155

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City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-17 Table 10-16: Primary and Secondary Equalization Basins
Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate
Future
Conditions
Peak Day Flow MGD 10.4 5.7 6.6 7.8
Available Capacity MGD - 4.7 3.8 2.6

10.3.5 Membrane Bioreactor System Process Evaluation
The WRF MBR system, including anoxic and aeration basins, was originally designed using parameters listed in the Trussel Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum (2008). The values used in the design are summarized in Table 10-17:

Table 10-17: Trussell MBR Design Parameters
Design Influent Flows
Flow Unit Values
Average Annual Influent Flow MGD 3.4
Peak Day Flow MGD 7.2
Screened Influent Characteristics
Parameters Unit Values
Minimum Temperature °C 19
Biochemical Oxygen Demand (BOD5) mg/L 288
Chemical Oxygen Demand (COD) mg/L 662
Total Kjeldahl Nitrogen (TKN) mg/L 51
Ammonium (NH4-N) mg/L 32
Total Suspended Solids (TSS) mg/L 189
Alkalinity (as CaCO3) mg/L 300
Average and Peak Day Influent Loads
Parameters1 Unit 3.4 MGD 7.2 MGD
BOD ppd 5400 6400
COD ppd 8200 9800
TKN ppd 1400 1700
TSS ppd 18,800 22,600
Effluent
Parameters Unit Values
Biochemical Oxygen Demand (BOD5) mg/L 10
Total Suspended Solids (TSS) mg/L 10
Ammonium (NH4-N) mg/L 0.5
Notes:

1. Peak Day loadings are assumed to be 20% greater than Average Day loadings per Trussell TM.

MKN evaluated the capacity of the MBR system, including aeration and anoxic basins, using a spreadsheet model.

Results and references are included in Appendix I. Existing, near-term, and ultimate future condition flow and loads were applied to the model using design parameters listed in the following tables below. 156

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-18 Table 10-18: MBR Design Evaluation Parameters
Design Influent Flows
Flow Unit Values
Existing Flows MMF MGD 3.00
Near-Term Development MMF MGD 3.51
Ultimate-Term Development MMF MGD 4.12
Screened Influent Characteristics
Parameters Unit Values
Minimum Temperature °C 19
Biochemical Oxygen Demand (BOD5) mg/L 420
Chemical Oxygen Demand (COD) mg/L 857
Total Kjeldahl Nitrogen (TKN) mg/L 70
Ammonium (NH4-N) mg/L 42
Total Suspended Solids (TSS) mg/L 329
Alkalinity (as CaCO3) mg/L 300
Effluent
Parameters Unit Values
Biochemical Oxygen Demand (BOD5) mg/L 10
Total Suspended Solids (TSS) mg/L 10
Ammonium (NH4-N) mg/L 1
MKN used data from Table 10-5 to estimate the parameters used in Table 10-18. Specifically, averages from 2021- 2023 for calculated maximum month concentrations for BOD5 and TSS were used in the estimation. As recommended in the Trussel TM, MKN reduced the calculated average maximum month values for BOD5 by 10% and TSS by 20% to account for impact of upstream screening processes. TKN was estimated assuming a ratio of BOD5 to TKN of 6 to 1 since influent nitrogen concentrations were not available. Other ratios and coefficients used in estimating other pertinent influent parameters used in the model are presented in Table 10-19.

Table 10-19: Influent Fractions and Coefficients
Fractions/Coefficients Value Used Parameter Acquired Units VSS/TSS Ratio 0.79 VSS = 260 mg/L
COD/VSS Ratio 3.3 COD = 857 mg/L
Ammonia/TKN Ratio 0.6 Ammonia = 42 mg/L
Using parameters discussed above, MKN determined that the full MBR process meets existing, near-term, and ultimate conditions with one treatment train out of service. For the anoxic basins, it was determined that for all conditions and with one full process train out of service, the existing system has the ability to handle the anticipated flows and loads.

Table 10-20: Aeration and Anoxic Basin - Required Volumes (2 Trains in Service) Units
Aeration Basins (2 Basins) and MBR Basins
(4 Basins)
Anoxic Basin (2 Basins)
Actual Aeration Volume ft3 59,674 23,089
Existing MMF
157

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-19 Minimum Volume Required ft3 38,755 8,066
Near-Term MMF
Minimum Volume Required ft3 45,343 9,437
Ultimate-Term MMF
Minimum Volume Required ft3 53,223 11,078
There are a total of four aeration blowers for the aeration tanks (3 running and one in standby). Each blower output supplies 1,750 SCFM. The total air flow supplied by the three active blowers is approximately 5,250 SCFM. The model indicates a required air flow of 5,920 SCFM for the ultimate-term development MMF. Therefore, it appears the current blowers do not meet the ultimate buildout conditions. An additional blower is recommended to be installed for redundancy.

There are three blowers dedicated for membrane scouring, (two running and one in standby) each supplying 4,700 SCFM of air. MKN found that the required scouring air flow rate under all flow conditions can be met by one blower (Table 10-21). This also confirms that the two running blowers can meet the requirements and there is no need to add membrane blowers.

Table 10-21: Blower Air Flow Requirements
Description
Type of Blower
Membrane Aeration
Air Flow (SCFM) per blower 4,700 1,750
Number of Blowers 2 + 1 (Standby) 3 + 1 (Standby)
Total Air Flow (SCFM) 9400 5250
Flows Evaluated Required Air Flow (Modeled - SCFM)
Existing MMF 2,625 4,311
Near-Term MMF 3,071 5,044
Ultimate-Term MMF 3,605 5,920
MKN also evaluated maximum membrane flux capacity. The existing Koch Puron PSH-1800-36-BB membrane modules were installed in 2022 to replace the membrane cartridges installed when the plant was originally constructed in 2010. Four modules were installed in each basin and each module included 36 rows of membrane fibers, with the ability to add another eight rows to increase capacity in the future.

The goal is to stay with a peak flux rate of 15 gpd/SF at typical wastewater temperatures with all basins in service.

This allows the system to operate temporarily at a maximum flux rate of 19 gpd/SF with one basin out of service, per the design specifications developed for the 2022 membrane replacement project completed by the City. The table below summarizes the PDF under existing, near-term, and ultimate conditions and compares it to the flow calculated to maintain the maximum flux rate through the existing membranes (7.2 MGD). 158

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-20 Table 10-22: Membrane Flow Capacity (15 gpd/SF All Membranes Operating) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate
Future
Conditions
Peak Day Flow MGD 7.2 5.7 6.6 7.8
Available Capacity MGD - 1.5 0.6 -0.6
Notes: Capacity exceedances are bold and underlined
As shown above, the maximum membrane flow rate (for a maximum flux rate of 15 gpd/SF) is not exceeded until ultimate PDF. Capacity could be increased by utilizing the available space within the current membrane basins.

Work will include extending the MBR feed channels and placing additional equipment such as MBR feed pumps, blowers, permeate pumps, piping and ancillary equipment. Building out the empty membrane basins would increase capacity above the ultimate PDF.

10.3.6 UV Disinfection System
The UV disinfection system has a total of two channels with five banks per channel. The capacity was assessed based on the design peak hour flow capacity of 10.4 MGD with 4 banks operating and one bank out of service in each channel. As shown in Table 10-23, the system does not have the capacity to handle the ultimate future loading conditions unless all five banks are in service. As presented in Table 10-24 the system with all five banks operating can meet all existing and future flow conditions. Since peak hour is an extreme event, and the current effluent disposal permit does not require redundancy in disinfection, no expansion is necessary in the immediate future.

Table 10-23: UV Disinfection Capacity (4 Banks Per Channel) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate
Future
Conditions
Peak Hour Flow MGD 10.4 7.7 9.0 10.6
Available Capacity MGD - 2.7 1.4 -0.2
Notes: Capacity exceedances are bold and underlined
Table 10-24: UV Disinfection Capacity (5 Banks Per Channel) Flow Condition Units
Design
Capacity
Existing
Conditions
Near-term
Future
Conditions
Ultimate
Future
Conditions
Peak Hour Flow MGD 11.4 7.7 9.0 10.6
Available Capacity MGD - 3.7 2.4 0.8

10.3.7 Sludge Thickener
The WRF currently conveys approximately 40,000 gallons of sludge per day to the existing gravity belt thickeners. each of the two thickeners is designed to process a WAS flow of 265 gpm and approximately 1,593 lbs per hour of solids, assuming WAS flow is 1.2% solids. In 2023, the WRF disposed of approximately 6.3 million pounds of sludge, or an average of 720 lbs per hour assuming 24 hour per day operation (or 14 hours per day, five days per week at 159

WATER RECYCLING FACILITY EVALUATION
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 10-21 the solids handling capacity of 1,593 pounds per hour). These calculations were developed assuming only one thickener is in operation to provide redundancy. Future loads to the sludge thickener are expected to increase by 17% at near-term and 38% at ultimate conditions, respectively. This will require operating one thickener either an extra day each week at near-term conditions and increasing operating time to 20 hours per day, five days per week at ultimate conditions.

10.3.8 Aerobic Sludge Digesters
The three aerobic sludge digesters have a combined capacity of approximately 1.15 MG. They are designed to provide a solids retention time (SRT) of 18 days at 30° C (86° F), which would achieve over 50% VSS reduction per the Trussell Technologies, Inc., Evaluation of Biological Design and Process Sizing Technical Memorandum (2008).

At ultimate conditions, since the WAS rate is anticipated to increase 38% in proportion to future loads, the future loading rate to the thickeners would increase from 50,000 gpd to approximately 62,000 gpd. Assuming the thickeners increase solids from 0.85% to 2.5%, this would reduce the thickened WAS rate to approximately 21,080 gpd and provide a SRT of 55 days with all three digesters in service or 36 days with two digesters in service. This is adequate through ultimate conditions. Adding a third gravity belt thickener is recommended to provide redundancy and reduce run times under ultimate conditions.

10.3.9 Sludge Dewatering Screw Press
The existing screw press at the WRF is used for sludge dewatering, the final step in the sludge handling process. It is designed to have a hydraulic capacity of 92 GPM and a solids handling capacity of 918 pounds per hour. The screw press is designed to produce dewatered sludge with a solids concentration of approximately 22%. It was also designed to operate five days a week, 8 hours per day (40 hours per week). Per plant operators, the current screw press is operated 5 to 7 days a week for 20 to 24 hours per day (100 to 168 hours per week).

Operations staff have noted the original design underestimated the amount of solids being produced at the WRF.

As noted in Section 10.3.7, in 2023, the WRF disposed of approximately 6.3 million pounds of sludge, or an average of 720 lbs per hour assuming 24 hour per day operation (or 19 hours per day at the solids handling capacity of 918 pounds per hour). It is recommended the WRF install a second screw press, to provide redundancy and reduce wear on the screw press, especially given the additional usage anticipated in the future. 160

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CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-1

11.0 CAPITAL IMPROVEMENT PLAN
This section provides the recommended Capital Improvement Plan (CIP) for the City’s wastewater collection system, treatment, and disposal systems based on the evaluations and findings of this Master Plan. Prior to the implementation of the recommended projects, the City should consider conducting a preliminary engineering evaluation for each project to refine the scope, assess feasibility and possible alternatives, and develop a more detailed cost estimate.

11.1 Capital Improvement Plan Development
The CIP serves as a fundamental pillar for strategic planning for collection system assets, optimization of system performance, and meeting the evolving needs of wastewater customers. Through planning and analysis, the CIP sets the stage for budgeting capital investments that will result in improved reliability and system efficiency.

11.1.1 Project Identification
Recommended projects were identified through the following evaluations included in the Master Plan:
❑ Collection System Hydraulic Analysis: The hydraulic analysis identified deficiencies in the existing wastewater collection system to serve existing and future flow (near-term and ultimate) conditions during ADF conditions. Recommended improvements include replacement of existing deficient pipelines with larger diameter pipes and/or directing future flows to locations within the collection system with available hydraulic capacity.
❑ WRF Evaluation: The WRF evaluation assessed the adequacy of the existing treatment processes, hydraulic capacity of plant equipment, and the disposal system to serve existing and future flow and load (near-term and ultimate) conditions.
❑ Condition Assessment: A condition assessment of the City’s existing lift stations and WRF was performed to review previous recommendations and identify observed physical deficiencies. As part of this effort, MKN visited the existing lift stations and WRF site to document the condition of the existing system and interview the plant operators. Based on the condition assessment, MKN developed a comprehensive list of recommended improvements to address observed deficiencies.

11.1.2 Basis of Costs
To develop cost estimates for the proposed improvements, MKN utilized the Association for Advancement of Cost Estimating International (AACE) guidelines for cost estimating practices and classification. The Cost Estimate Classification System – As Applied in Engineering, Procurement, and Construction for the Process Industries (AACE International Recommended Practice No. 18R-97) provides guidelines for applying the principles of estimate 162

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-2 classification to projects such as the Master Plan. A summary of the classification system is presented in Table 11-1.

Table 11-1: Cost Estimate Classification Matrix
Estimate
Class
Primary
Characteristic
Secondary Characteristic
Level of
Project
Definition
End Usage Methodology
Expected
Accuracy
Range
Preparation
Effort
Expressed as
% of complete
definition
Typical
purpose of
estimate
Typical estimating
method
Typical variation in
low and high
ranges1
Typical degree of
effort relative to
least cost index
of 12
Class 5 0% to 2% Concept
Screening
Capacity Factored,
Parametric Models,
Judgment, or Analogy
L: -20% to -50%,
H: +30% to
+100%
1 Class 4 1% to 15% Study or
Feasibility
Equipment Factored or
Parametric Models
L: -15% to -30%
H: +20% to +50% 2 to 4
Class 3 10% to 40%
Budget,
Authorization,
or Control
Semi-Detailed Unit
Costs with Assembly
Level Line Items
L: -10% to -20%
H: +10% to +30% 3 to 10
Class 2 30% to 70% Control or
Bid/Tender
Detailed Unit Cost with
Forced Detailed TakeOff
L: -5% to -15%
H: +5% to +20% 4 to 20
Class 1 50% to 100%
Check
Estimate or
Bid/Tender
Detailed Unit Cost with
Detailed Take-Off
L: -3% to -10%
H: +3% to +15% 5 to 100
Notes:

1. The state of process technology and availability of applicable reference cost data affect the range markedly. The +/- value represents typical percentage variation of actual costs from the cost estimate after application of contingency (typically at a 50% level of confidence) for given scope.

2. If the range index value of “1” represents 0.005% of project costs, then an index value of 100 represents 0.5%. Estimate preparation effort is highly dependent upon the size of the project and the quality of estimating data and tools.

The cost estimates developed for this Master Plan are considered Class 4 Estimates, which is defined by AACE International as follows:

Class 4 estimates are generally prepared based on limited information and subsequently have fairly wide accuracy ranges. They are typically used for project screening, determination of feasibility, concept evaluation, and preliminary budget approval. Typically, engineering is from 1% to 15% complete and would comprise at a minimum the following: plant capacity, block schematics, indicated layout, process flow diagrams (PFDs) for main process systems, and preliminary engineering process and utility equipment lists. Class 4 estimates are prepared for a number of purposes, such as but not limited to, detailed strategic planning, business development, project screening at more developed stages, alternative scheme analysis, confirmation of economic and/or technical feasibility, and preliminary budget approval to proceed 163

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-3 to next stage. Typical accuracy ranges for Class 4 estimates are -15% to -30% on the low side, and +20% to +50% on the high side, depending on the technological complexity of the project, appropriate reference information, and the inclusion of an appropriate contingency determination. American National Standards Institute (ANSI) Standard Reference Z94.2-1989 references this class as a “Budget Estimate”, with an accuracy range between -15% to +30%.

The cost estimates for this Master Plan are anticipated to be within an accuracy of -20% to +30%. The accuracy of the estimates reflects the level of confidence that an estimate will be near the actual project cost. The accuracy of the estimates should not be confused with the application of a project contingency (which is applied for unknown or unforeseen project conditions).

11.1.3 Cost Estimation
The opinions of probable cost prepared by MKN represent our judgment and are supplied for the general guidance for the City. Since MKN has no control over the cost of labor and material, or over competitive bidding or market conditions, MKN does not guarantee the accuracy of such opinions as compared to contractor bids or actual project costs. For each project identified, cost opinions were generated based on the following assumptions:
❑ Full capitalization inclusive of engineering, design, permitting, and construction administration / management
❑ Costs derived from similar infrastructure projects, with adjustments for inflation, size, complexity, and location
❑ Construction cost opinions were developed in March 2024. Use 20-Cities Engineering News-Record (ENR) Construction Cost Index (CCI) March 2024 = 13532.01 to escalate estimated cost to present value
❑ Cost opinions are “planning-level” and may not fully account for site-specific conditions or design decisions
❑ Construction contingency was estimated at 30 percent of total construction costs ❑ Engineering design services was estimated at 15 percent of total construction costs ❑ Project administration and construction management together was estimated at 15 percent of total construction costs
❑ All costs rounded to the nearest $1000
Table 11-2 contains the unit construction costs for gravity collection system improvements and factors for estimating the non-construction costs associated with infrastructure improvement projects such as engineering design, project administration, and contingency to arrive at a total project cost. 164

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-4 Table 11-2: Pipeline Unit Construction Costs
Pipeline Installation Budgetary Unit Cost Unit
8-inch $254 LF
10-inch $317 LF
12-inch $343 LF
15-inch $454 LF
18-inch $523 LF
21-inch $565 LF
24-inch $639 LF
27-inch $729 LF
30-inch $829 LF
36-inch $956 LF
Non-Construction Costs
Construction Contingency 30%
Engineering Design 15%
Administration and
Construction Management 15%
Notes:

1. The budgetary unit costs presented above represent the construction cost only and do not include contingency or other non-construction costs.

2. Pipeline costs are based on work in existing streets and include excavation, installation, backfill, pavement repair, upstream and downstream manholes, manholes spaced at 300 ft where needed, traffic control, and connection of existing laterals to new pipe. Cost does not include bypassing.

3. LF = linear foot

11.1.4 Project Prioritization and Scheduling
Each project was evaluated and ranked to determine the significance of the improvement and provide the City with a systematic method to assign priorities for each project. For each collection system pipeline, lift station, and WRF project, a priority point scale from 1 to 4 was assigned based on whether it resolved an existing capacity deficiency, near-term capacity deficiency, improved system efficiency/operations, or resolved an ultimate (build-out) capacity deficiency. The priority scale and scheduling projects is summarized in Table 11-3.

Table 11-3: Project Ranking
Priority Description
1 Required to resolve existing significant capacity or condition-based deficiency and recommended for implementation within the next 1 - 3 years from the adoption of the Master Plan 2 Required to resolve less significant existing capacity or condition-based deficiency and recommended for implementation within the next 3 - 5 years from the adoption of the Master Plan 3 Required to resolve near-term capacity deficiency and recommended for implementation within the next 5 - 10 years from the adoption of the Master Plan
4 Required to meet ultimate capacity deficiency and recommended for implementation past 10 years from the adoption of the Master Plan and/or dependent on development status 165

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-5

11.2 Capital Improvement Plan Projects
CIP projects are based on the hydraulic, treatment, and condition-based evaluations completed for the Master Plan and were organized into four project categories based on infrastructure type. These categories include the following:
❑ Gravity Collection System
❑ Lift Station Facilities
❑ Water Recycling Facility
CIP projects that involved equipment replacement considered energy efficiency in the selection process.

11.2.1 Gravity Collection System Projects – Capacity Based The following improvements address capacity deficiencies throughout the existing gravity collection system to serve existing flow conditions:
❑ Acacia Road and Acacia Way Gravity Sewer Improvement: Upgrade a total of 460 linear feet of 24-inch diameter pipeline with 36-inch and 30-inch diameter pipeline. ❑ California Street and East Ventura Street Gravity Sewer Improvement: Upgrade a total of 260 linear feet of 12-inch diameter pipeline to 15-inch diameter pipeline. ❑ East Harvard Gravity Sewer Improvement: Upgrade a total of 1,680 linear feet of 10-inch diameter pipeline to 12-inch diameter pipeline.
❑ Elm Street, West Main Street, and Blanchard Elementary School Gravity Sewer Improvement: Upgrade a total of 1,665 linear feet of 8-inch and 10-inch diameter pipeline to 12-inch and 15-inch diameter pipeline.
❑ East Main Street Gravity Sewer Improvement: Upgrade a total of 1,210 linear feet of 10-inch diameter pipeline to 12-inch diameter pipeline.
❑ North 4th Street Gravity Sewer Improvement: Upgrade a total of 460 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline.
❑ North Ojai Street Gravity Sewer Improvement: Upgrade a total of 980 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline.
❑ East Santa Barbara Street Gravity Sewer Improvement: Upgrade a total of 800 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline.
❑ Ojai Road Gravity Sewer Improvement: Upgrade a total of 1,615 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline.
166

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-6 The following improvements address capacity deficiencies throughout the existing gravity collection system to serve near-term flow conditions:
❑ Acacia Way Gravity Sewer Improvement: Upgrade a total of 250 linear feet of 24-inch diameter pipeline to 30-inch diameter pipeline
❑ North 4th Street Gravity Sewer Improvement: Upgrade a total of 175 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline
The following improvements address capacity deficiencies throughout the existing gravity collection system to serve ultimate flow conditions:
❑ Acacia Way Gravity Sewer Improvement: Upgrade a total of 170 linear feet of 30-inch diameter pipeline to 36-inch diameter pipeline.
❑ Acacia Road and West Harvard Boulevard Gravity Sewer Improvement: Upgrade a total of 585 linear feet of 24-inch diameter pipeline to 27-inch diameter pipeline. This project is located along a section of the City’s existing system that underwent recent improvements to rehabilitate the pipeline and improve sewer slopes. This project is designated as a lower priority project and is intended to address a deficiency that exists only during peak hour wet weather flow and ultimate buildout scenario. ❑ East Harvard Boulevard Gravity Sewer Improvement: Upgrade a total of 265 linear feet of 12-inch diameter pipeline to 15-inch diameter pipeline.
❑ Walden Street and West Santa Paula Street Gravity Sewer Improvement: Upgrade a total of 1,815 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline. ❑ Blanchard Elementary School Gravity Sewer Improvement: Upgrade a total of 195 linear feet of 8-inch diameter pipeline to 10-inch diameter pipeline.
❑ East Harvard Boulevard Gravity Sewer Improvement: Upgrade a total of 125 linear feet of 12-inch diameter pipeline to 15-inch diameter pipeline.
❑ Santa Clara Street Gravity Sewer Improvement: Upgrade a total of 695 linear feet of 12-inch diameter pipeline to 15-inch diameter pipeline.

11.2.2 Lift Station Facility Projects – Condition Based Based on the condition assessment completed by MKN, several recommended improvements to address current physical deficiencies and improve facility operations were identified for the existing lift stations. The following provides a brief description of the recommended improvements for the City’s lift stations:
167

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-7 ❑ Harvest Lift Station Rehabilitation: Repair coatings within wet well to reduce the presence of hydrogen sulfide.
❑ Lemonwood Lift Station Replacement: Replace existing lift station pumps, piping, controls, and instrumentation. In addition, make improvements to site security and access. ❑ Harding Park Lift Station Rehabilitation: Repair leaking conduit penetration.

11.2.3 Water Recycling Facility Projects – Capacity and Condition Based Based on the hydraulic and treatment evaluations completed by MKN, several recommended improvements to address these deficiencies were identified. The following provides a brief description of the recommended improvements at the WRF:
❑ Headworks Screening: Fine screening upgrade includes replacing the existing fine screening system with a larger system in order to meet near-term and ultimate flow conditions when one headworks train is not in use.
❑ Flow Equalization: Install additional flow equalization basin to meet anticipated permit requirements and/or increase in flow based on future developments within the City. ❑ Membrane Basins Expansion and Aeration Improvements: Installation of additional membrane modules in MBR Basins 7 and 8 and addition of an aeration basin blower to increase capacity to handle ultimate flow and load conditions.
❑ Gravity Belt Thickener Improvements: Install an additional gravity belt thickener to reduce run times and provide redundancy under ultimate flow and load conditions.

Based on the condition assessment completed by MKN, several recommended improvements to address existing physical deficiencies and improve facility operations were identified. The following provides a brief description of the recommended improvements at the WRF:
❑ Preliminary Treatment:
o Influent pump station pump improvements including replacing and installing (4) new pumps; mounting components and guide rails; and installing controls and alarms. o Influent pump station structural improvements including performing concrete and coating rehabilitation.
o Grit classifier replacement including replacing #2 grit classifier and appurtenances and reconnection to existing piping and its supports.
o Screen discharge chute replacement.
168

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-8 ❑ Flow Equalization: Flow equalization basin improvements including repairing concrete weir to give “knife’s edge” and replacing aluminum and orange grating. ❑ Site Improvement Projects:
o Controls and headworks/dewatering building repairs and improvements including replacing all lighting, windows, window screens, and locks, and repair paint site-wide. o Decorative pond rehabilitation including removing sludge; fixing leaks; and replacing exhaust fan, lights, transformer and sump pumps.
o Remove and replace security fencing around perimeter of WRF. o Landscaping upgrades to improve WRF aesthetics.
o Repair concrete cracks and spalling around building exteriors. ❑ Major Service and Replacement for Mechanical Equipment: See Appendix J for the annual major service and replacement budget.

11.2.4 Operations and Maintenance Projects
The following Table 11-4 identifies potential projects that the City could implement to efficiently operate and manage the existing sewer collection and WRF.

Table 11-4: Operation and Maintenance Projects Allowance Project Improvement Name Description Frequency
Opinion of
Cost ($)
OM-1
Updating the City Geographic
Information System (GIS) Update model with field survey data One Time $35,000 OM-2 Hydraulic Model Maintenance Complete updates of existing water GIS and hydraulic model Annual $10,000
OM-3 CIP Evaluation Review, update, and prioritize CIP Annual $10,000 OM-4 Master Plan Update Prepare master plan update Every 5 Years $150,000
OM-5
Wet Weather Flow Monitoring
Study
Verify wet weather conditions for
pipeline capacity deficiencies One Time $100,000
OM-6 Crane Load Certification Annual allowance Annual $3,000 OM-7 Tool Purchases Annual allowance Annual $1,500
OM-8
Generator and Transfer Switch
Servicing Annual allowance Annual $20,000
OM-9 Basin Cleaning Performed every 5 years Every 5
Years $600,000
OM-10 Decorative Pond Maintenance
Includes weed abatement, sludge
removal, etc. under an annual
allowance
Annual $20,000
Total $949,500
Notes:

1. OM = Operation and Maintenance Project

2. N/A = Not Applicable
169

CAPITAL IMPROVEMENT PLAN
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Page | 11-9

3. Costs rounded to the nearest $1,000
Operation and maintenance projects were not included in the CIP cost summary table.

11.2.5 Capital Improvement Summary
Table 11-5 provides an overall summary of the probable costs associated with existing and future gravity collection system, lift station facility, water recycling facility, and operations and maintenance CIPs. Active CIPs currently approved by the City for the WRF are also included in the table below.

Table 11-5: CIP Cost Summary
Improvement Estimated Project Cost
Gravity Collection System
Priority 1 $2,722,000
Priority 2 $2,627,000
Priority 3 $424,000
Priority 4 $2,763,000
Subtotal $8,536,000
Lift Station
Priority 1 $0
Priority 2 $272,000
Priority 3 $0
Priority 4 $0
Subtotal $272,000
Water Recycling Facility
Priority 1 $10,225,000
Priority 2 $1,672,000
Priority 3 $3,590,000
Priority 4 $3,200,000
Subtotal $18,687,000
Total $27,495,000
Under the proposed CIP, the City will spend a total of approximately $27.5 million over the next 15-year planning period (City buildout) to fund existing and future gravity collection system projects (31%), lift station facility projects (1%), and water recycling facility projects (68%). Table 11-6 through Table 11-8 provide a summary of all recommended CIP projects with project categorization, project type, description, planning-level cost, and prioritization scoring. Figure 11-1 identifies the locations of each gravity collection system and lift station facility project throughout the District’s system. Table 11-9 provides a schedule for the 15-year CIP.

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171
Existing
Facility
Diameter
(inches)
PHDWF d/D PHWWF d/D
Diameter
(inches)
Length
(feet)
536 Acacia Way I-EX-3 & I-ULT-2 24 68 87 36 45 $44,000 $14,000 $14,000 $72,000 536 Acacia Way to Acacia Rd
Intersection
I-EX-4 24 68 89 30 75 $63,000 $19,000 $19,000 $101,000
Acacia Way Gravity Sewer Improvement Acacia Way to W Santa Maria St I-EX-5 & I-ULT-5 24 N/A 83 30 340 $282,000 $85,000 $85,000 $452,000 California Street Gravity Sewer
Improvement
206 California St to E Ventura St I-EX-1 12 69 83 15 180 $82,000 $25,000 $25,000 $132,000 East Ventura Street Gravity Sewer
Improvement
California St to Green St I-EX-2 12 72 100 15 80 $37,000 $12,000 $12,000 $61,000 EX-GSCIP-3 East Harvard Boulevard Gravity Sewer
Improvement
S Mill St to S 12th St I-EX-7 10 62 95 12 1680 1 $577,000 $174,000 $174,000 $925,000 W Harvard Blvd to 220 Elm St I-EX-8 & I-ULT-8 8 63 84 12 525 $181,000 $55,000 $55,000 $291,000 220 Elm St to W Main St I-EX-9 & I-ULT-9 10 58 79 15 100 $46,000 $14,000 $14,000 $74,000 West Main Street Gravity Sewer
Improvement
Elm St to 700 W Main St I-EX-10 & I-ULT-10 10 65 91 15 210 $96,000 $29,000 $29,000 $154,000 W Main St to Blanchard
Elementary School I-EX-11 & I-ULT-11 10 65 99 12 520 $179,000 $54,000 $54,000 $287,000 Blanchard Elementary School I-EX-12 & I-ULT-12 8 59 N/A 12 110 $38,000 $12,000 $12,000 $62,000 Blanchard Elementary School to
Pamela Ct I-EX-13 10 57 100 12 200 $69,000 $21,000 $21,000 $111,000 $2,722,000
EX-GSCIP-5 East Main Street Gravity Sewer
Improvement
Davis St to N Ojai St I-EX-6 10 61 89 12 1210 2 $416,000 $125,000 $125,000 $666,000 EX-GSCIP-6 North 4th Street Gravity Sewer
Improvement
122 N 4th St to E Santa Barbara
St
I-EX-17 8 56 N/A 10 460 2 $146,000 $44,000 $44,000 $234,000 EX-GSCIP-7 North Ojai Street Gravity Sewer
Improvement
Railroad Avenue to Ojai Road I-EX-14 8 62 77 10 980 2 $311,000 $94,000 $94,000 $499,000 EX-GSCIP-8 East Santa Barbara Street Gravity Sewer
Improvement
N 5th St to N 7th St I-EX-15 8 57 76 10 800 2 $254,000 $77,000 $77,000 $408,000 EX-GSCIP-9 Ojai Road Gravity Sewer Improvement N Ojai St to 604 Ojai Rd I-EX-16 8 59 N/A 10 1615 2 $512,000 $154,000 $154,000 $820,000 $2,627,000
Table 11-6: Collection System Capital Improvements
Prioriy 1
Construction Contingency
Cost ($)
Opinion of Cost ($)
Capital Improvement
Project (CIP)
Construction Cost
($)
Engineering, Project
Administration, and Construction
Management ($)
Priority
Scale
1 Project Improvement Name Limits Improvement No.
1 1
Prioriy 2
Subtotal
Subtotal
Deficiency
EX-GSCIP-1
EX-GSCIP-2
EX-GSCIP-4
Acacia Road Gravity Sewer Improvement
Elm Street Gravity Sewer Improvement
Blanchard Elementary School Gravity
Sewer Improvement
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173
NT-GSCIP-1 Acacia Way Gravity Sewer Improvement Acacia Rd to Santa Rosa Loop I-NT-1 & I-ULT-3 24 N/A 84 30 250 3 $208,000 $63,000 $63,000 $334,000 NT-GSCIP-2
North 4th Street Gravity Sewer
Improvement
E Main St to 122 N 4th S I-NT-2 8 57 N/A 10 175 3 $56,000 $17,000 $17,000 $90,000 $424,000
ULT-GSCIP-1 Acacia Way Gravity Sewer Improvement Shell Rd to 536 Acacia Way I-ULT-1 30 N/A 82 36 170 4 $163,000 $49,000 $49,000 $261,000 Acacia Road Gravity Sewer Improvement 312 Acacia Road to West I-ULT-6 24 N/A 83 27 150 $110,000 $33,000 $33,000 $176,000 West Harvard Boulevard Gravity Sewer
Improvement
Acacia Road to Elm Street I-ULT-7 24 N/A 86 27 435 $318,000 $96,000 $96,000 $510,000 ULT-GSCIP-3 East Harvard Boulevard Gravity Sewer
Improvement
California St to Brent Way I-ULT-16 12
57 N/A 15 265 4 $121,000 $37,000 $37,000 $195,000
Walden Street Gravity Sewer
Improvement
Filmore St to W Santa Paula St I-ULT-14 8 67 99 10 1080 $343,000 $103,000 $103,000 $549,000 West Santa Paula Street Gravity Sewer
Improvement
Walden St to N Peck Rd I-ULT-15 8 65 100 10 735 $233,000 $70,000 $70,000 $373,000 ULT-GSCIP-5 Blanchard Elementary School Gravity
Sewer Improvement
Blanchard Elementary School to
Fillmore St
I-ULT-13 8 63 87 10 195 4 $62,000 $19,000 $19,000 $100,000 ULT-GSCIP-6 East Harvard Boulevard Gravity Sewer
Improvement
S 12th St to 1211 Harvard Blvd I-ULT-17 12
57 N/A 15 125 4 $57,000 $18,000 $18,000 $93,000
ULT-GSCIP-7 Santa Clara Street Gravity Sewer
Improvement
Santa Clara Street I-ULT-4 12 56 N/A 15 695 4 $316,000 $95,000 $95,000 $506,000 $2,763,000
$8,536,000

1. EX-GSCIP = Existing Gravity Sewer Capital Improvement Project

2. NT-GSCIP = Near-Term Gravity Sewer Capital Improvement Project

3. ULT-GSCIP = Ultimate Gravity Sewer Capital Improvement Project

4. PHDWF = Peak Hour Dry Weather Flow

5. PHWWF = Peak Hour Wet Weather Flow

6. "N/A" deficiency indicates no deficiency for the given flow condition Subtotal

9. Construction cost opinions were developed in March 2024. Use 20-Cities Engineering News-Record (ENR) Construction Cost Index (CCI) March 2024 = 13532.01 to escalate estimated cost to present value Total

8. Engineering, project administration, and construction management costs estimated at 30%. Construction contingency estimated at 30% 4 Prioriy 3
Prioriy 4
Subtotal
Notes:

7. Costs rounded to the nearest $1,000
ULT-GSCIP-2 4
ULT-GSCIP-4
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175
Project Improvement Name Construction Cost
($)
Engineering, Project
Administration, and Construction
Management ($)
Contingency Cost ($) Opinion of Cost ($)
- - - - - - $0
$0
EX-LSCIP-1 Harvest Lift Station Improvements 2 $50,000 $15,000 $15,000 $80,000 EX-LSCIP-2 Lemonwood Lift Station Replacement 2 $100,000 $30,000 $30,000 $160,000 EX-LSCIP-3 Harding Park Lift Station Improvements 2 $20,000 $6,000 $6,000 $32,000 $272,000
- - - - - - $0
$0
- - - - - - $0
$0
$272,000

1. EX-LSCIP = Existing Lift Station Capital Improvement Plan Table 11-7: Lift Station Capital Improvements
Deficiency Capital Improvement Project (CIP)
Metal piping and coatings in wet well are corroded due to H2S issue despite being a new site (~ 3 yrs old). Repair coatings within wet well; mitigate H2S. - -
Notes:

2. Costs rounded to the nearest $1,000

3. Engineering, project administration, and construction management costs estimated at 30%. Construction contingency estimated at 30%

4. Construction cost opinions were developed in March 2024. Use 20-Cities Engineering News-Record (ENR) Construction Cost Index (CCI) March 2024 = 13532.01 to escalate estimated cost to present value Priority 1
Subtotal
Priority 2
Aged equipment, minor wet well corrosion, pavement issues, trespassing issues.

Replace pumps and piping, controls and instrumentation, site security and access improvements.

Control panel housing room has leak in roof penetration, causing water to Repair leaking conduit penetration.

Subtotal
Priority 3
Total
Subtotal
Subtotal
- -
Priority 4
- -
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177
Project Improvement Name Existing Facility Deficiency Capital Improvements Project (CIP) Priority Scale
Construction
Cost ($)
Engineering, Project
Administration, and
Construction
Management ($)
Contingency
Cost ($)
Opinion of Cost
($)
EX-WRFCIP-1 (WRF-CIP9383) WRF Blower Replacement (4) Aeration Blowers, (3) Membrane Blowers, (3) Digester Blowers
Existing blowers nearing end of design life and have required multiple major servicing or repairs.

Install new blowers via a 7-year blower replacement program. 1 - - - $1,750,000 EX-WRFCIP-2 Grit Classifier Replacement (2) 11" screw classifiers #2 Grit Classifier failing, visible corrosion, wear plates missing. Replace and install #2 Grit Classifier and appurtenances, reconnect to existing piping and its supports.
1 $250,000 $75,000 $75,000 $400,000
EX-WRFCIP-3 UV Disinfection Rehabilitation (2) UV Disinfection Trains Lamps shattered and past design life. Replace lamp modules at each train. 1 $40,000 $12,000 $12,000 $64,000 EX-WRFCIP-4 Screw Press Redundancy Implementation (1) Screw dewatering press Lack of redundancy in the screw press. Install additional screw press unit to provide redundancy and enhance operational reliability.
1 $800,000 $240,000 $240,000 $1,280,000
EX-WRFCIP-5 Coating Repairs Influent Channel, Aeration and MBR Tanks
Existing protective coatings are worn and deteriorated.

Remove and replace protective coatings across influent channel, aeration and MBR tanks. Coatings applied will be designed to resist corrosion, abrasion, and chemical exposure.
1 $1,000,000 $300,000 $300,000 $1,600,000
EX-WRFCIP-6 Security Fencing and Landscaping Improvements WRF Perimeter Security fencing allows for easy unauthorized access.

Landscaping's current appearance detracts from surrounding neighborhoods visual appeal.

Remove existing fencing and install new security barriers.

Upgrade landscaping features to improve aesthetics of facility surroundings.
1 $150,000 $45,000 $45,000 $240,000
EX-WRFCIP-7 Supervisory Control and Data Acquisition (SCADA) Computer Upgrades WRF
Current SCADA computers have performance issues, including slow operation and insufficient memory capacity.

Replace outdated SCADA computers with modern hardware and software to address deficiencies. 1 $100,000 $30,000 $30,000 $160,000 EX-WRFCIP-8 (WRF-CIP9379) Enhanced Aeration Control - Ammonia Analyzer (3) Aerobic Basins Excess power consumption and ammonia emissions. Upgrading and installing the analyzer equipment will reduce energy and chemical consumption.
1 - - - $241,000
$5,735,000
EX-WRFCIP-9 Influent Pump Station Pump Replacement (4) 45-HP pumps with VFDs Pumps are past design life. Replace (4) pumps, mounting components and guide rails.

Install controls and alarms.
2 $2,500,000 $750,000 $750,000 $4,000,000
EX-WRFCIP-10 Coarse and Fine Screening Repairs (2) Fine Screens, (2) Coarse Screens Discharge chutes damaged and covered with duct tape. Stainless steel enclosures in poor shape.

Replace discharge chutes and screening enclosures. 2 $50,000 $15,000 $15,000 $80,000 EX-WRFCIP-11 Permeate Pumps and SCADA Improvements (6) Permeate Pumps Pumps are nearing end of design life. Evaluate and rebuild permeate pumps, implement controls/SCADA modifications. 2 $850,000 $255,000 $255,000 $1,360,000 EX-WRFCIP-12 Hardscape Rehabilitation WRF Spalling and cracks to buildings exterior surface concrete. Repair concrete cracks and spalling around building exteriors. 2 $100,000 $30,000 $30,000 $160,000 EX-WRFCIP-13 Influent Channel Structural Improvements Concrete Wet Well Manhole cover and ring worn at influent metering station.

Aluminum covers for influent channel to the anoxic basins in poor condition.

Replace and install new manhole cover and ring and aluminum covers.
2 $100,000 $30,000 $30,000 $160,000
EX-WRFCIP-14 Flow Equalization Basin Improvements (2) Surge Equalization Basins Equalization storage and reintroduction to flow stream is a manual process. Equalization weirs worn, grating damaged, and
intermittent corrosion to conduit was observed.

Implement automated SCADA system for basins to automate functionality, repair concrete weir to give "knife's edge". Replace aluminum and orange grating.
2 $300,000 $90,000 $90,000 $480,000
EX-WRFCIP-15 Percolation Pond Rehabilitation (3) Percolation ponds Liner degradation, weed overgrowth, and irrigation system issues in the ponds.

Remove and replace existing liners. Implement effective weed control measures. Conduct assessment of irrigation system, repairing or replacing damaged components.
2 $450,000 $135,000 $135,000 $720,000
EX-WRFCIP-16 Building Repairs and Improvements Controls and Headworks/Dewatering Buildings
Buildings do not have sufficient insulation, lack of lighting, exterior doors and locks in poor shape, paint has worn, windows and screens are damaged, smoke detector system in need of
upgrades.

Install roof insulation; replace all lighting, windows and window screens; repair paint plantwide; replace exterior doors and locks. 2 $175,000 $52,500 $52,500 $280,000
EX-WRFCIP-17 Decorative Pond Rehabilitation Decorative Pond Water leaks into vault, faulty exhaust fan in vault, lack of lighting, sump pumps failing.

Fix vault leak, replace exhaust fan, install lights, replace/rebuild sump pumps.
2 $20,000 $6,000 $6,000 $32,000
$7,272,000
Project Project Name Existing Facility Deficiency Capital Improvements Project (CIP) Priority Scale
Construction
Cost ($)
Engineering, Project
Administration, and
Construction
Management ($)
Contingency
Cost ($)
Opinion of Cost
($)
NT-WRFCIP-1 Fine Screening Upgrades (2) Fine Screens Lack of redundancy at near-term and ultimate conditions with one headworks train out of service.

Upgrade current fine screening with a larger system in order to meet near-term and ultimate flow conditions with one headworks 3 $350,000.00 $105,000.00 $105,000.00 $560,000 NT-WRFCIP-2 Equalization Basin Implementation (2) Equalization Basins Potential lack of influent storage in future buildout conditions. Install additional equalization basin to act as an influent bypass to provide redundancy and ability to store extra flows. 3 $800,000 $240,000 $240,000 $1,280,000 $1,840,000
ULT-WRFCIP-1 Membrane System Expansion (3) MBR Trains Lack of redundancy at ultimate term conditions.

Install new membrane modules in MBR Basins 7 and 8. Extend the MBR feed channel into Basins 7 and 8 and install new permeate pumps, one MBR blower, and all supporting piping, electrical, and instrumentation system to provide redundancy at future buildout.
4 $2,000,000 $600,000 $600,000 $3,200,000
ULT-WRFCIP-2 (WRFCIP-9379) Gravity Belt Thickener Improvements (2) Gravity Belt Thickener Lack of redundancy in the gravity belt thickeners to handle anticipated increase at ultimate flows and loadings conditions.

Install additional gravity belt thickener to provide redundancy at ultimate flow conditions. 4 $400,000 $120,000 $120,000 $640,000 $3,840,000
$18,687,000

1. EX-WRFCIP = Existing Water Recycling Facility Capital Improvement Project

1. NT-WRFCIP = Near-Term Water Recycling Facility Capital Improvement Project

1. ULT-WRFCIP = Ultimate Water Recycling Facility Capital Improvement Project

2. WRF-CIP = Water Recycling Facility Capital Improvement Project (Currently in City CIP)

4. Engineering, project administration, and construction management costs estimated at 30%. Construction contingency estimated at 30%

3. Costs rounded to the nearest $1,000

5. Construction cost opinions were developed in March 2024. Use 20-Cities Engineering News-Record (ENR) Construction Cost Index (CCI) March 2024 = 13532.01 to escalate estimated cost to present value Table 11-8: Water Recycling Facility Capital Improvements Subtotal
Priority 1
Priority 3
Subtotal
Notes:

Total
Priority 4
Priority 2
Subtotal
Subtotal
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179
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181
Project Priority Scale Opinion of Cost ($) FY 25/26 FY 26/27 FY 27/28 FY 28/29 FY 29/30 FY 30/31 FY 31/32 FY 32/33 FY 33/34 FY 34/35 FY 35/36 FY 36/37 FY 37/38 FY 38/39 FY 39/40 EX-GSCIP-1 1 $625,000 $125,000 $500,000
EX-GSCIP-2 1 $193,000 $193,000
EX-GSCIP-3 1 $925,000 $185,000 $740,000
EX-GSCIP-4 1 $979,000 $195,800 $783,200
EX-GSCIP-5 2 $666,000 $133,200 $532,800
EX-GSCIP-6 2 $234,000 $234,000
EX-GSCIP-7 2 $499,000 $499,000
EX-GSCIP-8 2 $408,000 $408,000
EX-GSCIP-9 2 $820,000 $164,000 $656,000
NT-GSCIP-1 3 $334,000 $334,000
NT-GSCIP-2 3 $90,000 $90,000
ULT-GSCIP-1 4 $261,000 $261,000
ULT-GSCIP-2 4 $686,000 $137,200 $548,800
ULT-GSCIP-3 4 $195,000 $195,000
ULT-GSCIP-4 4 $922,000 $184,400 $737,600
ULT-GSCIP-5 4 $100,000 $100,000
ULT-GSCIP-6 4 $93,000 $93,000
ULT-GSCIP-7 4 $506,000 $101,200 $404,800
$8,536,000 $318,000 $880,800 $1,523,200 $367,200 $1,603,800 $656,000 $0 $424,000 $0 $0 $887,400 $1,138,000 $737,600 $0 $0 EX-LSCIP-1 2 $80,000 $80,000
EX-LSCIP-2 2 $160,000 $160,000
EX-LSCIP-3 2 $32,000 $32,000
Subtotal $272,000 $0 $0 $0 $0 $272,000 $0 $0 $0 $0 $0 $0 $0 $0 $0 $0 EX-WRFCIP-1 (WRF-CIP-9383) 1 $1,750,000 $250,000 $250,000 $250,000 $250,000 $250,000 $250,000 $250,000 EX-WRFCIP-2 1 $400,000 $400,000
EX-WRFCIP-3 1 $64,000 $64,000
EX-WRFCIP-4 1 $1,280,000 $256,000 $1,024,000
EX-WRFCIP-5 1 $1,600,000 $320,000 $1,280,000
EX-WRFCIP-6 1 $240,000 $240,000
EX-WRFCIP-7 1 $160,000 $160,000
EX-WRFCIP-8 (WRF-CIP-9379) 1 $241,000 $241,000
EX-WRFCIP-9 2 $4,000,000 $800,000 $1,600,000 $1,600,000 EX-WRFCIP-10 2 $80,000 $80,000
EX-WRFCIP-11 2 $1,360,000 $272,000 $1,088,000
EX-WRFCIP-12 2 $160,000 $160,000
EX-WRFCIP-13 2 $160,000 $160,000
EX-WRFCIP-14 2 $480,000 $480,000
EX-WRFCIP-15 2 $720,000 $144,000 $576,000
EX-WRFCIP-16 2 $280,000 $280,000
EX-WRFCIP-17 2 $32,000 $32,000
NT-WRFCIP-1 3 $560,000 $560,000
NT-WRFCIP-2 3 $1,280,000 $256,000 $1,024,000
ULT-WRFCIP-1 4 $3,200,000 $1,066,667 $1,066,667 $1,066,667 ULT-WRFCIP-2 (WRF-CIP-9379) 4 $640,000 $640,000
$18,687,000 $1,210,000 $1,434,000 $570,000 $2,171,000 $1,002,000 $2,138,000 $2,306,000 $2,176,000 $816,000 $1,024,000 $0 $0 $1,066,667 $1,706,667 $1,066,667 $27,495,000 $1,528,000 $2,314,800 $2,093,200 $2,538,200 $2,877,800 $2,794,000 $2,306,000 $2,600,000 $816,000 $1,024,000 $887,400 $1,138,000 $1,804,267 $1,706,667 $1,066,667 Priority Description
1 Required to resolve existing significant capacity or condition-based deficiency and recommended for implementation within the next 1 - 3 years from the adoption of the Master Plan 2 Required to resolve less significant existing capacity or condition-based deficiency and recommended for implementation within the next 3 - 5 years from the adoption of the Master Plan 3 Required to resolve near-term capacity deficiency and recommended for implementation within the next 5 - 10 years from the adoption of the Master Plan 4 Required to meet ultimate capacity deficiency and recommended for implementation past 10 years from the adoption of the Master Plan and/or dependent on development status Subtotal
Total
Table 11-9: 15-Year CIP Summary
Collection System
Lift Station
Water Recycling Facility
Subtotal
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183

APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix A – Flow Monitoring Study
184
1868 Palma Drive, Suite I, Ventura, CA 93003 www.goldcoastenv.com 805.498.3811 ph.

Manhole - Layout

CITY OF SANTA PAULA - SEWER FLOW STUDY
MH Location: 520 Harvard Blvd.

Santa Paula, CA 93060

Pipe Size: 18” VCP
Time Period: 7/11/2023 - 12:00 a.m. to
7/25/2023- 12:00 a.m.

GPS: 34.348436, -119.065191
Equipment
N
 Manhole walls are made of stacked brick and mortar. Pipe transitions are in good condition inside of manhole
 Meter was placed inside downstream pipe in order
to capture the flow from the tie in.

Manhole
E
Gold G C Coast Environmental
E Specializing in process instrumentation and calibration.

G C
Teledyne Isco 2150 Area Velocity Flow Meter with 10’
measuring range:

Level Measurement:
 Method - Submerged pressure transducer mounted in
the flow stream
 Transducer Type - Differential linear integrated circuit pressure transducer
 Range (standard) 0.033 to 10 ft (0.010 to 3.05 m);
Maximum Allowable Level 34 ft (10.5 m)
 Accuracy ±0.01 ft from 0.033 to 10 ft, (±0.003 m from

0.01 to 3.05 m,)
 Long-Term Stability ±0.023 ft/yr (±0.007 m/yr)
 Compensated Range 32° to 122°F (0° to 50°C)
Velocity Measurement:
 Method - Doppler ultrasonic, frequency 500 kHz
 Typical Minimum Depth 0.08 ft (25 mm)
 Range -5 to +20 ft/s (-1.5 to +6.1 m/s)
 Accuracy (in water with uniform velocity profile, speed of sound = 4850 ft/s, for indicated velocity range)
±0.1 ft/s from -5 to 5 ft/s (±0.03 m/s from—

1.5 to +1.5 m/s)
 ±2% of reading from 5 to 20 ft/s (1.5 to 6.1 m/s)
Method Of Insertion:
 18 inch line requires Confined Space Entry.

Flow
185
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/11/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
186
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 PM 7.943 1.109 374.206
12:15:00 AM 7.176 0.982 285.171 12:15:00 PM 7.915 1.133 373.468 12:30:00 AM 7.02 0.883 252.86 12:30:00 PM 8.132 1.215 422.74 12:45:00 AM 6.684 0.978 262.146 12:45:00 PM 8.33 1.283 460.71 1:00:00 AM 6.442 0.897 228.816 1:00:00 PM 8.103 1.188 411.419 1:15:00 AM 6.364 0.721 180.816 1:15:00 PM 8.003 1.172 394.073 1:30:00 AM 6.333 0.582 145.09 1:30:00 PM 8.196 1.172 412.057 1:45:00 AM 6.252 0.57 137.604 1:45:00 PM 8.196 1.166 408.752 2:00:00 AM 6.156 0.574 137.649 2:00:00 PM 8.177 0.784 268.728 2:15:00 AM 6.145 0.57 133.583 2:15:00 PM 7.968 0.731 246.496 2:30:00 AM 5.903 0.501 113.486 2:30:00 PM 7.877 1.093 364.433 2:45:00 AM 5.828 0.418 92.864 2:45:00 PM 7.878 0.639 213.252 3:00:00 AM 5.899 0.505 114.22 3:00:00 PM 8.047 0.773 256.147 3:15:00 AM 5.904 0.541 121.559 3:15:00 PM 8.04 0.852 288.172 3:30:00 AM 5.927 0.529 117.895 3:30:00 PM 8.001 0.934 318.272 3:45:00 AM 5.938 0.549 125.205 3:45:00 PM 8.104 0.948 328.399 4:00:00 AM 5.978 0.551 126.914 4:00:00 PM 8.033 0.759 256.072 4:15:00 AM 5.971 0.544 124.278 4:15:00 PM 8.048 0.966 330.345 4:30:00 AM 6.015 0.589 136.878 4:30:00 PM 8.244 1.033 365.917 4:45:00 AM 6.139 0.599 143.092 4:45:00 PM 8.369 1.221 440.122 5:00:00 AM 6.24 0.659 160.937 5:00:00 PM 8.246 1.192 422.317 5:15:00 AM 6.574 0.717 187.884 5:15:00 PM 8.367 1.22 440.383 5:30:00 AM 6.599 0.718 188.9 5:30:00 PM 8.328 1.261 452.693 5:45:00 AM 6.831 0.799 220.672 5:45:00 PM 8.317 1.267 453.401 6:00:00 AM 6.97 0.886 251.299 6:00:00 PM 8.346 1.333 474.869 6:15:00 AM 6.91 0.833 233.275 6:15:00 PM 8.453 1.339 487.1 6:30:00 AM 7.03 0.882 252.726 6:30:00 PM 8.239 1.211 422.99 6:45:00 AM 7.245 0.979 292.397 6:45:00 PM 8.459 1.279 468.46 7:00:00 AM 7.463 0.979 303.501 7:00:00 PM 8.427 1.427 520.169 7:15:00 AM 7.529 1.017 319.625 7:15:00 PM 8.476 1.281 465.367 7:30:00 AM 7.628 1.159 369.612 7:30:00 PM 8.5 1.333 487.504 7:45:00 AM 7.822 1.114 368.409 7:45:00 PM 8.46 1.286 471.059 8:00:00 AM 7.914 1.203 403.953 8:00:00 PM 8.67 1.438 543.462 8:15:00 AM 8.008 1.167 397.994 8:15:00 PM 8.578 1.347 502.431 8:30:00 AM 8.021 1.221 415.67 8:30:00 PM 8.722 1.428 539.631 8:45:00 AM 7.885 1.143 380.289 8:45:00 PM 8.82 1.478 562.773 9:00:00 AM 7.749 1.137 361.494 9:00:00 PM 8.901 1.432 557.871 9:15:00 AM 8.022 1.108 378.761 9:15:00 PM 8.874 1.434 558.465 9:30:00 AM 8.014 1.157 395.114 9:30:00 PM 9.048 1.485 590.916 9:45:00 AM 7.949 1.179 397.148 9:45:00 PM 8.874 1.396 538.714 10:00:00 AM 7.895 1.153 385.795 10:00:00 PM 8.844 1.46 566.303 10:15:00 AM 7.935 1.134 377.751 10:15:00 PM 8.819 1.406 543.13 10:30:00 AM 8.033 1.19 398.148 10:30:00 PM 8.605 1.393 516.29 10:45:00 AM 7.873 1.145 381.772 10:45:00 PM 8.528 1.237 457.915 11:00:00 AM 8.015 1.218 415.983 11:00:00 PM 8.123 1.286 446.952 11:15:00 AM 8.059 1.223 420.433 11:15:00 PM 7.837 1.143 372.211 11:30:00 AM 8.097 1.271 439.855 11:30:00 PM 7.539 1.114 348.878 11:45:00 AM 7.991 1.242 422.478 11:45:00 PM 7.351 0.975 295.419 Inches Feet/Sec GPM
Daily Avg: 7.671 1.040 346.773
Daily Min: 5.828 0.418 92.864
Daily Max: 9.048 1.485 590.916
Peak to Avg: 1.70
Tuesday- A.M. 7/11/2023 Tuesday- P.M. 7/11/2023
187
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/12/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
188
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 7.207 0.998 290.826 12:00:00 PM 8.028 1.245 417.246 12:15:00 AM 7.066 0.952 275.095 12:15:00 PM 8.091 1.248 428.656 12:30:00 AM 6.725 0.791 213.704 12:30:00 PM 7.913 1.159 389.177 12:45:00 AM 6.595 0.747 196.791 12:45:00 PM 7.935 1.136 376.022 1:00:00 AM 6.377 0.674 168.364 1:00:00 PM 7.836 1.205 399.478 1:15:00 AM 6.194 0.626 149.838 1:15:00 PM 7.762 1.228 402.134 1:30:00 AM 6.174 0.646 155.433 1:30:00 PM 7.829 1.169 386.879 1:45:00 AM 6.082 0.796 182.799 1:45:00 PM 7.666 1.201 379.839 2:00:00 AM 5.987 1.248 283.493 2:00:00 PM 7.83 1.238 410.071 2:15:00 AM 6.092 0.75 173.27 2:15:00 PM 7.658 1.129 362.477 2:30:00 AM 6.074 0.998 234.815 2:30:00 PM 7.929 1.258 412.561 2:45:00 AM 5.937 0.488 111.237 2:45:00 PM 7.886 1.185 396.14 3:00:00 AM 5.792 0.833 183.746 3:00:00 PM 7.558 1.138 357.937 3:15:00 AM 5.648 0.53 111.521 3:15:00 PM 7.802 1.178 379.068 3:30:00 AM 5.606 0.623 131.267 3:30:00 PM 7.716 1.135 366.023 3:45:00 AM 5.667 0.438 93.759 3:45:00 PM 7.813 1.161 376.82 4:00:00 AM 5.757 0.461 100.775 4:00:00 PM 7.681 1.089 348.894 4:15:00 AM 5.812 0.507 112.332 4:15:00 PM 8.069 1.219 419.225 4:30:00 AM 5.979 0.566 130.267 4:30:00 PM 8.484 1.269 466.699 4:45:00 AM 6.056 0.623 146.046 4:45:00 PM 8.125 1.178 403.482 5:00:00 AM 6.217 0.608 147.291 5:00:00 PM 8.217 1.351 469.265 5:15:00 AM 6.373 0.703 176.655 5:15:00 PM 8.238 1.27 440.792 5:30:00 AM 6.395 0.72 181.892 5:30:00 PM 8.275 1.346 476.884 5:45:00 AM 6.819 0.829 222.609 5:45:00 PM 8.216 1.273 446.338 6:00:00 AM 6.917 0.84 228.794 6:00:00 PM 8.375 1.259 452.824 6:15:00 AM 6.965 0.923 261.568 6:15:00 PM 8.188 1.253 439.891 6:30:00 AM 7.002 0.858 241.386 6:30:00 PM 8.398 1.341 486.445 6:45:00 AM 7.137 0.95 274.548 6:45:00 PM 8.393 1.31 474.787 7:00:00 AM 7.375 0.988 301.162 7:00:00 PM 8.48 1.337 485.301 7:15:00 AM 7.416 1.083 328.748 7:15:00 PM 8.416 1.363 495.969 7:30:00 AM 7.767 1.089 356.689 7:30:00 PM 8.708 1.423 540.967 7:45:00 AM 7.623 1.098 349.259 7:45:00 PM 8.595 1.404 514.296 8:00:00 AM 7.895 1.123 375.996 8:00:00 PM 8.45 1.374 500.771 8:15:00 AM 7.938 1.235 415.255 8:15:00 PM 8.512 1.374 507.315 8:30:00 AM 8.014 1.154 394.057 8:30:00 PM 8.409 1.339 479.567 8:45:00 AM 7.826 1.262 417.075 8:45:00 PM 8.465 1.4 513.041 9:00:00 AM 7.918 1.151 379.325 9:00:00 PM 8.696 1.445 548.426 9:15:00 AM 7.834 1.192 392.61 9:15:00 PM 8.561 1.346 500.543 9:30:00 AM 7.748 1.198 384.007 9:30:00 PM 8.8 1.38 525.912 9:45:00 AM 7.711 1.144 369.064 9:45:00 PM 8.797 1.381 532 10:00:00 AM 8.056 1.183 406.625 10:00:00 PM 8.766 1.431 548.79 10:15:00 AM 7.911 1.158 388.522 10:15:00 PM 8.674 1.263 477.884 10:30:00 AM 7.679 1.194 385.454 10:30:00 PM 8.546 1.351 497.584 10:45:00 AM 7.731 1.197 385.96 10:45:00 PM 8.289 1.332 475.118 11:00:00 AM 7.998 1.213 410.473 11:00:00 PM 8.195 1.289 452.92 11:15:00 AM 8.101 1.127 381.492 11:15:00 PM 8.092 1.264 437.024 11:30:00 AM 8.037 1.238 416.561 11:30:00 PM 7.76 1.178 385.406 11:45:00 AM 8.009 1.274 434.642 11:45:00 PM 7.472 1.099 336.141 Inches Feet/Sec GPM
Daily Avg: 7.564 1.094 356.666
Daily Min: 5.606 0.438 93.759
Daily Max: 8.8 1.445 548.79
Peak to Avg: 1.54
Wednesday - A.M. 7/12/2023 Wednesday - P.M. 7/12/2023
189
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/13/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
190
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 7.3 0.952 287.283 12:00:00 PM 7.968 1.183 399.025 12:15:00 AM 7.034 0.94 269.821 12:15:00 PM 8.002 1.229 414.956 12:30:00 AM 6.93 0.855 234.765 12:30:00 PM 7.987 1.294 439.686 12:45:00 AM 6.722 0.804 210.013 12:45:00 PM 8.001 1.16 395.056 1:00:00 AM 6.421 0.676 171.63 1:00:00 PM 8.045 1.147 387.772 1:15:00 AM 6.256 0.722 173.297 1:15:00 PM 7.982 1.207 400.813 1:30:00 AM 6.156 0.656 152.618 1:30:00 PM 8.095 1.166 403.248 1:45:00 AM 6.101 0.568 132.452 1:45:00 PM 8.085 1.248 429.527 2:00:00 AM 5.883 0.507 113.897 2:00:00 PM 7.857 1.24 410.055 2:15:00 AM 5.796 0.468 101.699 2:15:00 PM 8.282 1.242 442.609 2:30:00 AM 5.753 0.493 106.855 2:30:00 PM 8.294 1.33 474.803 2:45:00 AM 5.753 0.477 104.114 2:45:00 PM 7.957 1.201 406.268 3:00:00 AM 5.733 0.47 102.256 3:00:00 PM 7.894 1.266 423.798 3:15:00 AM 5.805 0.503 111.277 3:15:00 PM 7.824 1.23 402.513 3:30:00 AM 5.745 0.479 104.34 3:30:00 PM 7.781 1.199 390.614 3:45:00 AM 5.712 0.443 95.792 3:45:00 PM 7.861 1.229 409.065 4:00:00 AM 5.704 0.468 100.02 4:00:00 PM 7.877 1.167 389.443 4:15:00 AM 5.722 0.449 96.956 4:15:00 PM 8.104 1.272 430.943 4:30:00 AM 5.774 0.497 109.087 4:30:00 PM 8.174 1.276 447.055 4:45:00 AM 6.021 0.587 136.454 4:45:00 PM 8.292 1.271 453.418 5:00:00 AM 5.932 0.534 119.993 5:00:00 PM 8.19 1.349 473.871 5:15:00 AM 6.235 0.657 160.348 5:15:00 PM 8.241 1.292 457.397 5:30:00 AM 6.348 0.727 180.757 5:30:00 PM 8.318 1.32 471.692 5:45:00 AM 6.652 0.832 221.72 5:45:00 PM 8.194 1.335 453.862 6:00:00 AM 6.818 0.835 230.055 6:00:00 PM 8.194 1.325 454.508 6:15:00 AM 6.906 0.875 245.196 6:15:00 PM 8.233 1.273 448.055 6:30:00 AM 7.038 0.886 250.13 6:30:00 PM 8.485 1.321 483.958 6:45:00 AM 7.28 0.938 279.839 6:45:00 PM 8.569 1.503 559.806 7:00:00 AM 7.645 1.053 337.746 7:00:00 PM 8.424 1.361 492.157 7:15:00 AM 7.473 1.074 331.51 7:15:00 PM 8.532 1.425 527.371 7:30:00 AM 7.553 1.064 332.456 7:30:00 PM 8.482 1.287 467.629 7:45:00 AM 7.817 1.185 388.727 7:45:00 PM 8.529 1.303 476.261 8:00:00 AM 7.704 1.175 370.397 8:00:00 PM 8.772 1.297 497.807 8:15:00 AM 7.804 1.191 389.091 8:15:00 PM 8.662 1.374 508.543 8:30:00 AM 7.938 1.186 399.221 8:30:00 PM 8.638 1.542 576.668 8:45:00 AM 7.822 1.227 405.668 8:45:00 PM 8.593 1.447 536.583 9:00:00 AM 7.609 1.147 365.666 9:00:00 PM 8.652 1.459 548.05 9:15:00 AM 7.812 1.186 386.345 9:15:00 PM 8.88 1.442 562.032 9:30:00 AM 7.827 1.208 395.29 9:30:00 PM 9.042 1.502 599.131 9:45:00 AM 7.853 1.182 392.207 9:45:00 PM 8.861 1.412 548.481 10:00:00 AM 8.106 1.231 426.671 10:00:00 PM 8.83 1.42 549.425 10:15:00 AM 8.169 1.303 455.16 10:15:00 PM 8.729 1.508 574.926 10:30:00 AM 8.251 1.285 455.662 10:30:00 PM 8.744 1.412 539.615 10:45:00 AM 8.015 1.293 441.434 10:45:00 PM 8.373 1.383 493.741 11:00:00 AM 8 1.246 420.868 11:00:00 PM 8.309 1.238 437.008 11:15:00 AM 7.888 1.186 395.284 11:15:00 PM 7.923 1.202 399.717 11:30:00 AM 8.152 1.224 427.348 11:30:00 PM 7.689 1.178 380.95 11:45:00 AM 8.151 1.305 455.508 11:45:00 PM 7.482 1.075 335.321 Inches Feet/Sec GPM
Daily Avg: 7.608 1.093 363.083
Daily Min: 5.704 0.443 95.792
Daily Max: 9.042 1.542 599.131
Peak to Avg: 1.65
Thursday - A.M. 7/13/2023 Thursday - P.M. 7/13/2023
191
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/14/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
192
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 7.206 1.093 324.121 12:00:00 PM 7.782 1.21 397.29 12:15:00 AM 7.117 1.029 300.318 12:15:00 PM 8.103 1.219 416.249 12:30:00 AM 6.807 0.895 245.859 12:30:00 PM 8.113 1.25 433.558 12:45:00 AM 6.568 0.793 207.599 12:45:00 PM 7.948 1.195 401.343 1:00:00 AM 6.487 0.759 194.054 1:00:00 PM 7.936 1.255 414.397 1:15:00 AM 6.448 0.704 179.692 1:15:00 PM 7.838 1.149 380.998 1:30:00 AM 6.333 0.748 186.39 1:30:00 PM 7.775 1.175 385.402 1:45:00 AM 6.143 0.61 145.888 1:45:00 PM 7.881 1.204 392.222 2:00:00 AM 6.022 0.55 127.338 2:00:00 PM 8.001 1.183 393.781 2:15:00 AM 5.943 0.544 123.551 2:15:00 PM 8.076 1.251 431.479 2:30:00 AM 5.878 0.551 123.991 2:30:00 PM 7.972 1.211 410.471 2:45:00 AM 5.757 0.497 108.721 2:45:00 PM 7.956 1.21 409.255 3:00:00 AM 5.765 0.501 109.754 3:00:00 PM 7.846 1.217 403.99 3:15:00 AM 5.768 0.488 106.501 3:15:00 PM 7.813 1.175 386.447 3:30:00 AM 5.73 0.51 110.876 3:30:00 PM 7.982 1.221 414.55 3:45:00 AM 5.75 0.466 100.128 3:45:00 PM 8.199 1.29 453.557 4:00:00 AM 5.816 0.518 114.758 4:00:00 PM 7.926 1.123 377.972 4:15:00 AM 5.749 0.764 166.756 4:15:00 PM 7.952 1.222 408.422 4:30:00 AM 5.941 1.107 250.766 4:30:00 PM 7.961 1.197 404.782 4:45:00 AM 5.966 0.606 139.159 4:45:00 PM 8.108 1.258 436.108 5:00:00 AM 6.167 0.598 139.912 5:00:00 PM 8.213 1.25 440.778 5:15:00 AM 6.251 0.681 164.939 5:15:00 PM 8.388 1.355 486.655 5:30:00 AM 6.473 0.733 188.017 5:30:00 PM 8.315 1.272 446.69 5:45:00 AM 6.7 0.827 221.547 5:45:00 PM 8.162 1.315 459.943 6:00:00 AM 6.819 0.91 249.182 6:00:00 PM 8.352 1.317 474.619 6:15:00 AM 6.938 0.896 252.369 6:15:00 PM 8.429 1.333 484.286 6:30:00 AM 6.975 0.994 282.294 6:30:00 PM 8.453 1.318 482.121 6:45:00 AM 7.098 1.013 294.568 6:45:00 PM 8.393 1.551 561.023 7:00:00 AM 7.226 1.021 303.506 7:00:00 PM 8.568 1.418 527.982 7:15:00 AM 7.594 1.173 373.046 7:15:00 PM 8.511 1.356 499.358 7:30:00 AM 7.684 1.071 345.849 7:30:00 PM 8.418 1.411 511.206 7:45:00 AM 7.885 1.163 388.523 7:45:00 PM 8.204 1.303 458.724 8:00:00 AM 7.905 1.139 380.175 8:00:00 PM 8.303 1.328 471.86 8:15:00 AM 8.166 1.231 425.286 8:15:00 PM 8.475 1.405 515.915 8:30:00 AM 8.119 1.258 436.821 8:30:00 PM 8.514 1.349 498.18 8:45:00 AM 7.893 1.271 425.473 8:45:00 PM 8.107 1.252 431.86 9:00:00 AM 7.694 1.128 363.633 9:00:00 PM 8.32 1.348 477.032 9:15:00 AM 7.81 1.22 400.268 9:15:00 PM 8.42 1.389 503.712 9:30:00 AM 7.894 1.267 423.944 9:30:00 PM 8.266 1.339 475.941 9:45:00 AM 8.028 1.288 440.815 9:45:00 PM 8.385 1.343 473.621 10:00:00 AM 7.908 1.222 409.899 10:00:00 PM 8.319 1.293 459.08 10:15:00 AM 7.91 1.216 403.511 10:15:00 PM 8.179 1.3 454.275 10:30:00 AM 7.903 1.244 416.898 10:30:00 PM 8.18 1.248 437.308 10:45:00 AM 7.81 1.192 393.349 10:45:00 PM 8.304 1.414 505.701 11:00:00 AM 8.073 1.26 423.533 11:00:00 PM 8.019 1.272 434.634 11:15:00 AM 7.977 1.225 415.705 11:15:00 PM 8.004 1.29 439.545 11:30:00 AM 7.813 1.168 385.765 11:30:00 PM 7.588 1.095 347.079 11:45:00 AM 7.791 1.205 396.261 11:45:00 PM 7.562 1.095 346.215 Inches Feet/Sec GPM
Daily Avg: 7.547 1.099 358.366
Daily Min: 5.73 0.466 100.128
Daily Max: 8.568 1.551 561.023
Peak to Avg: 1.57
Friday - A.M. 7/14/2023 Friday - P.M. 7/14/2023
193
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/15/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
194
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 7.259 1.024 306.8 12:00:00 PM 8.688 1.47 557.368 12:15:00 AM 6.967 0.902 249.981 12:15:00 PM 8.484 1.374 497.585 12:30:00 AM 6.902 0.905 253.344 12:30:00 PM 8.514 1.459 538.619 12:45:00 AM 6.67 0.883 234.728 12:45:00 PM 8.594 1.455 543.742 1:00:00 AM 6.597 1.05 276.536 1:00:00 PM 8.719 1.544 588.003 1:15:00 AM 6.312 0.727 179.457 1:15:00 PM 8.54 1.427 529.104 1:30:00 AM 6.194 0.681 164.677 1:30:00 PM 8.671 1.431 538.451 1:45:00 AM 6.16 0.841 201.19 1:45:00 PM 8.794 1.492 574.572 2:00:00 AM 6.069 0.625 142.073 2:00:00 PM 8.697 1.453 539.774 2:15:00 AM 5.987 0.801 182.565 2:15:00 PM 8.608 1.38 516.795 2:30:00 AM 5.824 0.69 153.276 2:30:00 PM 8.386 1.339 477.036 2:45:00 AM 5.808 0.57 125.378 2:45:00 PM 8.498 1.42 521.752 3:00:00 AM 5.8 0.502 110.853 3:00:00 PM 8.325 1.369 491.075 3:15:00 AM 5.686 0.552 118.567 3:15:00 PM 8.314 1.401 501.705 3:30:00 AM 5.654 0.48 102.156 3:30:00 PM 8.25 1.318 467.428 3:45:00 AM 5.628 0.459 97.359 3:45:00 PM 8.298 1.269 453.203 4:00:00 AM 5.602 0.476 100.043 4:00:00 PM 8.324 1.247 447.236 4:15:00 AM 5.687 0.561 120.708 4:15:00 PM 7.825 1.153 381.246 4:30:00 AM 5.649 0.456 96.897 4:30:00 PM 8.047 1.263 433.323 4:45:00 AM 5.771 0.526 114.723 4:45:00 PM 8.209 1.326 467.232 5:00:00 AM 5.706 0.499 106.49 5:00:00 PM 8.366 1.314 464.367 5:15:00 AM 5.935 0.547 124.393 5:15:00 PM 8.125 1.223 419.752 5:30:00 AM 5.861 0.575 127.178 5:30:00 PM 8.044 1.226 418.831 5:45:00 AM 5.932 0.631 143.851 5:45:00 PM 8.092 1.209 417.911 6:00:00 AM 6.369 0.739 185.503 6:00:00 PM 8.098 1.177 407.133 6:15:00 AM 6.345 0.721 176.571 6:15:00 PM 8.063 1.209 416.173 6:30:00 AM 6.247 0.682 166.841 6:30:00 PM 7.82 1.114 368.167 6:45:00 AM 6.376 0.762 191.504 6:45:00 PM 7.744 1.208 394.153 7:00:00 AM 6.751 0.906 246.247 7:00:00 PM 7.791 1.277 419.971 7:15:00 AM 6.957 0.987 278.385 7:15:00 PM 7.889 1.217 404.853 7:30:00 AM 7.091 0.959 278.281 7:30:00 PM 7.826 1.174 388.308 7:45:00 AM 7.218 1.041 309.349 7:45:00 PM 7.931 1.266 426.312 8:00:00 AM 7.474 1.303 405.641 8:00:00 PM 7.932 1.203 403.108 8:15:00 AM 7.45 1.123 348.151 8:15:00 PM 7.816 1.203 397.294 8:30:00 AM 7.86 1.187 392.666 8:30:00 PM 7.899 1.234 412.283 8:45:00 AM 8.232 1.414 499.899 8:45:00 PM 7.884 1.318 440.213 9:00:00 AM 8.178 1.285 450.55 9:00:00 PM 8.144 1.323 461.045 9:15:00 AM 8.146 1.199 415.809 9:15:00 PM 8.235 1.389 491.124 9:30:00 AM 8.25 1.288 453.564 9:30:00 PM 8.16 1.276 441.059 9:45:00 AM 8.354 1.266 452.05 9:45:00 PM 8.068 1.28 440.924 10:00:00 AM 8.472 1.286 462.776 10:00:00 PM 8.081 1.284 438.163 10:15:00 AM 8.631 1.391 522.714 10:15:00 PM 7.895 1.219 407.901 10:30:00 AM 8.904 1.441 554.26 10:30:00 PM 7.767 1.324 427.835 10:45:00 AM 8.755 1.427 541.144 10:45:00 PM 7.673 1.249 402.659 11:00:00 AM 8.738 1.469 560.93 11:00:00 PM 7.705 1.233 399.828 11:15:00 AM 8.796 1.499 573.092 11:15:00 PM 7.501 1.054 329.692 11:30:00 AM 8.777 1.497 570.259 11:30:00 PM 7.305 1.093 330.221 11:45:00 AM 8.876 1.466 571.03 11:45:00 PM 7.308 1.08 320.876 Inches Feet/Sec GPM
Daily Avg: 7.533 1.108 365.148
Daily Min: 5.602 0.456 96.897
Daily Max: 8.904 1.544 588.003
Peak to Avg: 1.61
Saturday - A.M. 7/15/2023 Saturday - P.M. 7/15/2023
195
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/16/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
196
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 7.137 0.966 278.839 12:00:00 PM 8.799 1.512 582.705 12:15:00 AM 7.104 1.008 293.251 12:15:00 PM 8.813 1.36 525.062 12:30:00 AM 6.962 0.93 257.546 12:30:00 PM 8.75 1.531 585.686 12:45:00 AM 6.665 0.903 240.646 12:45:00 PM 8.555 1.341 498.31 1:00:00 AM 6.548 0.87 226.703 1:00:00 PM 8.286 1.364 482.83 1:15:00 AM 6.322 0.774 192.295 1:15:00 PM 8.217 1.333 468.535 1:30:00 AM 6.357 0.799 200.073 1:30:00 PM 8.277 1.383 487.265 1:45:00 AM 6.118 0.678 159.765 1:45:00 PM 8.147 1.344 464.526 2:00:00 AM 5.996 0.67 154.971 2:00:00 PM 8.31 1.387 496.361 2:15:00 AM 5.83 0.578 128.511 2:15:00 PM 8.04 1.362 460.616 2:30:00 AM 5.789 0.569 125.288 2:30:00 PM 8 1.301 442.053 2:45:00 AM 5.712 0.642 138.256 2:45:00 PM 7.995 1.223 416.215 3:00:00 AM 5.713 0.537 116.257 3:00:00 PM 8.091 1.354 457.399 3:15:00 AM 5.666 0.566 120.867 3:15:00 PM 7.865 1.279 423.354 3:30:00 AM 5.56 0.497 103.583 3:30:00 PM 7.802 1.158 380.114 3:45:00 AM 5.62 0.498 104.628 3:45:00 PM 7.853 1.214 403.369 4:00:00 AM 5.658 0.546 116.569 4:00:00 PM 7.729 1.156 364.215 4:15:00 AM 5.467 0.548 110.622 4:15:00 PM 7.991 1.292 433.858 4:30:00 AM 5.544 0.523 108.632 4:30:00 PM 7.867 1.251 411.676 4:45:00 AM 5.491 0.492 100.553 4:45:00 PM 7.887 1.331 428.862 5:00:00 AM 5.529 0.485 100.257 5:00:00 PM 7.856 1.245 408.428 5:15:00 AM 5.479 0.472 96.351 5:15:00 PM 7.983 1.288 431.317 5:30:00 AM 5.581 0.5 104.445 5:30:00 PM 7.684 1.148 368.885 5:45:00 AM 5.755 0.58 124.601 5:45:00 PM 7.814 1.262 415.416 6:00:00 AM 5.832 0.562 125.048 6:00:00 PM 7.922 1.334 445.102 6:15:00 AM 5.897 0.652 147.299 6:15:00 PM 7.918 1.26 422.787 6:30:00 AM 5.932 0.684 154.806 6:30:00 PM 7.979 1.308 443.853 6:45:00 AM 6.311 0.738 183.018 6:45:00 PM 7.984 1.244 422.601 7:00:00 AM 6.559 0.798 205.997 7:00:00 PM 7.946 1.259 424.83 7:15:00 AM 6.574 0.83 216.951 7:15:00 PM 8.055 1.351 464.117 7:30:00 AM 6.996 0.949 266.703 7:30:00 PM 8.038 1.218 409.236 7:45:00 AM 7.153 1.056 301.071 7:45:00 PM 7.928 1.272 428.23 8:00:00 AM 7.2 1.041 308.455 8:00:00 PM 8.185 1.37 480.782 8:15:00 AM 7.496 1.086 333.228 8:15:00 PM 8.465 1.442 526.953 8:30:00 AM 7.628 1.158 369.277 8:30:00 PM 8.247 1.289 456.932 8:45:00 AM 7.897 1.227 410.84 8:45:00 PM 8.33 1.374 493.411 9:00:00 AM 8.013 1.308 446.521 9:00:00 PM 8.423 1.406 511.702 9:15:00 AM 8.184 1.322 458.327 9:15:00 PM 8.552 1.45 538.726 9:30:00 AM 8.333 1.329 475.344 9:30:00 PM 8.728 1.414 526.522 9:45:00 AM 8.457 1.375 503.507 9:45:00 PM 8.502 1.41 517.547 10:00:00 AM 8.526 1.385 505.707 10:00:00 PM 8.506 1.402 505.188 10:15:00 AM 8.455 1.275 464.355 10:15:00 PM 8.455 1.481 541.954 10:30:00 AM 8.651 1.428 530.652 10:30:00 PM 8.306 1.364 487.218 10:45:00 AM 8.741 1.405 532.909 10:45:00 PM 8.221 1.337 471.705 11:00:00 AM 8.767 1.573 603.097 11:00:00 PM 7.848 1.271 421.159 11:15:00 AM 8.599 1.46 546.01 11:15:00 PM 7.693 1.208 384.837 11:30:00 AM 8.656 1.389 521.303 11:30:00 PM 7.498 1.091 335.164 11:45:00 AM 8.746 1.48 565.724 11:45:00 PM 7.339 1.068 324.741 Inches Feet/Sec GPM
Daily Avg: 7.471 1.108 362.349
Daily Min: 5.467 0.472 96.351
Daily Max: 8.813 1.573 603.097
Peak to Avg: 1.66
Sunday - A.M. 7/16/2023 Sunday - P.M. 7/16/2023
197
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/17/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
198
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 7.024 0.997 285.655 12:00:00 PM 8.028 1.301 445.008 12:15:00 AM 6.819 0.994 273.663 12:15:00 PM 7.994 1.296 441.094 12:30:00 AM 6.606 0.87 229.548 12:30:00 PM 7.974 1.344 455.858 12:45:00 AM 6.272 0.765 186.796 12:45:00 PM 7.959 1.352 457.294 1:00:00 AM 6.264 0.835 205.052 1:00:00 PM 7.963 1.295 438.375 1:15:00 AM 6.143 0.695 166.154 1:15:00 PM 7.91 1.34 442.056 1:30:00 AM 5.949 0.652 148.35 1:30:00 PM 7.804 1.292 411.667 1:45:00 AM 5.843 0.625 139.38 1:45:00 PM 7.597 1.214 385.269 2:00:00 AM 5.695 0.674 145.235 2:00:00 PM 7.781 1.212 393.493 2:15:00 AM 5.6 0.536 112.381 2:15:00 PM 7.758 1.222 399.819 2:30:00 AM 5.624 0.561 118.238 2:30:00 PM 7.869 1.264 417.005 2:45:00 AM 5.682 0.592 126.837 2:45:00 PM 8.083 1.228 420.878 3:00:00 AM 5.626 0.568 120.329 3:00:00 PM 8.114 1.36 465.959 3:15:00 AM 5.668 0.568 121.033 3:15:00 PM 7.985 1.249 424.23 3:30:00 AM 5.502 0.521 106.622 3:30:00 PM 8.011 1.257 428.753 3:45:00 AM 5.477 0.504 102.46 3:45:00 PM 7.736 1.165 379.776 4:00:00 AM 5.449 0.423 85.754 4:00:00 PM 7.901 1.297 434.651 4:15:00 AM 5.545 0.507 104.02 4:15:00 PM 7.948 1.397 471.697 4:30:00 AM 5.603 0.478 100.776 4:30:00 PM 7.992 1.287 435.74 4:45:00 AM 5.845 0.569 124.226 4:45:00 PM 8.265 1.362 467.545 5:00:00 AM 5.783 0.571 124.119 5:00:00 PM 8.035 1.288 438.527 5:15:00 AM 6.081 0.862 194.159 5:15:00 PM 8.382 1.275 461.361 5:30:00 AM 6.201 0.76 183.93 5:30:00 PM 8.322 1.316 454.244 5:45:00 AM 6.444 0.88 224.48 5:45:00 PM 8.466 1.434 525.883 6:00:00 AM 6.558 0.842 218.032 6:00:00 PM 8.468 1.346 493.78 6:15:00 AM 6.725 0.947 256.044 6:15:00 PM 8.414 1.357 493.528 6:30:00 AM 6.839 0.914 250.19 6:30:00 PM 8.459 1.464 536.009 6:45:00 AM 6.825 0.995 272.989 6:45:00 PM 8.513 1.407 519.432 7:00:00 AM 7.221 1.169 346.77 7:00:00 PM 8.723 1.496 565.725 7:15:00 AM 7.334 1.051 319.23 7:15:00 PM 8.558 1.419 525.835 7:30:00 AM 7.366 1.093 333.661 7:30:00 PM 8.516 1.414 514.526 7:45:00 AM 7.52 1.182 370.05 7:45:00 PM 8.496 1.357 499.595 8:00:00 AM 7.65 1.209 378.115 8:00:00 PM 8.539 1.395 505.396 8:15:00 AM 7.523 1.182 370.968 8:15:00 PM 8.607 1.361 509.799 8:30:00 AM 7.475 1.191 369.546 8:30:00 PM 8.572 1.378 509.452 8:45:00 AM 7.46 1.168 362.68 8:45:00 PM 8.373 1.392 503.166 9:00:00 AM 7.634 1.187 376.626 9:00:00 PM 8.523 1.435 523.794 9:15:00 AM 7.581 1.169 367.347 9:15:00 PM 8.644 1.461 550.08 9:30:00 AM 7.79 1.268 417.026 9:30:00 PM 8.785 1.465 563.201 9:45:00 AM 7.929 1.273 425.727 9:45:00 PM 8.77 1.406 537.479 10:00:00 AM 7.832 1.279 422.819 10:00:00 PM 8.648 1.429 535.75 10:15:00 AM 7.772 1.237 405.488 10:15:00 PM 8.566 1.441 532.106 10:30:00 AM 7.747 1.261 411.685 10:30:00 PM 8.472 1.409 517.219 10:45:00 AM 7.805 1.264 416.881 10:45:00 PM 8.035 1.292 436.813 11:00:00 AM 7.822 1.302 430.376 11:00:00 PM 7.784 1.317 430.799 11:15:00 AM 7.883 1.31 437.471 11:15:00 PM 7.568 1.204 381.009 11:30:00 AM 7.858 1.281 417.625 11:30:00 PM 7.241 1.062 317.047 11:45:00 AM 7.933 1.283 429.77 11:45:00 PM 7.046 1.082 311.452 Inches Feet/Sec GPM
Daily Avg: 7.453 1.125 363.788
Daily Min: 5.449 0.423 85.754
Daily Max: 8.785 1.496 565.725
Peak to Avg: 1.56
Monday - A.M. 7/17/2023 Monday - P.M. 7/17/2023
199
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/18/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
200
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.82 0.987 271.734 12:00:00 PM 7.799 1.268 415.493 12:15:00 AM 6.784 0.973 266.128 12:15:00 PM 7.746 1.404 458.257 12:30:00 AM 6.509 0.87 225.112 12:30:00 PM 7.762 1.354 441.195 12:45:00 AM 6.286 0.778 191.783 12:45:00 PM 7.581 1.228 389.692 1:00:00 AM 6 0.714 165.247 1:00:00 PM 7.723 1.241 403.669 1:15:00 AM 6.049 0.713 163.326 1:15:00 PM 7.56 1.314 415.236 1:30:00 AM 5.81 0.625 137.192 1:30:00 PM 7.564 1.244 391.654 1:45:00 AM 5.738 0.607 130.003 1:45:00 PM 7.559 1.226 387.447 2:00:00 AM 5.565 0.563 116.214 2:00:00 PM 7.525 1.21 377.918 2:15:00 AM 5.562 0.991 206.689 2:15:00 PM 7.381 1.088 333.233 2:30:00 AM 5.511 0.759 154.624 2:30:00 PM 7.585 1.248 396.241 2:45:00 AM 5.434 0.493 111.483 2:45:00 PM 7.726 1.232 400.944 3:00:00 AM 5.432 0.542 109.406 3:00:00 PM 7.682 1.42 458.552 3:15:00 AM 5.494 0.584 118.726 3:15:00 PM 7.755 1.279 418.112 3:30:00 AM 5.495 0.522 105.669 3:30:00 PM 7.622 1.176 375.77 3:45:00 AM 5.382 0.502 99.977 3:45:00 PM 7.709 1.181 380.328 4:00:00 AM 5.38 0.494 98.41 4:00:00 PM 7.638 1.229 393.861 4:15:00 AM 5.503 0.501 101.623 4:15:00 PM 7.637 1.27 401.26 4:30:00 AM 5.564 0.549 114.504 4:30:00 PM 7.611 1.303 415.12 4:45:00 AM 5.785 0.627 136.621 4:45:00 PM 7.63 1.247 398.905 5:00:00 AM 5.808 0.833 184.318 5:00:00 PM 7.874 1.316 433.231 5:15:00 AM 5.961 0.733 168.048 5:15:00 PM 7.834 1.261 413.97 5:30:00 AM 6.131 0.788 187.786 5:30:00 PM 7.871 1.325 441.788 5:45:00 AM 6.421 0.845 214.285 5:45:00 PM 7.958 1.322 447.083 6:00:00 AM 6.554 0.869 226.877 6:00:00 PM 8.266 1.387 485.483 6:15:00 AM 6.582 0.901 236.545 6:15:00 PM 8.122 1.335 463.724 6:30:00 AM 6.704 0.942 253.475 6:30:00 PM 8.338 1.295 438.429 6:45:00 AM 6.896 1.017 279.998 6:45:00 PM 8.403 1.386 498.423 7:00:00 AM 7.101 1.036 299.751 7:00:00 PM 8.234 1.404 496.541 7:15:00 AM 7.304 1.187 358.33 7:15:00 PM 8.196 1.36 474.471 7:30:00 AM 7.417 1.147 353.404 7:30:00 PM 8.224 1.392 485.319 7:45:00 AM 7.765 1.295 420.126 7:45:00 PM 8.258 1.48 515.797 8:00:00 AM 7.749 1.401 457.69 8:00:00 PM 8.357 1.398 503.879 8:15:00 AM 7.723 1.225 393.989 8:15:00 PM 8.341 1.373 489.457 8:30:00 AM 7.751 1.377 450.056 8:30:00 PM 8.552 1.401 520.584 8:45:00 AM 7.49 1.161 360.382 8:45:00 PM 8.573 1.519 566.214 9:00:00 AM 7.472 1.222 374.634 9:00:00 PM 8.759 1.466 561.687 9:15:00 AM 7.513 1.286 403.168 9:15:00 PM 8.692 1.504 570.521 9:30:00 AM 7.68 1.204 384.211 9:30:00 PM 8.659 1.466 550.981 9:45:00 AM 7.526 1.243 390.33 9:45:00 PM 8.843 1.411 547.322 10:00:00 AM 7.514 1.272 398.473 10:00:00 PM 8.796 1.53 585.837 10:15:00 AM 7.642 1.322 423.281 10:15:00 PM 8.515 1.445 533.59 10:30:00 AM 7.721 1.296 421.276 10:30:00 PM 8.411 1.404 501.716 10:45:00 AM 7.739 1.248 405.545 10:45:00 PM 8.222 1.408 497.103 11:00:00 AM 7.741 1.246 406.565 11:00:00 PM 7.826 1.251 413.846 11:15:00 AM 7.789 1.283 421.803 11:15:00 PM 7.787 1.269 417.257 11:30:00 AM 7.678 1.281 406.349 11:30:00 PM 7.627 1.276 402.962 11:45:00 AM 7.556 1.227 386.879 11:45:00 PM 7.221 1.1 310.997 Inches Feet/Sec GPM
Daily Avg: 7.324 1.136 358.331
Daily Min: 5.38 0.493 98.41
Daily Max: 8.843 1.53 585.837
Peak to Avg: 1.63
Tuesday- A.M. 7/18/2023 Tuesday- P.M. 7/18/2023
201
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/19/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
202
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.987 1.085 308.873 12:00:00 PM 7.664 1.2 382.739 12:15:00 AM 6.867 0.988 274.581 12:15:00 PM 7.693 1.338 432.953 12:30:00 AM 6.402 0.908 226.835 12:30:00 PM 7.649 1.21 388.509 12:45:00 AM 6.312 0.808 200.299 12:45:00 PM 7.626 1.249 399.281 1:00:00 AM 6.205 0.917 218.738 1:00:00 PM 7.619 1.256 401.012 1:15:00 AM 6.041 0.775 181.153 1:15:00 PM 7.618 1.256 396.991 1:30:00 AM 5.886 0.601 133.939 1:30:00 PM 7.685 1.216 392.801 1:45:00 AM 5.786 0.608 133.859 1:45:00 PM 7.553 1.228 379.865 2:00:00 AM 5.646 0.6 127.667 2:00:00 PM 7.488 1.178 366.858 2:15:00 AM 5.535 0.559 115.67 2:15:00 PM 7.589 1.167 370.842 2:30:00 AM 5.45 0.517 104.839 2:30:00 PM 7.601 1.301 412.486 2:45:00 AM 5.41 0.484 95.341 2:45:00 PM 7.623 1.186 375.992 3:00:00 AM 5.411 0.534 105.705 3:00:00 PM 7.542 1.265 395.706 3:15:00 AM 5.424 0.502 100.982 3:15:00 PM 7.502 1.166 364.761 3:30:00 AM 5.404 0.496 98.002 3:30:00 PM 7.615 1.216 386.72 3:45:00 AM 5.414 0.5 98.335 3:45:00 PM 7.702 1.306 423.027 4:00:00 AM 5.393 0.499 99.752 4:00:00 PM 7.743 1.27 414.221 4:15:00 AM 5.448 0.581 117.733 4:15:00 PM 7.806 1.299 424.08 4:30:00 AM 5.66 0.592 126.38 4:30:00 PM 8.052 1.296 445.233 4:45:00 AM 5.697 0.59 126.624 4:45:00 PM 8.031 1.304 446.21 5:00:00 AM 5.748 0.666 145.311 5:00:00 PM 8.093 1.3 432.626 5:15:00 AM 6.073 0.721 169.563 5:15:00 PM 8.248 1.348 476.625 5:30:00 AM 6.372 0.779 195.618 5:30:00 PM 7.985 1.278 434.285 5:45:00 AM 6.439 0.812 206.972 5:45:00 PM 8.063 1.356 466.709 6:00:00 AM 6.725 0.955 258.267 6:00:00 PM 7.998 1.352 453.045 6:15:00 AM 6.715 0.926 243.224 6:15:00 PM 8.046 1.352 456.437 6:30:00 AM 6.983 0.965 268.349 6:30:00 PM 8.317 1.441 516.414 6:45:00 AM 7.073 0.984 284.795 6:45:00 PM 8.341 1.367 491.771 7:00:00 AM 7.269 1.064 319.387 7:00:00 PM 8.303 1.459 509.952 7:15:00 AM 7.199 1.015 300.61 7:15:00 PM 8.069 1.35 465.064 7:30:00 AM 7.457 1.122 348.231 7:30:00 PM 8.431 1.435 523.245 7:45:00 AM 7.444 1.127 349.114 7:45:00 PM 8.399 1.372 497.857 8:00:00 AM 7.836 1.228 406.963 8:00:00 PM 8.341 1.389 499.58 8:15:00 AM 7.807 1.256 414.213 8:15:00 PM 8.399 1.432 517.187 8:30:00 AM 7.723 1.25 406.429 8:30:00 PM 8.398 1.441 522.944 8:45:00 AM 7.55 1.144 361.029 8:45:00 PM 8.57 1.42 523.299 9:00:00 AM 7.596 1.185 377.102 9:00:00 PM 8.479 1.427 524.065 9:15:00 AM 7.598 1.145 364.433 9:15:00 PM 8.587 1.445 528.637 9:30:00 AM 7.735 1.268 413.048 9:30:00 PM 8.745 1.527 567.964 9:45:00 AM 7.749 1.303 420.332 9:45:00 PM 8.737 1.528 583.285 10:00:00 AM 7.703 1.199 385.71 10:00:00 PM 8.733 1.553 584.352 10:15:00 AM 7.781 1.234 404.131 10:15:00 PM 8.581 1.407 522.113 10:30:00 AM 7.69 1.284 403.701 10:30:00 PM 8.511 1.431 515.943 10:45:00 AM 7.654 1.33 427.447 10:45:00 PM 8.119 1.309 453.97 11:00:00 AM 7.514 1.217 381.192 11:00:00 PM 7.867 1.297 432.186 11:15:00 AM 7.547 1.203 379.573 11:15:00 PM 7.654 1.272 398.159 11:30:00 AM 7.63 1.235 395.173 11:30:00 PM 7.463 1.19 369.897 11:45:00 AM 7.673 1.208 386.974 11:45:00 PM 7.073 1.072 310.275 Inches Feet/Sec GPM
Daily Avg: 7.343 1.119 354.542
Daily Min: 5.393 0.484 95.341
Daily Max: 8.745 1.553 584.352
Peak to Avg: 1.65
Wednesday - A.M. 7/19/2023 Wednesday - P.M. 7/19/2023
203
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/20/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
204
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.832 0.979 270.443 12:00:00 PM 7.716 1.242 403.422 12:15:00 AM 6.674 0.981 262.38 12:15:00 PM 7.752 1.27 408.908 12:30:00 AM 6.404 0.874 219.85 12:30:00 PM 7.651 1.187 379.232 12:45:00 AM 6.317 0.898 215.257 12:45:00 PM 7.535 1.208 378.911 1:00:00 AM 6.216 1.115 270.756 1:00:00 PM 7.58 1.251 396.884 1:15:00 AM 6.059 0.717 166.003 1:15:00 PM 7.532 1.22 383.703 1:30:00 AM 5.814 0.636 140.861 1:30:00 PM 7.651 1.32 423.82 1:45:00 AM 5.663 0.629 134.068 1:45:00 PM 7.629 1.275 399.634 2:00:00 AM 5.625 1.054 223.157 2:00:00 PM 7.633 1.302 416.738 2:15:00 AM 5.615 0.941 198.705 2:15:00 PM 7.565 1.272 401.503 2:30:00 AM 5.541 0.985 203.909 2:30:00 PM 7.541 1.262 391.419 2:45:00 AM 5.45 0.546 110.742 2:45:00 PM 7.54 1.22 384.309 3:00:00 AM 5.412 0.566 113.628 3:00:00 PM 7.547 1.253 384.046 3:15:00 AM 5.476 0.539 109.59 3:15:00 PM 7.498 1.216 380.264 3:30:00 AM 5.35 0.494 97.631 3:30:00 PM 7.461 1.251 380.727 3:45:00 AM 5.391 0.527 105.317 3:45:00 PM 7.51 1.327 415.144 4:00:00 AM 5.322 0.501 98.197 4:00:00 PM 7.648 1.283 411.99 4:15:00 AM 5.313 0.478 91.846 4:15:00 PM 7.725 1.383 449.926 4:30:00 AM 5.479 0.551 112.419 4:30:00 PM 7.734 1.286 418.994 4:45:00 AM 5.556 0.573 119.225 4:45:00 PM 7.778 1.316 427.261 5:00:00 AM 5.677 0.649 139.14 5:00:00 PM 7.672 1.192 384.253 5:15:00 AM 6.023 0.778 180.913 5:15:00 PM 8.038 1.353 463.595 5:30:00 AM 6.308 0.813 201.493 5:30:00 PM 8.044 1.474 505.66 5:45:00 AM 6.451 1.111 283.411 5:45:00 PM 7.697 1.281 414.588 6:00:00 AM 6.607 0.993 259.116 6:00:00 PM 7.839 1.378 456.974 6:15:00 AM 6.776 1.018 278.022 6:15:00 PM 7.883 1.305 428.844 6:30:00 AM 6.691 1.016 266.814 6:30:00 PM 7.933 1.388 467.41 6:45:00 AM 6.91 1.153 322.137 6:45:00 PM 8.133 1.433 486.407 7:00:00 AM 7.114 1.101 321.055 7:00:00 PM 8.19 1.409 480.958 7:15:00 AM 7.223 1.122 333.765 7:15:00 PM 8.312 1.419 508.026 7:30:00 AM 7.431 1.22 371.447 7:30:00 PM 8.192 1.441 483.561 7:45:00 AM 7.476 1.232 380.991 7:45:00 PM 8.022 1.396 477.167 8:00:00 AM 7.619 1.271 403.242 8:00:00 PM 8.32 1.416 507.407 8:15:00 AM 7.613 1.4 440.218 8:15:00 PM 8.193 1.485 521.941 8:30:00 AM 7.537 1.221 381.527 8:30:00 PM 8.343 1.598 575.023 8:45:00 AM 7.463 1.179 365.203 8:45:00 PM 8.58 1.487 548.321 9:00:00 AM 7.517 1.206 370.946 9:00:00 PM 8.499 1.473 542.687 9:15:00 AM 7.549 1.3 410.096 9:15:00 PM 8.434 1.439 524.876 9:30:00 AM 7.509 1.193 370.555 9:30:00 PM 8.484 1.516 556.647 9:45:00 AM 7.508 1.201 374.905 9:45:00 PM 8.384 1.46 521.472 10:00:00 AM 7.596 1.258 398.223 10:00:00 PM 8.626 1.49 559.774 10:15:00 AM 7.587 1.268 400.913 10:15:00 PM 8.518 1.502 555.158 10:30:00 AM 7.538 1.237 389.521 10:30:00 PM 8.277 1.421 503.461 10:45:00 AM 7.637 1.244 398.657 10:45:00 PM 8.104 1.482 513.196 11:00:00 AM 7.75 1.292 419.586 11:00:00 PM 7.752 1.293 422.516 11:15:00 AM 7.789 1.257 413.307 11:15:00 PM 7.529 1.242 386.038 11:30:00 AM 7.736 1.32 430.022 11:30:00 PM 7.352 1.221 371.927 11:45:00 AM 7.74 1.209 394.405 11:45:00 PM 7.238 1.172 349.748 Inches Feet/Sec GPM
Daily Avg: 7.268 1.164 361.545
Daily Min: 5.313 0.478 91.846
Daily Max: 8.626 1.598 575.023
Peak to Avg: 1.59
Thursday - A.M. 7/20/2023 Thursday - P.M. 7/20/2023
205
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/21/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
206
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.942 1.042 291.292 12:00:00 PM 7.915 1.343 446.623 12:15:00 AM 6.64 0.979 257.115 12:15:00 PM 7.829 1.3 430.324 12:30:00 AM 6.407 0.897 227.199 12:30:00 PM 7.842 1.388 460.611 12:45:00 AM 6.397 0.909 227.714 12:45:00 PM 7.834 1.369 453.689 1:00:00 AM 6.123 0.823 195.762 1:00:00 PM 7.762 1.331 433.098 1:15:00 AM 6.06 0.803 187.181 1:15:00 PM 7.672 1.327 426.248 1:30:00 AM 5.921 0.71 161.303 1:30:00 PM 7.677 1.286 414.951 1:45:00 AM 5.718 0.638 138.016 1:45:00 PM 7.83 1.333 441.25 2:00:00 AM 5.754 0.704 153.805 2:00:00 PM 7.834 1.378 456.513 2:15:00 AM 5.6 0.603 126.9 2:15:00 PM 7.882 1.282 428.212 2:30:00 AM 5.409 0.578 116.005 2:30:00 PM 7.85 1.392 462.603 2:45:00 AM 5.446 1.283 259.821 2:45:00 PM 7.849 1.293 429.426 3:00:00 AM 5.515 1.328 271.205 3:00:00 PM 7.754 1.199 392.039 3:15:00 AM 5.502 1.036 209.526 3:15:00 PM 7.653 1.266 402.838 3:30:00 AM 5.451 1.314 266.442 3:30:00 PM 7.757 1.214 388.745 3:45:00 AM 5.478 0.577 115.998 3:45:00 PM 7.747 1.289 420.699 4:00:00 AM 5.4 0.523 104.2 4:00:00 PM 7.616 1.291 407.259 4:15:00 AM 5.434 0.624 124.518 4:15:00 PM 7.764 1.277 418.076 4:30:00 AM 5.575 0.571 119.425 4:30:00 PM 7.914 1.409 471.541 4:45:00 AM 5.629 0.563 118.643 4:45:00 PM 7.796 1.326 436.654 5:00:00 AM 5.876 0.686 147.62 5:00:00 PM 7.76 1.398 454.883 5:15:00 AM 6.021 0.759 175.854 5:15:00 PM 7.751 1.321 428.273 5:30:00 AM 6.081 0.795 185.277 5:30:00 PM 7.801 1.282 420.413 5:45:00 AM 6.274 0.874 214.892 5:45:00 PM 7.84 1.32 436.126 6:00:00 AM 6.376 0.906 227.734 6:00:00 PM 7.916 1.409 473.378 6:15:00 AM 6.479 0.961 243.988 6:15:00 PM 8.242 1.419 499.157 6:30:00 AM 6.595 0.922 242.621 6:30:00 PM 7.998 1.29 431.677 6:45:00 AM 6.711 1.055 283.695 6:45:00 PM 7.774 1.313 430.751 7:00:00 AM 6.808 1.053 285.284 7:00:00 PM 7.747 1.268 413.436 7:15:00 AM 7.059 1.089 314.301 7:15:00 PM 7.804 1.261 415.708 7:30:00 AM 7.201 1.162 339.177 7:30:00 PM 8.094 1.358 460.289 7:45:00 AM 7.382 1.154 349.412 7:45:00 PM 7.977 1.317 444.303 8:00:00 AM 7.436 1.149 351.183 8:00:00 PM 8.263 1.434 509.579 8:15:00 AM 7.537 1.245 386.067 8:15:00 PM 7.959 1.334 451.116 8:30:00 AM 7.566 1.09 341.171 8:30:00 PM 7.97 1.356 459.686 8:45:00 AM 7.596 1.116 350.833 8:45:00 PM 8.146 1.429 498.24 9:00:00 AM 7.498 1.261 394.151 9:00:00 PM 8.167 1.408 492.656 9:15:00 AM 7.548 1.289 406.736 9:15:00 PM 8.258 1.362 476.4 9:30:00 AM 7.489 1.254 391.409 9:30:00 PM 8.301 1.446 516.849 9:45:00 AM 7.53 1.274 399.558 9:45:00 PM 8.234 1.456 503.255 10:00:00 AM 7.542 1.283 404.296 10:00:00 PM 8.208 1.363 480.232 10:15:00 AM 7.787 1.299 421.581 10:15:00 PM 8.237 1.398 490.589 10:30:00 AM 7.757 1.286 416.814 10:30:00 PM 8.131 1.28 445.39 10:45:00 AM 8.069 1.325 440.046 10:45:00 PM 7.929 1.342 451.866 11:00:00 AM 7.86 1.378 458.63 11:00:00 PM 7.761 1.336 437.098 11:15:00 AM 7.737 1.286 419.205 11:15:00 PM 7.62 1.247 394.649 11:30:00 AM 7.777 1.323 434.19 11:30:00 PM 7.375 1.16 354.878 11:45:00 AM 7.966 1.397 473.066 11:45:00 PM 7.208 1.124 333.383 Inches Feet/Sec GPM
Daily Avg: 7.255 1.167 359.002
Daily Min: 5.4 0.523 104.2
Daily Max: 8.301 1.456 516.849
Peak to Avg: 1.44
Friday - A.M. 7/21/2023 Friday - P.M. 7/21/2023
207
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/22/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
208
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 7.175 1.082 319.028 12:00:00 PM 8.599 1.621 606.353 12:15:00 AM 6.696 1.371 360.572 12:15:00 PM 8.762 1.505 576.68 12:30:00 AM 6.561 0.896 233.561 12:30:00 PM 8.644 1.504 566.402 12:45:00 AM 6.459 1.065 272.528 12:45:00 PM 8.237 1.415 493.556 1:00:00 AM 6.408 0.917 228.843 1:00:00 PM 8.571 1.424 530.484 1:15:00 AM 6.154 1.077 253.454 1:15:00 PM 8.613 1.461 539.243 1:30:00 AM 6.042 1.509 352.5 1:30:00 PM 8.494 1.533 552.582 1:45:00 AM 5.903 1.007 227.954 1:45:00 PM 8.505 1.47 541.835 2:00:00 AM 5.819 1.411 305.224 2:00:00 PM 8.39 1.419 513.513 2:15:00 AM 5.664 0.622 132.916 2:15:00 PM 8.219 1.397 492.745 2:30:00 AM 5.577 0.554 115.84 2:30:00 PM 8.297 1.481 524.506 2:45:00 AM 5.624 0.605 126.724 2:45:00 PM 8.097 1.359 460.427 3:00:00 AM 5.463 0.523 104.41 3:00:00 PM 7.918 1.29 429.256 3:15:00 AM 5.382 0.519 102.091 3:15:00 PM 8.059 1.391 478.303 3:30:00 AM 5.316 0.501 97.83 3:30:00 PM 8.167 1.387 480.083 3:45:00 AM 5.358 0.549 108.659 3:45:00 PM 8.036 1.313 431.169 4:00:00 AM 5.382 0.505 100.645 4:00:00 PM 7.836 1.321 436.992 4:15:00 AM 5.302 0.483 94.153 4:15:00 PM 7.979 1.309 428.689 4:30:00 AM 5.351 0.514 100.452 4:30:00 PM 8.103 1.43 495.164 4:45:00 AM 5.4 0.534 105.531 4:45:00 PM 8.181 1.342 462.565 5:00:00 AM 5.46 0.538 109.298 5:00:00 PM 7.827 1.291 422.694 5:15:00 AM 5.675 0.635 136.147 5:15:00 PM 7.895 1.273 412.203 5:30:00 AM 5.706 0.647 139.755 5:30:00 PM 7.995 1.356 461.466 5:45:00 AM 5.704 0.673 145.278 5:45:00 PM 8.212 1.41 496.81 6:00:00 AM 5.871 0.77 169.89 6:00:00 PM 8.145 1.443 503.015 6:15:00 AM 5.987 0.841 194.037 6:15:00 PM 7.869 1.412 467.949 6:30:00 AM 6.058 0.79 185.307 6:30:00 PM 7.787 1.311 430.978 6:45:00 AM 6.168 0.809 189.166 6:45:00 PM 7.67 1.295 414.792 7:00:00 AM 6.388 0.949 239.34 7:00:00 PM 7.623 1.308 418.139 7:15:00 AM 6.571 0.902 235.423 7:15:00 PM 7.679 1.233 394.38 7:30:00 AM 6.831 1.101 303.992 7:30:00 PM 7.812 1.31 432.343 7:45:00 AM 6.99 1.14 323.425 7:45:00 PM 7.577 1.283 402.378 8:00:00 AM 7.165 1.087 316.402 8:00:00 PM 7.793 1.291 424.888 8:15:00 AM 7.334 1.219 370.14 8:15:00 PM 7.815 1.41 465.373 8:30:00 AM 7.607 1.285 398.727 8:30:00 PM 7.689 1.26 407.412 8:45:00 AM 7.774 1.371 449.743 8:45:00 PM 7.756 1.272 415.801 9:00:00 AM 7.966 1.378 459.07 9:00:00 PM 7.653 1.322 423.732 9:15:00 AM 7.914 1.297 427.77 9:15:00 PM 7.664 1.233 392.236 9:30:00 AM 7.879 1.279 422.896 9:30:00 PM 7.784 1.348 443.05 9:45:00 AM 7.971 1.328 441.667 9:45:00 PM 7.853 1.336 444.136 10:00:00 AM 8.228 1.368 463.504 10:00:00 PM 7.923 1.401 466.884 10:15:00 AM 8.309 1.394 498.701 10:15:00 PM 7.704 1.349 437.29 10:30:00 AM 8.307 1.372 482.259 10:30:00 PM 7.784 1.31 428.136 10:45:00 AM 8.663 1.438 543.222 10:45:00 PM 7.574 1.24 390.827 11:00:00 AM 8.655 1.472 548.582 11:00:00 PM 7.551 1.251 391.556 11:15:00 AM 8.563 1.452 536.933 11:15:00 PM 7.55 1.263 398.413 11:30:00 AM 8.368 1.41 509.106 11:30:00 PM 7.157 1.139 334.867 11:45:00 AM 8.594 1.433 535.839 11:45:00 PM 7.028 1.09 311.007 Inches Feet/Sec GPM
Daily Avg: 7.312 1.172 369.187
Daily Min: 5.302 0.483 94.153
Daily Max: 8.762 1.621 606.353
Peak to Avg: 1.64
Saturday - A.M. 7/22/2023 Saturday - P.M. 7/22/2023
209
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/23/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
210
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.961 1.22 345.596 12:00:00 PM 8.568 1.472 548.167 12:15:00 AM 6.974 1.116 316.689 12:15:00 PM 8.545 1.49 549.244 12:30:00 AM 6.8 0.947 259.878 12:30:00 PM 8.406 1.521 549.154 12:45:00 AM 6.572 0.972 252.351 12:45:00 PM 8.371 1.435 518.632 1:00:00 AM 6.47 0.869 220.113 1:00:00 PM 8.081 1.428 492.781 1:15:00 AM 6.28 0.851 208.485 1:15:00 PM 8.197 1.554 530.939 1:30:00 AM 6.204 0.8 193.803 1:30:00 PM 8.341 1.551 557.584 1:45:00 AM 6.009 0.756 175.304 1:45:00 PM 8.336 1.466 520.042 2:00:00 AM 5.788 0.658 144.891 2:00:00 PM 8.152 1.429 498.836 2:15:00 AM 5.757 0.635 138.264 2:15:00 PM 7.844 1.267 420.445 2:30:00 AM 5.775 0.628 137.533 2:30:00 PM 7.641 1.308 419.261 2:45:00 AM 5.732 0.687 149.353 2:45:00 PM 7.753 1.383 451.945 3:00:00 AM 5.588 0.587 122.306 3:00:00 PM 7.919 1.33 445.547 3:15:00 AM 5.614 0.575 121.356 3:15:00 PM 7.921 1.37 455.462 3:30:00 AM 5.534 0.558 115.475 3:30:00 PM 7.99 1.36 462.388 3:45:00 AM 5.567 0.621 127.818 3:45:00 PM 7.964 1.475 491.9 4:00:00 AM 5.609 0.552 116.389 4:00:00 PM 7.994 1.344 450.768 4:15:00 AM 5.465 0.493 98.772 4:15:00 PM 7.865 1.311 435.99 4:30:00 AM 5.346 0.49 96.635 4:30:00 PM 7.892 1.356 453.828 4:45:00 AM 5.34 0.51 100.421 4:45:00 PM 7.845 1.343 445.753 5:00:00 AM 5.416 0.489 97.858 5:00:00 PM 7.661 1.36 437.602 5:15:00 AM 5.476 0.537 108.454 5:15:00 PM 7.779 1.317 430.822 5:30:00 AM 5.438 0.53 107.029 5:30:00 PM 7.781 1.406 461.729 5:45:00 AM 5.516 0.521 107.346 5:45:00 PM 7.649 1.353 434.525 6:00:00 AM 5.678 0.592 127.101 6:00:00 PM 7.593 1.21 384.875 6:15:00 AM 5.777 0.705 153.487 6:15:00 PM 7.714 1.306 416.009 6:30:00 AM 5.844 0.681 151.443 6:30:00 PM 7.676 1.153 366.781 6:45:00 AM 5.92 0.719 162.067 6:45:00 PM 7.825 1.307 432.394 7:00:00 AM 6.546 0.882 229.879 7:00:00 PM 7.953 1.297 438.447 7:15:00 AM 6.683 0.958 256.846 7:15:00 PM 7.921 1.361 453.43 7:30:00 AM 6.778 0.99 270.319 7:30:00 PM 7.924 1.422 477.934 7:45:00 AM 6.944 0.987 278.598 7:45:00 PM 7.858 1.385 452.202 8:00:00 AM 7.127 1.227 348.507 8:00:00 PM 7.979 1.346 452.871 8:15:00 AM 7.2 1.421 421.012 8:15:00 PM 7.916 1.342 449.732 8:30:00 AM 7.438 1.323 402.495 8:30:00 PM 8.132 1.378 479.402 8:45:00 AM 7.813 1.356 432.628 8:45:00 PM 8.301 1.479 520.61 9:00:00 AM 7.944 1.388 468.276 9:00:00 PM 8.501 1.48 534.322 9:15:00 AM 8.105 1.442 499.017 9:15:00 PM 8.407 1.451 522.993 9:30:00 AM 8.302 1.447 517.358 9:30:00 PM 8.392 1.479 535.958 9:45:00 AM 8.423 1.444 526.026 9:45:00 PM 8.609 1.484 555.896 10:00:00 AM 8.499 1.445 518.494 10:00:00 PM 8.357 1.485 524.356 10:15:00 AM 8.447 1.502 546.912 10:15:00 PM 8.42 1.491 543.016 10:30:00 AM 8.572 1.461 535.785 10:30:00 PM 8.317 1.44 515.823 10:45:00 AM 8.6 1.502 542.28 10:45:00 PM 7.978 1.375 462.017 11:00:00 AM 8.587 1.52 567.674 11:00:00 PM 7.91 1.313 440.493 11:15:00 AM 8.825 1.653 614.296 11:15:00 PM 7.674 1.245 401.357 11:30:00 AM 8.669 1.496 565.471 11:30:00 PM 7.366 1.141 344.553 11:45:00 AM 8.455 1.754 637.3 11:45:00 PM 7.153 1.156 335.013 Inches Feet/Sec GPM
Daily Avg: 7.366 1.173 376.775
Daily Min: 5.34 0.489 96.635
Daily Max: 8.825 1.754 637.3
Peak to Avg: 1.69
Sunday - A.M. 7/23/2023 Sunday - P.M. 7/23/2023
211
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd., Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/24/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
212
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 520 Harvard Blvd.

Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 6.895 1.082 298.847 12:00:00 PM 7.807 1.293 421.347 12:15:00 AM 6.735 1.237 324.137 12:15:00 PM 7.839 1.25 414.605 12:30:00 AM 6.531 0.9 233.844 12:30:00 PM 7.704 1.261 408.583 12:45:00 AM 6.251 0.88 215.535 12:45:00 PM 7.795 1.249 406.465 1:00:00 AM 6.06 0.805 188.626 1:00:00 PM 7.695 1.313 419.381 1:15:00 AM 5.992 0.757 173.082 1:15:00 PM 7.618 1.201 383.493 1:30:00 AM 5.979 0.749 165.337 1:30:00 PM 7.66 1.221 392.784 1:45:00 AM 5.739 0.681 147.13 1:45:00 PM 7.562 1.225 386.087 2:00:00 AM 5.653 0.604 128.757 2:00:00 PM 7.641 1.198 383.517 2:15:00 AM 5.636 0.643 136.608 2:15:00 PM 7.57 1.187 373.335 2:30:00 AM 5.532 0.597 122.481 2:30:00 PM 7.582 1.174 372.26 2:45:00 AM 5.481 0.566 115.223 2:45:00 PM 7.503 1.202 376.256 3:00:00 AM 5.536 0.6 124.389 3:00:00 PM 7.795 1.241 408.343 3:15:00 AM 5.455 0.578 117.278 3:15:00 PM 7.692 1.301 415.384 3:30:00 AM 5.501 0.624 128.177 3:30:00 PM 7.578 1.188 374.569 3:45:00 AM 5.475 0.618 126.093 3:45:00 PM 7.658 1.233 387.186 4:00:00 AM 5.481 0.985 200.228 4:00:00 PM 7.742 1.217 397.111 4:15:00 AM 5.486 0.995 202.827 4:15:00 PM 7.678 1.221 392.934 4:30:00 AM 5.634 0.682 144.795 4:30:00 PM 7.55 1.086 342.081 4:45:00 AM 5.742 0.713 155.246 4:45:00 PM 7.804 1.227 395.667 5:00:00 AM 5.759 0.696 151.645 5:00:00 PM 7.795 1.17 374.289 5:15:00 AM 5.93 0.82 185.426 5:15:00 PM 7.922 1.171 393.604 5:30:00 AM 6.192 0.858 207.395 5:30:00 PM 7.928 1.223 411.562 5:45:00 AM 6.402 0.943 233.123 5:45:00 PM 8.063 1.132 389.555 6:00:00 AM 6.55 1.01 263.506 6:00:00 PM 8.014 1.201 409.879 6:15:00 AM 6.515 1.003 259.616 6:15:00 PM 7.998 1.228 406.386 6:30:00 AM 6.693 1.029 276.465 6:30:00 PM 7.91 1.032 344.381 6:45:00 AM 6.738 1.111 296.512 6:45:00 PM 8.127 1.19 408.586 7:00:00 AM 7.085 1.301 377.293 7:00:00 PM 8.342 1.242 446.87 7:15:00 AM 7.162 1.246 366.678 7:15:00 PM 8.017 1.215 415.063 7:30:00 AM 7.229 1.16 345.587 7:30:00 PM 7.983 1.212 411.646 7:45:00 AM 7.374 1.202 367.69 7:45:00 PM 8.365 1.297 468.171 8:00:00 AM 7.392 1.242 380.661 8:00:00 PM 8.303 1.268 453.53 8:15:00 AM 7.687 1.267 409.454 8:15:00 PM 8.395 1.333 483.372 8:30:00 AM 7.362 1.192 363.687 8:30:00 PM 8.406 1.227 440.868 8:45:00 AM 7.501 1.296 405.483 8:45:00 PM 8.538 1.121 407.898 9:00:00 AM 7.519 1.312 411.835 9:00:00 PM 8.561 1.332 488.331 9:15:00 AM 7.517 1.299 407.655 9:15:00 PM 8.485 1.407 511.168 9:30:00 AM 7.527 1.275 400.627 9:30:00 PM 8.563 1.29 479.825 9:45:00 AM 7.728 1.318 428.986 9:45:00 PM 8.497 1.262 456.536 10:00:00 AM 7.688 1.29 416.957 10:00:00 PM 8.457 1.341 486.644 10:15:00 AM 7.628 1.265 404.572 10:15:00 PM 8.473 1.263 459.768 10:30:00 AM 7.795 1.287 423.504 10:30:00 PM 8.191 1.269 442.903 10:45:00 AM 7.776 1.336 428.527 10:45:00 PM 8.168 1.252 438.086 11:00:00 AM 7.616 1.272 405.954 11:00:00 PM 8.007 1.23 419.485 11:15:00 AM 7.695 1.293 418.562 11:15:00 PM 7.549 1.16 365.875 11:30:00 AM 7.794 1.304 424.494 11:30:00 PM 7.216 0.967 282.855 11:45:00 AM 7.911 1.343 450.58 11:45:00 PM 7.049 0.896 257.542 Inches Feet/Sec GPM
Daily Avg: 7.289 1.112 343.877
Daily Min: 5.455 0.566 115.223
Daily Max: 8.563 1.407 511.168
Peak to Avg: 1.49
Monday - A.M. 7/24/2023 Monday - P.M. 7/24/2023
213
Sewer Line Flow Study Summary
Maximum Level Maximum Velocity Maximum Flow Rate
Average:

Maximum:

Minimum:

1.066

1.754

0.408
Velocity - Feet per Second
Average:

Maximum:

Minimum:

Max d/D:

7.362

9.048

5.248

50.3%
Level - Inches
Average:

Maximum::

Minimum:

Peak to Average
340.898
637.300

73.445

1.70 Flow Rate - Gallons Per Minute
Project: City of Santa Paula - Sewer Flow Study
Location: 520 Harvard Blvd, Santa Paula, CA
Pipe Size: 18” VCP
Time Period: 7/11/2023, 12:00 a.m. - 7/25/2023, 12:00 a.m. 214
1868 Palma Drive, Suite I, Ventura, CA 93003 www.goldcoastenv.com 805.498.3811 ph.

Manhole - Layout

CITY OF SANTA PAULA - SEWER FLOW STUDY
MH Location: 500 Acacia
Santa Paula, CA 93060

Pipe Size: 24” VCP
Time Period: 7/11/2023 - 12:00 a.m. to
7/25/2023- 12:00 a.m.

GPS: 34.337539, -119.081607
Equipment
N
Manhole
E
Gold G C Coast Environmental
E Specializing in process instrumentation and calibration.

G C
Teledyne Isco 2150 Area Velocity Flow Meter with 10’
measuring range:

1.5 to +1.5 m/s)
 ±2% of reading from 5 to 20 ft/s (1.5 to 6.1 m/s)
Method Of Insertion:
 24 inch line requires Confined Space Entry.

Flow
215
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/11/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
216
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 PM 10.904 1.356 845.223
12:15:00 AM 9.734 1.184 635.376 12:15:00 PM 10.968 1.418 890.063 12:30:00 AM 9.453 1.155 595.643 12:30:00 PM 11.073 1.347 856.621 12:45:00 AM 9.056 0.989 481.778 12:45:00 PM 11.097 1.296 826.204 1:00:00 AM 8.825 0.972 457.009 1:00:00 PM 11.046 1.345 852.329 1:15:00 AM 8.572 0.91 411.633 1:15:00 PM 11.019 1.298 819.984 1:30:00 AM 8.379 0.826 362.212 1:30:00 PM 11.127 1.243 795.54 1:45:00 AM 8.025 0.711 293.95 1:45:00 PM 10.989 1.272 800.844 2:00:00 AM 7.751 0.64 252.256 2:00:00 PM 10.767 1.234 756.263 2:15:00 AM 7.623 0.764 293.942 2:15:00 PM 10.927 1.394 871.18 2:30:00 AM 7.539 0.709 268.773 2:30:00 PM 11.25 1.299 842.646 2:45:00 AM 7.536 0.592 224.171 2:45:00 PM 11.132 1.338 856.459 3:00:00 AM 7.345 0.669 244.713 3:00:00 PM 10.979 1.314 826.037 3:15:00 AM 7.215 0.545 194.373 3:15:00 PM 10.868 1.306 810.057 3:30:00 AM 7.254 0.59 212.218 3:30:00 PM 10.752 1.236 755.972 3:45:00 AM 7.215 0.655 233.581 3:45:00 PM 10.831 1.415 873.822 4:00:00 AM 7.119 0.641 224.525 4:00:00 PM 10.842 1.349 834.198 4:15:00 AM 7.082 0.562 195.359 4:15:00 PM 10.906 1.372 855.379 4:30:00 AM 7.169 0.616 217.835 4:30:00 PM 10.986 1.274 801.615 4:45:00 AM 7.274 0.709 255.729 4:45:00 PM 10.851 1.315 814.484 5:00:00 AM 7.318 0.696 253.264 5:00:00 PM 10.947 1.327 831.396 5:15:00 AM 7.454 0.609 227.363 5:15:00 PM 11.123 1.196 764.582 5:30:00 AM 7.695 0.69 269.216 5:30:00 PM 11.457 1.363 905.363 5:45:00 AM 7.781 0.732 289.765 5:45:00 PM 11.53 1.368 916.654 6:00:00 AM 8.222 0.846 361.288 6:00:00 PM 11.585 1.291 870.367 6:15:00 AM 8.546 0.925 416.648 6:15:00 PM 11.455 1.448 961.964 6:30:00 AM 8.815 0.968 454.356 6:30:00 PM 11.444 1.369 908.49 6:45:00 AM 8.918 0.454 216.404 6:45:00 PM 11.655 1.417 962.4 7:00:00 AM 9.295 1.091 550.083 7:00:00 PM 11.647 1.395 946.414 7:15:00 AM 9.495 1.116 579.244 7:15:00 PM 11.558 1.334 896.604 7:30:00 AM 9.809 1.099 595.975 7:30:00 PM 11.574 1.415 952.36 7:45:00 AM 10.359 1.297 755.473 7:45:00 PM 11.673 1.511 1028.52 8:00:00 AM 10.952 1.274 798.281 8:00:00 PM 11.74 1.358 931.272 8:15:00 AM 10.795 1.217 748.355 8:15:00 PM 11.803 1.474 1017.37 8:30:00 AM 10.5 1.331 789.119 8:30:00 PM 11.84 1.495 1036.24 8:45:00 AM 10.757 1.371 839.113 8:45:00 PM 11.864 1.444 1003.08 9:00:00 AM 10.886 1.391 864.907 9:00:00 PM 11.885 1.458 1015.67 9:15:00 AM 10.844 1.307 808.319 9:15:00 PM 11.912 1.452 1014.34 9:30:00 AM 10.779 1.293 793.823 9:30:00 PM 12.039 1.398 989.995 9:45:00 AM 10.639 1.336 806.189 9:45:00 PM 12.227 1.439 1039.15 10:00:00 AM 10.708 1.265 769.545 10:00:00 PM 12.355 1.461 1068.97 10:15:00 AM 10.843 1.358 840.213 10:15:00 PM 12.421 1.541 1134.83 10:30:00 AM 10.918 1.412 881.265 10:30:00 PM 12.226 1.449 1045.95 10:45:00 AM 10.811 1.26 776.691 10:45:00 PM 11.934 1.44 1007.95 11:00:00 AM 10.951 1.297 812.61 11:00:00 PM 11.634 1.377 933.162 11:15:00 AM 10.956 1.211 759.125 11:15:00 PM 11.229 1.352 875.305 11:30:00 AM 11.194 1.317 849.139 11:30:00 PM 10.944 1.288 806.527 11:45:00 AM 10.977 1.329 835.116 11:45:00 PM 10.545 1.299 774.781 Inches Feet/Sec GPM
Daily Avg: 10.242 1.174 707.585
Daily Min: 7.082 0.454 194.373
Daily Max: 12.421 1.541 1134.83
Peak to Avg: 1.60
Tuesday- A.M. 7/11/2023 Tuesday- P.M. 7/11/2023
217
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/12/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
218
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.138 1.266 717.048 12:00:00 PM 10.818 1.325 817.152 12:15:00 AM 9.658 1.072 569.21 12:15:00 PM 10.757 1.287 788.197 12:30:00 AM 9.49 1.166 604.568 12:30:00 PM 10.815 1.287 793.376 12:45:00 AM 9.141 1.003 494.757 12:45:00 PM 10.605 1.248 749.987 1:00:00 AM 8.902 0.994 473.136 1:00:00 PM 10.699 1.248 758.803 1:15:00 AM 8.568 0.911 411.57 1:15:00 PM 10.595 1.201 720.996 1:30:00 AM 8.236 0.837 358.402 1:30:00 PM 10.596 1.196 718.024 1:45:00 AM 7.999 0.777 319.484 1:45:00 PM 10.502 1.186 703.459 2:00:00 AM 7.839 0.722 288.878 2:00:00 PM 10.458 1.269 748.507 2:15:00 AM 7.604 0.719 275.871 2:15:00 PM 10.485 1.186 701.979 2:30:00 AM 7.55 0.704 267.582 2:30:00 PM 10.574 1.169 699.727 2:45:00 AM 7.436 0.632 235.252 2:45:00 PM 10.842 1.217 752.919 3:00:00 AM 7.248 0.689 247.379 3:00:00 PM 10.451 1.249 736.119 3:15:00 AM 7.148 0.62 218.476 3:15:00 PM 10.526 1.308 778.166 3:30:00 AM 7.198 0.676 240.466 3:30:00 PM 10.609 1.164 699.776 3:45:00 AM 7.16 0.672 237.111 3:45:00 PM 10.456 1.25 737.319 4:00:00 AM 7.147 0.598 210.595 4:00:00 PM 10.495 1.246 738.563 4:15:00 AM 7.007 0.543 185.876 4:15:00 PM 10.511 1.369 812.994 4:30:00 AM 6.964 0.57 193.729 4:30:00 PM 10.574 1.322 791.127 4:45:00 AM 6.999 0.602 205.837 4:45:00 PM 10.549 1.33 793.442 5:00:00 AM 7.02 0.561 192.808 5:00:00 PM 10.655 1.312 793.132 5:15:00 AM 7.207 0.699 248.934 5:15:00 PM 10.936 1.289 806.584 5:30:00 AM 7.485 0.754 283.195 5:30:00 PM 11.021 1.407 889.121 5:45:00 AM 7.714 0.744 291.29 5:45:00 PM 11.124 1.347 861.335 6:00:00 AM 8.251 0.904 387.822 6:00:00 PM 11.305 1.341 875.603 6:15:00 AM 8.43 0.866 382.619 6:15:00 PM 11.274 1.362 886.429 6:30:00 AM 8.801 0.977 457.915 6:30:00 PM 11.299 1.354 883.86 6:45:00 AM 9.058 1.016 494.772 6:45:00 PM 11.353 1.232 809.292 7:00:00 AM 9.423 1.154 592.776 7:00:00 PM 11.376 1.344 885.003 7:15:00 AM 9.701 1.147 612.587 7:15:00 PM 11.491 1.293 862.622 7:30:00 AM 9.955 1.097 606.34 7:30:00 PM 11.499 1.374 917.055 7:45:00 AM 10.91 1.363 850.104 7:45:00 PM 11.519 1.328 888.786 8:00:00 AM 12.26 1.611 1166.9 8:00:00 PM 11.367 1.339 880.828 8:15:00 AM 12.693 1.604 1213.71 8:15:00 PM 11.62 1.372 928.18 8:30:00 AM 12.411 1.522 1120.13 8:30:00 PM 11.707 1.549 1057.82 8:45:00 AM 12.287 1.485 1078.54 8:45:00 PM 11.882 1.429 994.896 9:00:00 AM 12.259 1.637 1185.81 9:00:00 PM 11.796 1.409 971.915 9:15:00 AM 12.227 1.547 1117.08 9:15:00 PM 11.787 1.335 919.929 9:30:00 AM 11.992 1.46 1028.56 9:30:00 PM 11.937 1.461 1023.17 9:45:00 AM 11.446 1.365 905.573 9:45:00 PM 12.076 1.441 1024.08 10:00:00 AM 11.151 1.258 807.06 10:00:00 PM 12.152 1.438 1029.92 10:15:00 AM 10.875 1.218 756.585 10:15:00 PM 12.055 1.473 1044.54 10:30:00 AM 10.568 1.28 765.366 10:30:00 PM 12.049 1.367 969.03 10:45:00 AM 10.581 1.267 759.049 10:45:00 PM 11.866 1.428 992.415 11:00:00 AM 10.669 1.365 826.589 11:00:00 PM 11.573 1.48 996.403 11:15:00 AM 10.595 1.3 780.139 11:15:00 PM 11.245 1.34 868.958 11:30:00 AM 10.592 1.246 747.411 11:30:00 PM 10.914 1.227 765.463 11:45:00 AM 10.676 1.254 760.153 11:45:00 PM 10.67 1.318 798.408 Inches Feet/Sec GPM
Daily Avg: 10.210 1.175 706.562
Daily Min: 6.964 0.543 185.876
Daily Max: 12.693 1.637 1213.71
Peak to Avg: 1.72
Wednesday - A.M. 7/12/2023 Wednesday - P.M. 7/12/2023
219
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/13/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
220
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.274 1.144 659.515 12:00:00 PM 10.94 1.275 798.287 12:15:00 AM 9.952 1.089 601.785 12:15:00 PM 11.194 1.398 901.548 12:30:00 AM 9.611 1.065 561.961 12:30:00 PM 11.514 1.343 897.803 12:45:00 AM 9.362 1.016 517.5 12:45:00 PM 11.011 1.256 792.957 1:00:00 AM 9.067 0.936 456.66 1:00:00 PM 10.938 1.287 804.983 1:15:00 AM 8.789 0.842 394.036 1:15:00 PM 10.939 1.308 818.432 1:30:00 AM 8.54 0.78 350.713 1:30:00 PM 10.954 1.33 833.505 1:45:00 AM 8.195 0.733 311.57 1:45:00 PM 10.903 1.228 765.167 2:00:00 AM 7.993 0.789 324.11 2:00:00 PM 10.874 1.329 825.37 2:15:00 AM 7.834 0.741 296.297 2:15:00 PM 10.865 1.26 781.307 2:30:00 AM 7.725 0.676 264.911 2:30:00 PM 10.828 1.267 782.295 2:45:00 AM 7.634 0.682 263.191 2:45:00 PM 10.788 1.282 787.964 3:00:00 AM 7.556 0.623 236.794 3:00:00 PM 10.881 1.399 869.647 3:15:00 AM 7.437 0.609 226.606 3:15:00 PM 11.036 1.248 790.049 3:30:00 AM 7.308 0.522 189.496 3:30:00 PM 10.881 1.286 799.009 3:45:00 AM 7.291 0.578 209.272 3:45:00 PM 10.843 1.146 708.684 4:00:00 AM 7.368 0.614 225.665 4:00:00 PM 10.824 1.2 740.608 4:15:00 AM 7.376 0.609 224.127 4:15:00 PM 10.755 1.11 679.31 4:30:00 AM 7.354 0.55 201.392 4:30:00 PM 10.747 1.232 753.236 4:45:00 AM 7.373 0.575 211.247 4:45:00 PM 10.827 1.232 760.497 5:00:00 AM 7.461 0.617 230.769 5:00:00 PM 11.07 1.227 779.898 5:15:00 AM 7.594 0.709 271.553 5:15:00 PM 11.52 1.273 851.739 5:30:00 AM 7.802 0.626 248.785 5:30:00 PM 11.592 1.395 940.621 5:45:00 AM 7.941 0.576 234.57 5:45:00 PM 11.466 1.315 874.843 6:00:00 AM 8.312 0.74 249.72 6:00:00 PM 11.557 1.315 883.306 6:15:00 AM 8.612 0.871 396.406 6:15:00 PM 11.642 1.379 935.485 6:30:00 AM 8.925 0.928 442.976 6:30:00 PM 11.498 1.29 860.753 6:45:00 AM 9.097 0.979 479.904 6:45:00 PM 11.715 1.354 925.575 7:00:00 AM 9.38 1.037 529.358 7:00:00 PM 11.791 1.301 896.526 7:15:00 AM 9.708 1.07 572.089 7:15:00 PM 11.834 1.439 996.649 7:30:00 AM 9.883 1.142 625.403 7:30:00 PM 12.014 1.386 978.614 7:45:00 AM 10.317 1.07 620.009 7:45:00 PM 11.838 1.383 958.095 8:00:00 AM 10.857 1.344 832.706 8:00:00 PM 11.798 1.325 913.942 8:15:00 AM 10.86 1.349 836.295 8:15:00 PM 11.825 1.404 971.641 8:30:00 AM 10.836 1.034 639.165 8:30:00 PM 11.826 1.397 966.867 8:45:00 AM 10.759 1.211 741.754 8:45:00 PM 11.757 1.406 965.967 9:00:00 AM 10.716 1.184 721.206 9:00:00 PM 11.936 1.48 1036.67 9:15:00 AM 10.782 1.245 764.567 9:15:00 PM 11.83 1.392 963.645 9:30:00 AM 10.904 1.309 815.958 9:30:00 PM 11.902 1.452 1013.33 9:45:00 AM 10.699 1.272 773.173 9:45:00 PM 12.097 1.433 1020.33 10:00:00 AM 10.829 1.214 749.701 10:00:00 PM 12.348 1.519 1110.27 10:15:00 AM 10.933 1.234 771.638 10:15:00 PM 12.269 1.414 1025.76 10:30:00 AM 10.806 1.322 814.119 10:30:00 PM 12.142 1.486 1063.08 10:45:00 AM 10.765 1.294 792.987 10:45:00 PM 11.902 1.408 982.671 11:00:00 AM 10.958 1.413 886.297 11:00:00 PM 11.746 1.107 759.24 11:15:00 AM 10.975 1.37 860.807 11:15:00 PM 11.528 1.391 931.342 11:30:00 AM 10.957 1.337 838.701 11:30:00 PM 11.238 1.354 877.152 11:45:00 AM 10.892 1.213 754.526 11:45:00 PM 10.891 1.28 796.166 Inches Feet/Sec GPM
Daily Avg: 10.310 1.142 691.930
Daily Min: 7.291 0.522 189.496
Daily Max: 12.348 1.519 1110.27
Peak to Avg: 1.60
Thursday - A.M. 7/13/2023 Thursday - P.M. 7/13/2023
221
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/14/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
222
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.49 1.193 706.655 12:00:00 PM 12.849 1.689 1298.19 12:15:00 AM 10.158 1.13 641.421 12:15:00 PM 12.826 1.665 1276.64 12:30:00 AM 9.787 1.165 629.34 12:30:00 PM 12.619 1.555 1168.37 12:45:00 AM 9.489 0.975 505.678 12:45:00 PM 12.437 1.547 1141.05 1:00:00 AM 9.24 0.949 474.687 1:00:00 PM 11.824 1.471 1018 1:15:00 AM 9 1.017 491.252 1:15:00 PM 11.158 1.307 839.424 1:30:00 AM 8.747 0.909 422.482 1:30:00 PM 10.92 1.347 840.807 1:45:00 AM 8.445 0.66 292.387 1:45:00 PM 10.673 1.365 827.133 2:00:00 AM 8.385 0.757 332.154 2:00:00 PM 10.715 1.326 807.518 2:15:00 AM 8.328 0.773 335.997 2:15:00 PM 10.664 1.339 810.644 2:30:00 AM 8.06 0.698 290.151 2:30:00 PM 10.713 1.166 710.061 2:45:00 AM 7.901 0.683 276.13 2:45:00 PM 10.868 1.344 834.026 3:00:00 AM 7.751 0.647 254.685 3:00:00 PM 10.864 1.357 841.887 3:15:00 AM 7.713 0.677 264.944 3:15:00 PM 10.682 1.343 814.807 3:30:00 AM 7.584 0.68 259.851 3:30:00 PM 10.619 1.302 783.692 3:45:00 AM 7.452 0.612 228.202 3:45:00 PM 10.564 1.308 781.979 4:00:00 AM 7.49 0.648 243.44 4:00:00 PM 10.626 1.399 842.585 4:15:00 AM 7.56 0.63 239.962 4:15:00 PM 10.534 1.352 805.126 4:30:00 AM 7.498 0.608 228.816 4:30:00 PM 10.604 1.343 807.053 4:45:00 AM 7.443 0.591 220.148 4:45:00 PM 10.646 1.29 779.109 5:00:00 AM 7.541 0.598 227.017 5:00:00 PM 10.727 1.409 859.417 5:15:00 AM 7.669 0.646 250.854 5:15:00 PM 10.846 1.34 829.362 5:30:00 AM 7.856 0.591 237.334 5:30:00 PM 10.729 1.357 828.189 5:45:00 AM 8.043 0.66 273.376 5:45:00 PM 10.855 1.351 836.692 6:00:00 AM 8.465 0.743 330.148 6:00:00 PM 11.109 1.468 937.07 6:15:00 AM 8.606 0.647 294.058 6:15:00 PM 11.068 1.268 805.842 6:30:00 AM 8.959 0.925 443.865 6:30:00 PM 11.027 1.435 907.545 6:45:00 AM 9.166 1.029 509.615 6:45:00 PM 11.114 1.364 871.131 7:00:00 AM 9.534 0.88 459.096 7:00:00 PM 11.182 1.36 876.021 7:15:00 AM 9.717 1.101 589.198 7:15:00 PM 11.254 1.444 937.668 7:30:00 AM 10.017 1.103 614.953 7:30:00 PM 11.049 1.472 933.31 7:45:00 AM 10.135 0.682 385.924 7:45:00 PM 11.238 1.38 894.064 8:00:00 AM 10.351 1.113 647.765 8:00:00 PM 11.187 1.44 928.015 8:15:00 AM 10.709 0.947 576.56 8:15:00 PM 11.23 1.401 907.208 8:30:00 AM 10.782 1.053 646.654 8:30:00 PM 11.082 1.45 922.995 8:45:00 AM 10.853 1.322 818.935 8:45:00 PM 11.159 1.306 838.769 9:00:00 AM 10.983 0.94 591.552 9:00:00 PM 11.239 1.476 956.68 9:15:00 AM 11.016 1.151 726.812 9:15:00 PM 11.199 1.475 951.764 9:30:00 AM 11.027 1.136 718.387 9:30:00 PM 11.095 1.435 914.709 9:45:00 AM 10.873 1.318 818.485 9:45:00 PM 11.154 1.365 876.156 10:00:00 AM 10.938 1.273 796.789 10:00:00 PM 11.237 1.441 933.655 10:15:00 AM 10.908 1.27 791.985 10:15:00 PM 11.197 1.492 962.044 10:30:00 AM 11.032 1.309 828.265 10:30:00 PM 10.985 1.301 818.49 10:45:00 AM 10.984 1.262 794.081 10:45:00 PM 10.92 1.321 824.882 11:00:00 AM 10.942 1.198 749.722 11:00:00 PM 10.896 1.391 865.739 11:15:00 AM 12.302 1.531 1113.58 11:15:00 PM 10.658 1.329 803.526 11:30:00 AM 13.013 1.483 1157.54 11:30:00 PM 10.59 1.372 822.944 11:45:00 AM 13.064 1.753 1375.59 11:45:00 PM 10.419 1.338 785.6 Inches Feet/Sec GPM
Daily Avg: 10.267 1.171 705.868
Daily Min: 7.443 0.591 220.148
Daily Max: 13.064 1.753 1375.59
Peak to Avg: 1.95
Friday - A.M. 7/14/2023 Friday - P.M. 7/14/2023
223
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/15/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
224
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.188 1.282 730.785 12:00:00 PM 12.045 1.145 635.013 12:15:00 AM 9.892 1.222 669.576 12:15:00 PM 12.202 1.227 645.543 12:30:00 AM 9.605 1.163 612.757 12:30:00 PM 12.929 1.342 694.25 12:45:00 AM 9.278 0.908 457.064 12:45:00 PM 13.26 1.474 1177.58 1:00:00 AM 9.039 1.071 520.21 1:00:00 PM 12.915 1.574 1217.35 1:15:00 AM 8.798 0.556 260.408 1:15:00 PM 12.423 1.445 1064.15 1:30:00 AM 8.493 0.942 420.363 1:30:00 PM 12.357 1.509 1103.85 1:45:00 AM 8.229 0.837 357.831 1:45:00 PM 12.191 1.42 1021.61 2:00:00 AM 7.955 0.733 299.264 2:00:00 PM 12.201 1.498 1078.34 2:15:00 AM 7.793 0.705 279.869 2:15:00 PM 12.155 1.542 1104.72 2:30:00 AM 7.634 0.74 285.49 2:30:00 PM 12.124 1.282 915.492 2:45:00 AM 7.568 0.703 268.075 2:45:00 PM 12.091 1.57 1117.74 3:00:00 AM 7.429 0.687 255.302 3:00:00 PM 12.044 1.508 1068.21 3:15:00 AM 7.288 0.554 200.442 3:15:00 PM 11.951 1.461 1024.8 3:30:00 AM 7.181 0.578 204.865 3:30:00 PM 11.88 1.469 1022.37 3:45:00 AM 7.076 0.551 191.3 3:45:00 PM 11.841 1.484 1028.77 4:00:00 AM 7.052 0.624 215.54 4:00:00 PM 11.611 1.384 935.217 4:15:00 AM 7.093 0.65 226.642 4:15:00 PM 11.591 1.416 954.982 4:30:00 AM 7.037 0.648 223.207 4:30:00 PM 11.553 1.441 968.019 4:45:00 AM 7.062 0.59 204.307 4:45:00 PM 11.451 1.393 924.635 5:00:00 AM 7.126 0.563 197.5 5:00:00 PM 11.231 1.405 909.924 5:15:00 AM 7.171 0.683 241.582 5:15:00 PM 11.189 1.383 891.331 5:30:00 AM 7.188 0.737 261.54 5:30:00 PM 11.228 1.388 898.595 5:45:00 AM 7.32 0.748 272.189 5:45:00 PM 11.094 1.291 822.991 6:00:00 AM 7.39 0.714 263.311 6:00:00 PM 11.179 1.327 854.058 6:15:00 AM 7.671 0.845 328.2 6:15:00 PM 11.209 1.317 850.315 6:30:00 AM 7.917 0.854 346.183 6:30:00 PM 11.097 1.308 834.074 6:45:00 AM 8.601 0.854 388.003 6:45:00 PM 11.074 1.337 849.982 7:00:00 AM 8.578 0.697 315.314 7:00:00 PM 11.143 1.309 839.292 7:15:00 AM 8.522 0.958 429.584 7:15:00 PM 11.014 1.176 742.583 7:30:00 AM 8.749 0.661 307.509 7:30:00 PM 10.867 1.296 803.858 7:45:00 AM 9.125 1.056 519.716 7:45:00 PM 10.828 1.327 819.393 8:00:00 AM 9.457 1.103 569.527 8:00:00 PM 10.903 1.376 857.185 8:15:00 AM 9.602 1.083 570.682 8:15:00 PM 10.898 1.31 815.537 8:30:00 AM 9.799 1.19 644.312 8:30:00 PM 10.868 1.229 762.407 8:45:00 AM 10.322 1.382 801.436 8:45:00 PM 10.89 1.295 805.766 9:00:00 AM 10.485 1.288 762.692 9:00:00 PM 11.008 1.319 832.226 9:15:00 AM 10.952 1.294 810.893 9:15:00 PM 10.91 1.197 746.291 9:30:00 AM 11.358 1.483 974.546 9:30:00 PM 10.947 1.099 688.348 9:45:00 AM 11.566 1.166 783.995 9:45:00 PM 11.104 1.208 770.852 10:00:00 AM 11.535 1.156 774.81 10:00:00 PM 11.224 1.356 877.642 10:15:00 AM 11.745 1.198 793.001 10:15:00 PM 11.178 1.282 825.1 10:30:00 AM 11.628 1.258 852.01 10:30:00 PM 11.183 1.415 911.202 10:45:00 AM 11.609 0.855 577.89 10:45:00 PM 11.051 1.285 814.675 11:00:00 AM 11.767 1.05 722.057 11:00:00 PM 10.873 1.253 777.897 11:15:00 AM 11.924 0.988 690.706 11:15:00 PM 10.658 1.282 775.442 11:30:00 AM 12.138 0.896 641.264 11:30:00 PM 10.435 1.237 727.885 11:45:00 AM 12.145 0.984 641.71 11:45:00 PM 10.072 1.218 683.857 Inches Feet/Sec GPM
Daily Avg: 10.264 1.126 675.011
Daily Min: 7.037 0.551 191.3
Daily Max: 13.26 1.574 1217.35
Peak to Avg: 1.80
Saturday - A.M. 7/15/2023 Saturday - P.M. 7/15/2023
225
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/16/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
226
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 9.81 1.276 691.965 12:00:00 PM 12.008 1.523 1074.47 12:15:00 AM 9.515 1.217 633.262 12:15:00 PM 11.974 1.451 1020.29 12:30:00 AM 9.363 1.07 544.875 12:30:00 PM 12.104 1.451 1034.12 12:45:00 AM 9.07 1.156 563.942 12:45:00 PM 11.99 1.454 1023.71 1:00:00 AM 8.862 1.03 487 1:00:00 PM 11.887 1.54 1072.75 1:15:00 AM 8.634 1.039 474.455 1:15:00 PM 11.963 1.493 1048.35 1:30:00 AM 8.424 0.994 438.731 1:30:00 PM 11.813 1.577 1090.01 1:45:00 AM 8.229 0.922 394.253 1:45:00 PM 11.388 1.551 1022.35 2:00:00 AM 7.964 0.921 376.634 2:00:00 PM 11.253 1.331 863.758 2:15:00 AM 7.701 0.842 328.923 2:15:00 PM 11.07 1.374 873.175 2:30:00 AM 7.576 0.789 301.25 2:30:00 PM 11.154 1.438 923.174 2:45:00 AM 7.463 0.79 295.325 2:45:00 PM 11.098 1.474 939.749 3:00:00 AM 7.359 0.757 277.625 3:00:00 PM 11.05 1.433 908.601 3:15:00 AM 7.126 0.687 240.841 3:15:00 PM 10.835 1.319 815.096 3:30:00 AM 6.997 0.626 214.11 3:30:00 PM 10.805 1.363 839.17 3:45:00 AM 6.922 0.61 205.374 3:45:00 PM 10.862 1.475 914.533 4:00:00 AM 6.901 0.63 211.406 4:00:00 PM 10.833 1.239 765.348 4:15:00 AM 6.849 0.691 229.383 4:15:00 PM 10.723 1.429 871.442 4:30:00 AM 6.818 0.629 207.535 4:30:00 PM 10.596 1.42 852.042 4:45:00 AM 6.734 0.637 206.42 4:45:00 PM 10.479 1.366 807.736 5:00:00 AM 6.709 0.61 196.573 5:00:00 PM 10.53 1.308 778.74 5:15:00 AM 6.676 0.584 186.873 5:15:00 PM 10.714 1.311 798.491 5:30:00 AM 6.633 0.595 188.976 5:30:00 PM 10.649 1.36 821.377 5:45:00 AM 6.67 0.6 191.782 5:45:00 PM 10.6 1.346 808.064 6:00:00 AM 6.714 0.591 190.608 6:00:00 PM 10.61 1.365 820.686 6:15:00 AM 6.861 0.66 219.683 6:15:00 PM 10.614 1.399 841.504 6:30:00 AM 7.071 0.727 252.144 6:30:00 PM 10.841 1.433 886.282 6:45:00 AM 7.348 0.744 272.144 6:45:00 PM 10.817 1.339 826.008 7:00:00 AM 7.47 0.777 290.805 7:00:00 PM 10.7 1.406 855.022 7:15:00 AM 7.739 0.892 350.454 7:15:00 PM 10.845 1.321 817.283 7:30:00 AM 8.042 0.956 396.271 7:30:00 PM 10.768 1.389 851.708 7:45:00 AM 8.485 0.977 435.573 7:45:00 PM 10.685 1.304 791.287 8:00:00 AM 8.973 1.136 546.545 8:00:00 PM 10.814 1.347 830.575 8:15:00 AM 9.113 1.077 529.101 8:15:00 PM 11.046 1.387 879.167 8:30:00 AM 9.654 1.207 640.408 8:30:00 PM 11.089 1.454 926.159 8:45:00 AM 9.962 1.132 626.209 8:45:00 PM 11.25 1.468 952.857 9:00:00 AM 10.424 1.23 722.475 9:00:00 PM 11.336 1.491 976.998 9:15:00 AM 10.652 1.294 782.042 9:15:00 PM 11.48 1.469 978.173 9:30:00 AM 11.268 1.448 941.771 9:30:00 PM 11.586 1.544 1040.69 9:45:00 AM 11.672 1.441 980.554 9:45:00 PM 11.541 1.631 1093.99 10:00:00 AM 11.627 1.299 879.749 10:00:00 PM 11.804 1.531 1057.21 10:15:00 AM 11.884 1.433 997.991 10:15:00 PM 11.805 1.466 1012.25 10:30:00 AM 11.82 1.531 1058.55 10:30:00 PM 11.685 1.527 1040.69 10:45:00 AM 12.022 1.665 1176.75 10:45:00 PM 11.47 1.513 1006.87 11:00:00 AM 11.893 1.531 1067.23 11:00:00 PM 11.27 1.475 959.474 11:15:00 AM 12.04 1.474 1043.51 11:15:00 PM 11.052 1.491 945.817 11:30:00 AM 12.187 1.544 1110.31 11:30:00 PM 10.637 1.261 760.639 11:45:00 AM 12.16 1.65 1183.12 11:45:00 PM 10.148 1.254 710.845 Inches Feet/Sec GPM
Daily Avg: 9.964 1.212 714.929
Daily Min: 6.633 0.584 186.873
Daily Max: 12.187 1.665 1183.12
Peak to Avg: 1.65
Sunday - A.M. 7/16/2023 Sunday - P.M. 7/16/2023
227
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/17/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
228
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 9.771 1.308 705.196 12:00:00 PM 11.006 1.44 908.036 12:15:00 AM 9.452 1.231 635.24 12:15:00 PM 10.976 1.456 915.291 12:30:00 AM 9.1 1.255 615.211 12:30:00 PM 10.968 1.431 898.637 12:45:00 AM 8.763 1.146 533.939 12:45:00 PM 11.036 1.352 855.874 1:00:00 AM 8.485 1.005 448.205 1:00:00 PM 11.04 1.414 895.615 1:15:00 AM 8.185 0.872 370.232 1:15:00 PM 10.893 1.44 896.463 1:30:00 AM 7.849 0.828 332.022 1:30:00 PM 10.881 1.4 895.101 1:45:00 AM 7.654 0.804 311.181 1:45:00 PM 10.756 1.397 855.138 2:00:00 AM 7.411 0.728 269.439 2:00:00 PM 10.829 1.384 854.542 2:15:00 AM 7.268 0.738 265.822 2:15:00 PM 10.749 1.389 849.642 2:30:00 AM 7.186 0.754 267.496 2:30:00 PM 10.717 1.429 870.34 2:45:00 AM 7.109 0.637 222.554 2:45:00 PM 10.617 1.344 808.721 3:00:00 AM 6.952 0.663 224.51 3:00:00 PM 10.817 1.484 915.391 3:15:00 AM 6.867 0.665 221.508 3:15:00 PM 10.92 1.476 921.319 3:30:00 AM 6.774 0.59 192.874 3:30:00 PM 10.835 1.411 871.685 3:45:00 AM 6.819 0.61 201.16 3:45:00 PM 10.634 1.27 765.925 4:00:00 AM 6.863 0.544 181.182 4:00:00 PM 10.658 1.375 831.92 4:15:00 AM 6.796 0.642 210.752 4:15:00 PM 10.734 1.394 851.254 4:30:00 AM 6.75 0.645 209.737 4:30:00 PM 10.733 1.294 789.608 4:45:00 AM 6.763 0.635 207.075 4:45:00 PM 10.7 1.377 837.047 5:00:00 AM 6.943 0.668 225.778 5:00:00 PM 10.69 1.396 847.68 5:15:00 AM 7.053 0.686 237.071 5:15:00 PM 10.886 1.334 829.641 5:30:00 AM 7.18 0.682 241.826 5:30:00 PM 11.034 1.313 830.859 5:45:00 AM 7.407 0.731 270.309 5:45:00 PM 11.143 1.32 845.926 6:00:00 AM 7.623 0.843 324.486 6:00:00 PM 11.168 1.395 896.626 6:15:00 AM 7.956 0.846 345.437 6:15:00 PM 11.248 1.546 1002.92 6:30:00 AM 8.599 1.086 492.968 6:30:00 PM 11.422 1.461 966.545 6:45:00 AM 8.695 0.957 441.147 6:45:00 PM 11.532 1.456 975.425 7:00:00 AM 8.863 1.003 474.487 7:00:00 PM 11.639 1.517 1028.27 7:15:00 AM 9.281 1.061 534.09 7:15:00 PM 11.765 1.556 1069.52 7:30:00 AM 9.513 1.177 612.489 7:30:00 PM 11.848 1.604 1112.88 7:45:00 AM 9.709 1.097 586.739 7:45:00 PM 12.026 1.524 1077.56 8:00:00 AM 9.951 1.263 697.799 8:00:00 PM 12.007 1.522 1074.02 8:15:00 AM 10.078 1.344 755.241 8:15:00 PM 12.045 1.517 1074.93 8:30:00 AM 11.244 1.442 935.265 8:30:00 PM 11.959 1.483 1041.17 8:45:00 AM 12.389 1.497 1098.9 8:45:00 PM 11.851 1.474 1023.09 9:00:00 AM 12.645 1.613 1215.03 9:00:00 PM 11.936 1.49 1043.1 9:15:00 AM 12.557 1.548 1156.03 9:15:00 PM 11.947 1.634 1145.44 9:30:00 AM 12.597 1.535 1151.03 9:30:00 PM 12.189 1.605 1154.36 9:45:00 AM 12.491 1.589 1178.71 9:45:00 PM 12.198 1.548 1114.48 10:00:00 AM 12.305 1.599 1163.97 10:00:00 PM 12.143 1.454 1041 10:15:00 AM 11.818 1.535 1061.39 10:15:00 PM 12.221 1.557 1123.67 10:30:00 AM 11.309 1.433 936.502 10:30:00 PM 12.147 1.564 1119.54 10:45:00 AM 11.215 1.356 876.246 10:45:00 PM 12.043 1.584 1121.99 11:00:00 AM 11.081 1.403 892.879 11:00:00 PM 11.774 1.598 1099.71 11:15:00 AM 10.925 1.385 865.378 11:15:00 PM 11.391 1.498 987.839 11:30:00 AM 10.726 1.445 881.459 11:30:00 PM 10.814 1.368 843.039 11:45:00 AM 10.777 1.366 837.986 11:45:00 PM 10.419 1.301 763.901 Inches Feet/Sec GPM
Daily Avg: 10.189 1.250 757.405
Daily Min: 6.75 0.544 181.182
Daily Max: 12.645 1.634 1215.03
Peak to Avg: 1.60
Monday - A.M. 7/17/2023 Monday - P.M. 7/17/2023
229
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/18/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
230
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.037 1.273 711.46 12:00:00 PM 10.741 1.32 806.237 12:15:00 AM 9.495 1.25 648.805 12:15:00 PM 10.812 1.377 848.811 12:30:00 AM 9.077 1.136 555.196 12:30:00 PM 10.792 1.388 853.498 12:45:00 AM 8.838 1.204 567.463 12:45:00 PM 10.687 1.274 773.569 1:00:00 AM 8.63 1.079 492.161 1:00:00 PM 10.674 1.335 808.747 1:15:00 AM 8.313 0.985 427.098 1:15:00 PM 10.615 1.221 734.753 1:30:00 AM 7.976 0.884 362.257 1:30:00 PM 10.517 1.28 760.523 1:45:00 AM 7.736 0.883 346.817 1:45:00 PM 10.555 1.255 749.558 2:00:00 AM 7.635 0.856 330.101 2:00:00 PM 10.464 1.378 813.555 2:15:00 AM 7.529 0.793 300.091 2:15:00 PM 10.272 1.335 769.268 2:30:00 AM 7.944 0.847 345.111 2:30:00 PM 10.301 1.309 756.996 2:45:00 AM 7.746 0.836 329.231 2:45:00 PM 10.185 1.319 751.376 3:00:00 AM 7.43 0.753 279.898 3:00:00 PM 10.115 1.282 724.001 3:15:00 AM 7.201 0.752 267.566 3:15:00 PM 10.045 1.285 718.67 3:30:00 AM 6.97 0.694 235.977 3:30:00 PM 10.143 1.291 731.394 3:45:00 AM 6.869 0.665 221.453 3:45:00 PM 10.397 1.35 790.23 4:00:00 AM 6.846 0.635 210.646 4:00:00 PM 10.513 1.358 806.605 4:15:00 AM 6.827 0.622 205.615 4:15:00 PM 10.957 1.409 883.513 4:30:00 AM 6.879 0.69 230.277 4:30:00 PM 11.027 1.309 827.461 4:45:00 AM 6.826 0.669 221.084 4:45:00 PM 10.88 1.358 843.678 5:00:00 AM 6.905 0.688 231.042 5:00:00 PM 10.959 1.264 792.541 5:15:00 AM 7.146 0.732 257.857 5:15:00 PM 10.724 1.39 847.52 5:30:00 AM 7.352 0.793 290.353 5:30:00 PM 10.836 1.318 814.844 5:45:00 AM 7.532 0.871 329.851 5:45:00 PM 11.071 1.423 904.539 6:00:00 AM 7.984 0.873 358.141 6:00:00 PM 11.153 1.337 858.115 6:15:00 AM 8.165 0.917 387.857 6:15:00 PM 11.182 1.365 879.131 6:30:00 AM 8.528 1.017 456.743 6:30:00 PM 11.074 1.437 913.819 6:45:00 AM 8.97 1.167 561.12 6:45:00 PM 11.229 1.546 1001.1 7:00:00 AM 9.124 1.276 627.523 7:00:00 PM 11.311 1.402 916.463 7:15:00 AM 9.366 1.134 577.919 7:15:00 PM 11.29 1.43 932.471 7:30:00 AM 9.811 1.181 640.057 7:30:00 PM 11.507 1.428 953.963 7:45:00 AM 10.303 1.302 753.259 7:45:00 PM 11.586 1.545 1041.17 8:00:00 AM 10.531 1.407 837.827 8:00:00 PM 11.547 1.385 929.471 8:15:00 AM 10.789 1.374 844.462 8:15:00 PM 11.532 1.377 922.243 8:30:00 AM 10.563 1.368 818.008 8:30:00 PM 11.594 1.471 992.177 8:45:00 AM 10.663 1.358 822.022 8:45:00 PM 11.499 1.5 1001.37 9:00:00 AM 10.792 1.357 834.17 9:00:00 PM 11.541 1.522 1020.75 9:15:00 AM 10.8 1.456 896.2 9:15:00 PM 11.685 1.517 1033.55 9:30:00 AM 10.679 1.409 854.685 9:30:00 PM 11.83 1.499 1037.6 9:45:00 AM 10.732 1.303 795.104 9:45:00 PM 12.117 1.539 1098.19 10:00:00 AM 10.673 1.417 858.357 10:00:00 PM 12.083 1.598 1136.41 10:15:00 AM 10.714 1.35 822.203 10:15:00 PM 12.09 1.55 1103.22 10:30:00 AM 10.561 1.331 795.27 10:30:00 PM 12.03 1.51 1067.98 10:45:00 AM 10.356 1.263 735.384 10:45:00 PM 11.713 1.546 1056.88 11:00:00 AM 10.518 1.349 801.797 11:00:00 PM 11.493 1.532 1022.35 11:15:00 AM 10.677 1.314 796.336 11:15:00 PM 11.062 1.418 900.547 11:30:00 AM 10.767 1.386 849.816 11:30:00 PM 10.708 1.395 848.687 11:45:00 AM 10.71 1.367 831.931 11:45:00 PM 10.178 1.306 743.522 Inches Feet/Sec GPM
Daily Avg: 9.977 1.231 713.318
Daily Min: 6.826 0.622 205.615
Daily Max: 12.117 1.598 1136.41
Peak to Avg: 1.59
Tuesday- A.M. 7/18/2023 Tuesday- P.M. 7/18/2023
231
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/19/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
232
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 9.944 1.322 729.971 12:00:00 PM 10.346 1.381 803.319 12:15:00 AM 9.614 1.31 691.362 12:15:00 PM 10.349 1.477 859.462 12:30:00 AM 9.313 1.155 584.016 12:30:00 PM 10.579 1.433 858.273 12:45:00 AM 8.897 1.141 542.538 12:45:00 PM 10.569 1.452 868.304 1:00:00 AM 8.465 1.035 460.082 1:00:00 PM 10.488 1.441 853.609 1:15:00 AM 8.088 0.959 400.412 1:15:00 PM 10.355 1.364 794.528 1:30:00 AM 7.813 0.894 356.295 1:30:00 PM 10.37 1.424 831.041 1:45:00 AM 7.692 0.828 322.7 1:45:00 PM 10.321 1.394 808.086 2:00:00 AM 7.594 0.796 305.069 2:00:00 PM 10.423 1.297 761.861 2:15:00 AM 7.435 0.807 300 2:15:00 PM 10.323 1.416 821.307 2:30:00 AM 7.326 0.815 297.072 2:30:00 PM 10.371 1.383 806.834 2:45:00 AM 7.164 0.756 267.184 2:45:00 PM 10.245 1.297 745.015 3:00:00 AM 7.079 0.661 229.584 3:00:00 PM 10.355 1.367 796.271 3:15:00 AM 7.053 0.632 218.567 3:15:00 PM 10.374 1.353 789.586 3:30:00 AM 7.093 0.597 207.994 3:30:00 PM 10.327 1.428 828.535 3:45:00 AM 7.014 0.65 223.136 3:45:00 PM 10.449 1.471 867.165 4:00:00 AM 7.382 0.691 254.432 4:00:00 PM 10.506 1.372 814.146 4:15:00 AM 7.525 0.66 249.517 4:15:00 PM 10.668 1.43 866.015 4:30:00 AM 6.806 0.649 213.508 4:30:00 PM 11.044 1.416 896.941 4:45:00 AM 6.797 0.685 224.995 4:45:00 PM 11.025 1.408 889.796 5:00:00 AM 6.869 0.674 224.708 5:00:00 PM 10.642 1.433 865.266 5:15:00 AM 7.12 0.76 266.213 5:15:00 PM 10.709 1.324 805.726 5:30:00 AM 7.364 0.829 304.462 5:30:00 PM 10.794 1.433 881.053 5:45:00 AM 7.412 0.845 313.137 5:45:00 PM 10.895 1.48 921.34 6:00:00 AM 7.738 0.837 329.117 6:00:00 PM 10.848 1.419 878.622 6:15:00 AM 8.126 0.998 419.711 6:15:00 PM 10.961 1.527 958.169 6:30:00 AM 8.343 0.99 431.436 6:30:00 PM 11.015 1.499 946.294 6:45:00 AM 8.582 1.077 487.643 6:45:00 PM 11.103 1.495 953.694 7:00:00 AM 8.812 1.165 546.99 7:00:00 PM 11.19 1.573 1014.12 7:15:00 AM 9.054 1.021 496.862 7:15:00 PM 11.125 1.498 958.122 7:30:00 AM 9.594 1.269 667.707 7:30:00 PM 11.13 1.452 928.931 7:45:00 AM 10.149 1.3 737.075 7:45:00 PM 11.194 1.444 930.903 8:00:00 AM 11.615 1.586 1072.86 8:00:00 PM 11.231 1.522 985.587 8:15:00 AM 12.241 1.667 1205.52 8:15:00 PM 11.406 1.494 986.764 8:30:00 AM 12.294 1.706 1239.99 8:30:00 PM 11.622 1.624 1098.97 8:45:00 AM 12.455 1.68 1241.96 8:45:00 PM 11.666 1.57 1067.49 9:00:00 AM 12.453 1.733 1280.62 9:00:00 PM 11.692 1.552 1058.17 9:15:00 AM 12.364 1.593 1166.37 9:15:00 PM 11.765 1.434 986.048 9:30:00 AM 11.985 1.545 1087.8 9:30:00 PM 11.761 1.345 924.296 9:45:00 AM 11.067 1.471 934.395 9:45:00 PM 11.745 1.561 1070.47 10:00:00 AM 10.567 1.346 805.178 10:00:00 PM 11.855 1.513 1050.62 10:15:00 AM 10.421 1.193 700.725 10:15:00 PM 12.12 1.597 1140.02 10:30:00 AM 10.367 1.282 747.757 10:30:00 PM 12.056 1.578 1119.2 10:45:00 AM 10.358 1.374 800.559 10:45:00 PM 11.783 1.579 1087.85 11:00:00 AM 10.487 1.343 795.161 11:00:00 PM 11.697 1.548 1056.44 11:15:00 AM 10.39 1.426 834.036 11:15:00 PM 11.423 1.55 1026.15 11:30:00 AM 10.353 1.369 797.143 11:30:00 PM 10.907 1.447 901.772 11:45:00 AM 10.289 1.348 778.242 11:45:00 PM 10.293 1.404 811.044 Inches Feet/Sec GPM
Daily Avg: 10.012 1.274 747.738
Daily Min: 6.797 0.597 207.994
Daily Max: 12.455 1.733 1280.62
Peak to Avg: 1.71
Wednesday - A.M. 7/19/2023 Wednesday - P.M. 7/19/2023
233
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/20/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
234
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 9.919 1.337 735.392 12:00:00 PM 10.603 1.346 808.712 12:15:00 AM 9.475 1.245 644.558 12:15:00 PM 10.637 1.385 835.68 12:30:00 AM 9.196 1.181 587.263 12:30:00 PM 10.575 1.269 759.872 12:45:00 AM 8.753 1.086 505.275 12:45:00 PM 10.645 1.386 836.873 1:00:00 AM 8.276 0.956 412.061 1:00:00 PM 10.675 1.418 859.539 1:15:00 AM 8.067 0.976 406.289 1:15:00 PM 10.669 1.438 870.816 1:30:00 AM 7.889 0.875 353.279 1:30:00 PM 10.61 1.247 749.947 1:45:00 AM 7.642 0.858 331.628 1:45:00 PM 10.386 1.378 805.594 2:00:00 AM 7.485 0.825 309.719 2:00:00 PM 10.451 1.285 757.354 2:15:00 AM 7.28 0.748 270.304 2:15:00 PM 10.33 1.396 810.291 2:30:00 AM 7.071 0.704 244.115 2:30:00 PM 10.351 1.358 790.745 2:45:00 AM 6.952 0.658 223.069 2:45:00 PM 10.89 1.388 863.379 3:00:00 AM 6.869 0.574 191.425 3:00:00 PM 10.804 1.369 842.973 3:15:00 AM 6.725 0.748 241.846 3:15:00 PM 10.464 1.332 786.31 3:30:00 AM 6.688 0.581 186.522 3:30:00 PM 10.212 1.337 764.513 3:45:00 AM 6.701 0.61 196.363 3:45:00 PM 10.272 1.368 788.451 4:00:00 AM 6.755 0.616 200.594 4:00:00 PM 10.253 1.276 733.323 4:15:00 AM 6.631 0.636 201.742 4:15:00 PM 10.402 1.369 802.076 4:30:00 AM 6.595 0.596 187.633 4:30:00 PM 10.527 1.337 795.731 4:45:00 AM 6.707 0.705 227.39 4:45:00 PM 10.479 1.333 788.818 5:00:00 AM 6.845 0.638 211.604 5:00:00 PM 10.653 1.391 840.573 5:15:00 AM 6.909 0.728 244.727 5:15:00 PM 10.728 1.31 799.241 5:30:00 AM 6.975 0.67 227.912 5:30:00 PM 10.862 1.384 858.289 5:45:00 AM 7.265 0.691 248.891 5:45:00 PM 11.103 1.467 935.606 6:00:00 AM 7.548 0.798 302.989 6:00:00 PM 11.067 1.426 905.913 6:15:00 AM 8.05 0.89 369.47 6:15:00 PM 11.062 1.398 887.669 6:30:00 AM 8.408 0.986 434.151 6:30:00 PM 11.06 1.387 880.541 6:45:00 AM 8.757 1.159 539.248 6:45:00 PM 11.061 1.388 880.973 7:00:00 AM 9.098 1.207 591.362 7:00:00 PM 11.06 1.423 903.555 7:15:00 AM 9.771 1.276 688.16 7:15:00 PM 11.096 1.474 939.497 7:30:00 AM 9.768 1.279 689.266 7:30:00 PM 11.051 1.489 944.137 7:45:00 AM 9.908 1.348 740.731 7:45:00 PM 11.337 1.541 1010.32 8:00:00 AM 10.001 1.29 717.576 8:00:00 PM 11.76 1.395 958.839 8:15:00 AM 10.185 1.288 733.74 8:15:00 PM 11.673 1.431 973.913 8:30:00 AM 10.398 1.115 653.046 8:30:00 PM 11.488 1.437 958.209 8:45:00 AM 10.391 1.207 706.354 8:45:00 PM 11.47 1.527 1015.92 9:00:00 AM 10.515 1.332 791.453 9:00:00 PM 11.566 1.555 1045.92 9:15:00 AM 10.411 1.356 795.135 9:15:00 PM 11.617 1.603 1084.04 9:30:00 AM 10.445 1.313 773.184 9:30:00 PM 11.739 1.538 1054.47 9:45:00 AM 10.5 1.402 831.653 9:45:00 PM 11.955 1.605 1126.2 10:00:00 AM 10.362 1.433 835.239 10:00:00 PM 12.167 1.648 1182.56 10:15:00 AM 10.548 1.297 774.139 10:15:00 PM 11.928 1.624 1136.42 10:30:00 AM 10.542 1.306 778.369 10:30:00 PM 11.833 1.516 1049.77 10:45:00 AM 10.491 1.224 725.341 10:45:00 PM 11.81 1.451 1002.58 11:00:00 AM 10.516 1.343 798.065 11:00:00 PM 11.713 1.486 1015.95 11:15:00 AM 10.443 1.299 765.199 11:15:00 PM 11.23 1.546 1001.01 11:30:00 AM 10.591 1.396 837.127 11:30:00 PM 10.787 1.423 874.228 11:45:00 AM 10.686 1.384 839.821 11:45:00 PM 10.253 1.229 706.22 Inches Feet/Sec GPM
Daily Avg: 9.851 1.220 701.532
Daily Min: 6.595 0.574 186.522
Daily Max: 12.167 1.648 1182.56
Peak to Avg: 1.69
Thursday - A.M. 7/20/2023 Thursday - P.M. 7/20/2023
235
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/21/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
236
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 9.832 1.187 645.357 12:00:00 PM 10.796 1.504 924.843 12:15:00 AM 9.603 1.272 670.266 12:15:00 PM 11.029 1.458 922.44 12:30:00 AM 9.317 1.224 619.334 12:30:00 PM 10.862 1.392 862.825 12:45:00 AM 8.906 1.134 539.809 12:45:00 PM 11.25 1.487 964.733 1:00:00 AM 8.537 1.123 504.798 1:00:00 PM 10.932 1.386 866.52 1:15:00 AM 8.246 1.036 444.099 1:15:00 PM 10.875 1.415 878.709 1:30:00 AM 8.081 1.01 421.145 1:30:00 PM 10.657 1.444 873.208 1:45:00 AM 7.835 0.872 348.5 1:45:00 PM 10.653 1.382 835.259 2:00:00 AM 7.663 0.893 346.382 2:00:00 PM 10.888 1.441 895.912 2:15:00 AM 7.471 0.858 321.473 2:15:00 PM 10.547 1.402 836.408 2:30:00 AM 7.332 0.757 276.181 2:30:00 PM 10.718 1.386 844.8 2:45:00 AM 7.107 0.764 266.816 2:45:00 PM 10.906 1.43 891.107 3:00:00 AM 7.094 0.694 241.82 3:00:00 PM 10.682 1.373 833.11 3:15:00 AM 7.077 0.707 245.701 3:15:00 PM 10.657 1.392 841.913 3:30:00 AM 6.885 0.703 234.889 3:30:00 PM 12.607 1.459 1094.69 3:45:00 AM 6.792 0.67 219.855 3:45:00 PM 12.847 1.668 1281.36 4:00:00 AM 6.923 0.69 232.527 4:00:00 PM 12.747 1.479 1124.92 4:15:00 AM 6.988 0.714 243.652 4:15:00 PM 12.729 1.628 1236.81 4:30:00 AM 6.905 0.795 266.891 4:30:00 PM 12.652 1.547 1166.33 4:45:00 AM 6.866 0.656 218.606 4:45:00 PM 12.418 1.64 1207.29 5:00:00 AM 6.967 0.706 240.045 5:00:00 PM 12.151 1.623 1162.7 5:15:00 AM 7.042 0.796 274.654 5:15:00 PM 11.861 1.564 1086.63 5:30:00 AM 7.329 0.822 299.859 5:30:00 PM 11.351 1.553 1019.78 5:45:00 AM 7.548 0.799 303.541 5:45:00 PM 11.099 1.387 884.428 6:00:00 AM 8.51 0.977 437.347 6:00:00 PM 10.909 1.432 892.682 6:15:00 AM 8.753 1.097 510.035 6:15:00 PM 10.804 1.368 842.296 6:30:00 AM 8.626 1.076 490.73 6:30:00 PM 10.962 1.412 885.802 6:45:00 AM 8.642 1.033 472.083 6:45:00 PM 11.025 1.521 961.485 7:00:00 AM 8.947 1.194 572.06 7:00:00 PM 10.992 1.405 884.691 7:15:00 AM 9.188 1.269 630.338 7:15:00 PM 11.098 1.452 925.947 7:30:00 AM 9.446 1.267 652.878 7:30:00 PM 11.017 1.445 912.894 7:45:00 AM 9.545 1.19 622.149 7:45:00 PM 10.839 1.301 804.514 8:00:00 AM 9.958 1.234 682.476 8:00:00 PM 10.757 1.425 872.24 8:15:00 AM 10.367 1.232 718.756 8:15:00 PM 11.039 1.479 936.333 8:30:00 AM 10.299 1.298 750.568 8:30:00 PM 11.029 1.477 934.126 8:45:00 AM 10.283 1.422 820.46 8:45:00 PM 11.047 1.486 941.674 9:00:00 AM 10.535 1.422 847.282 9:00:00 PM 10.958 1.493 936.438 9:15:00 AM 10.661 1.406 850.631 9:15:00 PM 10.93 1.453 908.427 9:30:00 AM 10.785 1.364 837.578 9:30:00 PM 11.119 1.448 925.418 9:45:00 AM 10.67 1.317 797.991 9:45:00 PM 11.193 1.444 930.694 10:00:00 AM 10.755 1.374 840.685 10:00:00 PM 11.698 1.554 1060.31 10:15:00 AM 10.696 1.286 781.631 10:15:00 PM 11.789 1.471 1013.78 10:30:00 AM 10.481 1.411 834.799 10:30:00 PM 11.391 1.404 925.616 10:45:00 AM 10.389 1.368 800.132 10:45:00 PM 11.158 1.448 929.657 11:00:00 AM 10.645 1.414 853.929 11:00:00 PM 10.949 1.442 903.379 11:15:00 AM 10.876 1.399 868.751 11:15:00 PM 10.744 1.343 820.917 11:30:00 AM 10.834 1.454 898.454 11:30:00 PM 10.567 1.325 792.151 11:45:00 AM 10.985 1.415 890.368 11:45:00 PM 10.342 1.357 789.027 Inches Feet/Sec GPM
Daily Avg: 10.039 1.268 742.212
Daily Min: 6.792 0.656 218.606
Daily Max: 12.847 1.668 1281.36
Peak to Avg: 1.73
Friday - A.M. 7/21/2023 Friday - P.M. 7/21/2023
237
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/22/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
238
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 9.965 1.325 733.672 12:00:00 PM 12.058 1.462 1037.15 12:15:00 AM 9.684 1.187 632.678 12:15:00 PM 12.033 1.524 1077.92 12:30:00 AM 9.247 1.155 578.363 12:30:00 PM 12.15 1.603 1148.01 12:45:00 AM 9.023 1.086 526.421 12:45:00 PM 12.367 1.552 1137.04 1:00:00 AM 8.691 1.077 496.191 1:00:00 PM 12.427 1.668 1229.58 1:15:00 AM 8.388 0.988 433.887 1:15:00 PM 12.27 1.555 1127.63 1:30:00 AM 8.209 0.9 383.796 1:30:00 PM 11.633 1.499 1015.67 1:45:00 AM 7.981 0.89 365.088 1:45:00 PM 11.779 1.52 1046.68 2:00:00 AM 7.839 0.816 326.353 2:00:00 PM 11.587 1.574 1061.08 2:15:00 AM 7.557 0.875 333.014 2:15:00 PM 11.521 1.581 1058.11 2:30:00 AM 7.453 0.754 281.504 2:30:00 PM 11.406 1.584 1046.22 2:45:00 AM 7.324 0.78 284.21 2:45:00 PM 11.256 1.521 987.487 3:00:00 AM 7.16 0.729 257.371 3:00:00 PM 11.204 1.381 891.218 3:15:00 AM 7.017 0.672 230.855 3:15:00 PM 11.178 1.48 952.465 3:30:00 AM 7.073 0.669 232.107 3:30:00 PM 10.978 1.422 893.762 3:45:00 AM 7.15 0.762 268.445 3:45:00 PM 10.774 1.527 936.955 4:00:00 AM 7.118 0.709 248.195 4:00:00 PM 11.078 1.482 942.935 4:15:00 AM 6.94 0.644 217.807 4:15:00 PM 11.168 1.573 1010.89 4:30:00 AM 6.907 0.747 250.899 4:30:00 PM 10.879 1.439 894.286 4:45:00 AM 6.852 0.662 219.961 4:45:00 PM 10.576 1.362 815.383 5:00:00 AM 6.971 0.6 204.143 5:00:00 PM 10.63 1.29 777.283 5:15:00 AM 6.997 0.729 249.099 5:15:00 PM 10.801 1.389 855.063 5:30:00 AM 7.157 0.746 263.237 5:30:00 PM 10.794 1.433 881.023 5:45:00 AM 7.264 0.676 243.525 5:45:00 PM 10.705 1.406 855.533 6:00:00 AM 7.281 0.73 263.902 6:00:00 PM 10.438 1.147 675.26 6:15:00 AM 7.686 0.903 351.477 6:15:00 PM 10.628 1.459 879.218 6:30:00 AM 7.923 0.948 384.916 6:30:00 PM 10.573 1.372 821.185 6:45:00 AM 7.872 0.93 374.236 6:45:00 PM 10.644 1.381 833.994 7:00:00 AM 8.081 0.973 405.993 7:00:00 PM 10.733 1.554 948.547 7:15:00 AM 8.402 0.896 394.358 7:15:00 PM 10.926 1.468 917.207 7:30:00 AM 8.756 1.05 488.732 7:30:00 PM 11.041 1.41 892.703 7:45:00 AM 8.896 1.072 509.644 7:45:00 PM 10.802 1.352 832.318 8:00:00 AM 9.401 1.145 586.427 8:00:00 PM 10.675 1.324 802.652 8:15:00 AM 9.649 1.178 624.579 8:15:00 PM 10.608 1.393 837.617 8:30:00 AM 9.849 1.3 708.533 8:30:00 PM 10.521 1.246 740.784 8:45:00 AM 10.338 1.453 844.429 8:45:00 PM 10.326 1.442 836.345 9:00:00 AM 10.702 1.277 776.303 9:00:00 PM 10.282 1.425 822.41 9:15:00 AM 10.867 1.379 855.533 9:15:00 PM 10.259 1.393 801.182 9:30:00 AM 11.077 1.37 871.666 9:30:00 PM 10.547 1.392 830.429 9:45:00 AM 11.217 1.432 926.059 9:45:00 PM 10.391 1.323 773.915 10:00:00 AM 11.597 1.461 985.627 10:00:00 PM 10.314 1.332 771.791 10:15:00 AM 12.098 1.504 1071.32 10:15:00 PM 10.336 1.377 799.976 10:30:00 AM 12.124 1.534 1095.99 10:30:00 PM 10.512 1.382 820.919 10:45:00 AM 11.848 1.441 999.727 10:45:00 PM 10.647 1.428 862.32 11:00:00 AM 11.831 1.526 1056.61 11:00:00 PM 10.334 1.378 800.212 11:15:00 AM 11.737 1.534 1051.6 11:15:00 PM 10.273 1.354 780.097 11:30:00 AM 11.901 1.55 1081.3 11:30:00 PM 10.141 1.33 753.297 11:45:00 AM 11.986 1.544 1086.76 11:45:00 PM 9.854 1.332 726.579 Inches Feet/Sec GPM
Daily Avg: 9.939 1.240 721.718
Daily Min: 6.852 0.6 204.143
Daily Max: 12.427 1.668 1229.58
Peak to Avg: 1.70
Saturday - A.M. 7/22/2023 Saturday - P.M. 7/22/2023
239
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/23/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
240
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 9.596 1.242 653.717 12:00:00 PM 12.187 1.633 1174.42 12:15:00 AM 9.226 1.12 559.117 12:15:00 PM 11.979 1.56 1097.19 12:30:00 AM 9.042 1.164 565.584 12:30:00 PM 11.841 1.524 1056.47 12:45:00 AM 8.957 1.168 560.554 12:45:00 PM 11.911 1.484 1036.06 1:00:00 AM 8.858 1.118 528.309 1:00:00 PM 11.811 1.467 1013.68 1:15:00 AM 8.778 1.04 485.82 1:15:00 PM 11.795 1.538 1060.61 1:30:00 AM 8.47 0.937 416.857 1:30:00 PM 11.693 1.545 1053.98 1:45:00 AM 8.169 0.947 401.033 1:45:00 PM 11.483 1.468 978.09 2:00:00 AM 7.993 0.909 373.357 2:00:00 PM 11.267 1.314 854.257 2:15:00 AM 7.822 0.841 335.317 2:15:00 PM 11.344 1.353 887.703 2:30:00 AM 7.616 0.866 333.127 2:30:00 PM 11.491 1.456 971.018 2:45:00 AM 7.464 0.717 267.953 2:45:00 PM 11.283 1.429 931.17 3:00:00 AM 7.407 0.71 262.718 3:00:00 PM 10.859 1.393 863.285 3:15:00 AM 7.305 0.706 256.158 3:15:00 PM 10.813 1.471 906.404 3:30:00 AM 7.32 0.706 256.919 3:30:00 PM 10.861 1.423 882.245 3:45:00 AM 7.212 0.767 273.498 3:45:00 PM 10.768 1.409 863.703 4:00:00 AM 7.116 0.734 256.751 4:00:00 PM 10.721 1.346 820.341 4:15:00 AM 7.139 0.638 224.325 4:15:00 PM 10.907 1.443 899.417 4:30:00 AM 7.251 0.626 224.942 4:30:00 PM 10.972 1.581 993.315 4:45:00 AM 7.322 0.686 249.807 4:45:00 PM 10.822 1.479 912.873 5:00:00 AM 7.325 0.707 257.57 5:00:00 PM 10.887 1.469 913.382 5:15:00 AM 7.305 0.69 250.272 5:15:00 PM 10.778 1.45 889.797 5:30:00 AM 6.788 0.621 203.463 5:30:00 PM 10.847 1.379 853.589 5:45:00 AM 6.796 0.66 216.861 5:45:00 PM 10.719 1.398 851.636 6:00:00 AM 6.813 0.638 210.347 6:00:00 PM 10.683 1.399 848.708 6:15:00 AM 7.04 0.714 246.075 6:15:00 PM 10.778 1.424 874.141 6:30:00 AM 7.063 0.701 242.77 6:30:00 PM 10.737 1.436 877.107 6:45:00 AM 6.994 0.696 237.689 6:45:00 PM 10.526 1.425 847.696 7:00:00 AM 7.305 0.801 290.737 7:00:00 PM 10.635 1.388 836.997 7:15:00 AM 7.635 0.794 306.45 7:15:00 PM 10.633 1.427 860.427 7:30:00 AM 8.951 1.102 528.417 7:30:00 PM 10.675 1.292 783.213 7:45:00 AM 10.655 1.331 804.697 7:45:00 PM 10.919 1.357 847.435 8:00:00 AM 11.236 1.526 989.067 8:00:00 PM 11.203 1.506 972.315 8:15:00 AM 11.279 1.525 993.044 8:15:00 PM 11.177 1.431 920.791 8:30:00 AM 11.489 1.476 984.501 8:30:00 PM 11.184 1.511 973.332 8:45:00 AM 11.759 1.513 1039.5 8:45:00 PM 11.158 1.399 898.088 9:00:00 AM 12.125 1.458 1041.25 9:00:00 PM 11.264 1.395 906.547 9:15:00 AM 12.549 1.536 1145.71 9:15:00 PM 11.316 1.446 945.336 9:30:00 AM 13.017 1.622 1266.9 9:30:00 PM 11.422 1.457 964.475 9:45:00 AM 13.419 1.665 1350.58 9:45:00 PM 11.66 1.514 1028.7 10:00:00 AM 13.729 1.733 1445.22 10:00:00 PM 11.762 1.48 1016.85 10:15:00 AM 13.802 1.759 1476.69 10:15:00 PM 11.607 1.582 1068.58 10:30:00 AM 13.636 1.706 1411.27 10:30:00 PM 11.663 1.454 988.41 10:45:00 AM 13.691 1.767 1468.73 10:45:00 PM 11.506 1.542 1029.91 11:00:00 AM 13.532 1.666 1365.34 11:00:00 PM 11.164 1.481 951.882 11:15:00 AM 12.736 1.64 1246.45 11:15:00 PM 10.835 1.487 919.076 11:30:00 AM 12.484 1.642 1217.47 11:30:00 PM 10.542 1.443 860.29 11:45:00 AM 12.445 1.507 1112.75 11:45:00 PM 10.2 1.404 801.557 Inches Feet/Sec GPM
Daily Avg: 10.309 1.277 789.142
Daily Min: 6.788 0.621 203.463
Daily Max: 13.802 1.767 1476.69
Peak to Avg: 1.87
Sunday - A.M. 7/23/2023 Sunday - P.M. 7/23/2023
241
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure TransducerTime Period: 7/24/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
242
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 500 Acacia
Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 9.859 1.283 700.097 12:00:00 PM 10.854 1.399 866.842 12:15:00 AM 9.503 1.254 651.536 12:15:00 PM 10.985 1.487 935.426 12:30:00 AM 9.049 1.16 564.577 12:30:00 PM 11.022 1.318 832.951 12:45:00 AM 8.776 1.11 518.026 12:45:00 PM 11.063 1.354 859.649 1:00:00 AM 8.477 1.042 464.145 1:00:00 PM 10.985 1.484 933.881 1:15:00 AM 8.102 0.818 342.601 1:15:00 PM 10.854 1.394 863.601 1:30:00 AM 7.886 0.864 348.541 1:30:00 PM 10.857 1.378 853.885 1:45:00 AM 7.658 0.99 383.465 1:45:00 PM 10.825 1.462 902.505 2:00:00 AM 7.474 0.831 311.278 2:00:00 PM 10.811 1.258 775.143 2:15:00 AM 7.286 0.704 254.769 2:15:00 PM 10.636 1.364 822.542 2:30:00 AM 7.18 0.719 254.996 2:30:00 PM 10.695 1.351 820.683 2:45:00 AM 7.078 0.673 233.731 2:45:00 PM 10.696 1.322 803.417 3:00:00 AM 6.908 0.637 214.082 3:00:00 PM 10.783 1.349 828.78 3:15:00 AM 6.844 0.661 219.194 3:15:00 PM 10.75 1.381 844.945 3:30:00 AM 6.831 0.724 239.375 3:30:00 PM 10.548 1.385 826.564 3:45:00 AM 6.796 0.731 240.017 3:45:00 PM 10.523 1.452 863.456 4:00:00 AM 6.855 0.661 219.765 4:00:00 PM 10.606 1.415 850.651 4:15:00 AM 6.887 0.629 210.293 4:15:00 PM 10.586 1.405 842.338 4:30:00 AM 6.917 0.725 243.967 4:30:00 PM 10.576 1.391 832.879 4:45:00 AM 6.811 0.75 246.928 4:45:00 PM 10.633 1.412 851.539 5:00:00 AM 6.909 0.698 234.589 5:00:00 PM 10.679 1.498 908.46 5:15:00 AM 7.094 0.807 281.142 5:15:00 PM 10.774 1.496 917.924 5:30:00 AM 7.178 0.834 295.439 5:30:00 PM 10.843 1.365 844.376 5:45:00 AM 7.389 0.75 276.598 5:45:00 PM 10.975 1.419 891.802 6:00:00 AM 7.648 0.893 345.481 6:00:00 PM 10.995 1.358 855.188 6:15:00 AM 8.011 0.987 406.988 6:15:00 PM 11.047 1.45 918.725 6:30:00 AM 8.439 1.002 443.333 6:30:00 PM 11.557 1.451 975.031 6:45:00 AM 8.694 1.021 470.657 6:45:00 PM 11.57 1.52 1022.66 7:00:00 AM 8.876 1.123 532.34 7:00:00 PM 11.331 1.427 934.677 7:15:00 AM 9.132 1.06 521.917 7:15:00 PM 11.092 1.421 905.102 7:30:00 AM 9.373 1.262 643.942 7:30:00 PM 11.194 1.454 937.705 7:45:00 AM 9.588 1.109 582.908 7:45:00 PM 11.42 1.502 993.576 8:00:00 AM 10.063 1.253 702.524 8:00:00 PM 11.324 1.516 992.213 8:15:00 AM 10.308 1.262 730.3 8:15:00 PM 11.426 1.597 1057.47 8:30:00 AM 10.32 1.406 814.941 8:30:00 PM 11.642 1.482 1005.19 8:45:00 AM 10.45 1.367 806.004 8:45:00 PM 11.76 1.523 1046.05 9:00:00 AM 10.617 1.378 829.037 9:00:00 PM 11.735 1.607 1100.82 9:15:00 AM 10.593 1.48 888.299 9:15:00 PM 11.754 1.521 1044.13 9:30:00 AM 10.574 1.28 766.164 9:30:00 PM 11.897 1.568 1093.49 9:45:00 AM 10.535 1.443 859.593 9:45:00 PM 12.075 1.593 1132.29 10:00:00 AM 10.609 1.462 879.026 10:00:00 PM 12.212 1.475 1063.54 10:15:00 AM 10.694 1.374 834.504 10:15:00 PM 12.525 1.768 1315.86 10:30:00 AM 10.576 1.407 842.51 10:30:00 PM 12.297 1.559 1133.94 10:45:00 AM 10.751 1.392 851.57 10:45:00 PM 11.904 1.6 1116.89 11:00:00 AM 10.918 1.5 936.492 11:00:00 PM 11.552 1.435 963.66 11:15:00 AM 10.97 1.479 928.597 11:15:00 PM 11.113 1.516 968.06 11:30:00 AM 10.957 1.356 850.217 11:30:00 PM 10.776 1.438 882.442 11:45:00 AM 10.903 1.38 859.509 11:45:00 PM 10.473 1.318 779.079 Inches Feet/Sec GPM
Daily Avg: 9.965 1.254 730.399
Daily Min: 6.796 0.629 210.293
Daily Max: 12.525 1.768 1315.86
Peak to Avg: 1.80
Monday - A.M. 7/24/2023 Monday - P.M. 7/24/2023
243
Sewer Line Flow Study Summary
Maximum Level Maximum Velocity Maximum Flow Rate
Average:

Maximum:

Minimum:

1.216

1.768

0.454
Velocity - Feet per Second
Average:

Maximum:

Minimum:

Max d/D:

10.108

13.802

6.595

57.5%
Level - Inches
Average:

Maximum::

Minimum:

Peak to Average
721.560
1476.69
181.182

1.70 Flow Rate - Gallons Per Minute
Project: City of Santa Paula - Sewer Flow Study
Location: 500 Acacia, Santa Paula, CA
Pipe Size: 24” VCP
Time Period: 7/11/2023, 12:00 a.m. - 7/25/2023, 12:00 a.m. 244
1868 Palma Drive, Suite I, Ventura, CA 93003 www.goldcoastenv.com 805.498.3811 ph.

Manhole - Layout

CITY OF SANTA PAULA - SEWER FLOW STUDY
MH Location: 416 Dartmouth
Santa Paula, CA 93060

Pipe Size: 24” VCP
Time Period: 7/11/2023 - 12:00 a.m. to
7/25/2023- 12:00 a.m.

GPS: 34.348436, -119.065191
Equipment
N
 This line has very low velocity possibly from a silt damn downstream.
 The line was cleaned prior to installation of the meter, but after 2.5 weeks of being installed silt was back inside of the channel and on our meter.

Manhole
E
Gold G C Coast Environmental
E Specializing in process instrumentation and calibration.

G C
Teledyne Isco 2150 Area Velocity Flow Meter with 10’
measuring range:

1.5 to +1.5 m/s)
 ±2% of reading from 5 to 20 ft/s (1.5 to 6.1 m/s)
Method Of Insertion:
 24 inch line requires Confined Space Entry.

Flow
245
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/11/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
246
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 PM 11.576 0.209 140.784
12:15:00 AM 11.017 0.318 200.433 12:15:00 PM 11.83 0.42 290.607 12:30:00 AM 10.958 0.357 223.716 12:30:00 PM 11.963 0.359 252.193 12:45:00 AM 10.927 0.314 193.478 12:45:00 PM 11.89 0.37 256.607 1:00:00 AM 10.571 0.28 166.451 1:00:00 PM 11.741 0.391 268.031 1:15:00 AM 10.512 0.287 170.195 1:15:00 PM 11.634 0.397 268.81 1:30:00 AM 10.432 0.274 168.604 1:30:00 PM 11.622 0.302 202.689 1:45:00 AM 10.322 0.281 163.223 1:45:00 PM 11.672 0.365 248.212 2:00:00 AM 10.195 0.218 124.25 2:00:00 PM 11.595 0.282 246.125 2:15:00 AM 10.161 0.263 149.269 2:15:00 PM 11.482 0 198.274 2:30:00 AM 10.167 0.271 153.624 2:30:00 PM 11.441 0.031 194.771 2:45:00 AM 10.098 0.274 153.895 2:45:00 PM 11.529 0 196.523 3:00:00 AM 10.001 0.243 135.105 3:00:00 PM 11.569 0 198.274 3:15:00 AM 9.898 0.261 142.867 3:15:00 PM 11.521 0 203.529 3:30:00 AM 9.861 0.223 121.497 3:30:00 PM 11.475 0.308 205.253 3:45:00 AM 9.842 0.245 133.382 3:45:00 PM 11.635 0.424 287.071 4:00:00 AM 9.789 0 132.427 4:00:00 PM 11.627 0.393 265.893 4:15:00 AM 9.793 0 132.507 4:15:00 PM 11.514 0.385 257.25 4:30:00 AM 9.799 0.246 132.607 4:30:00 PM 11.56 0.414 278.09 4:45:00 AM 9.746 0.206 110.827 4:45:00 PM 11.451 0.369 243.924 5:00:00 AM 9.899 0.282 154.428 5:00:00 PM 11.666 0.42 281.918 5:15:00 AM 9.878 0.268 146.42 5:15:00 PM 11.655 0.419 284.556 5:30:00 AM 9.971 0.323 175.278 5:30:00 PM 11.57 0.402 268.527 5:45:00 AM 10.223 0.257 147.169 5:45:00 PM 11.493 0.418 278.826 6:00:00 AM 10.26 0.289 166.153 6:00:00 PM 11.686 0.391 266.344 6:15:00 AM 10.404 0.606 353.445 6:15:00 PM 11.674 0.385 261.936 6:30:00 AM 10.382 0.272 170.809 6:30:00 PM 11.661 0.398 268.095 6:45:00 AM 10.521 0.32 190.087 6:45:00 PM 11.635 0.378 264.961 7:00:00 AM 10.543 0.302 179.909 7:00:00 PM 11.893 0 258.402 7:15:00 AM 10.703 0.29 176.613 7:15:00 PM 12.12 0.413 295.038 7:30:00 AM 10.804 0.352 216.636 7:30:00 PM 11.928 0.431 301.196 7:45:00 AM 11.028 0.34 214.783 7:45:00 PM 11.981 0.618 435.178 8:00:00 AM 11.138 0.319 203.534 8:00:00 PM 11.949 0.477 334.175 8:15:00 AM 11.202 0.373 239.186 8:15:00 PM 11.982 0.423 296.382 8:30:00 AM 11.362 0.356 231.142 8:30:00 PM 11.834 0.454 308.777 8:45:00 AM 11.48 0.039 229.594 8:45:00 PM 11.851 0.384 263.941 9:00:00 AM 11.415 0 231.554 9:00:00 PM 11.871 0.48 332.156 9:15:00 AM 11.456 0 229.802 9:15:00 PM 12.226 0 308.051 9:30:00 AM 11.461 0.381 252.104 9:30:00 PM 12.223 0 307.959 9:45:00 AM 11.503 0.385 257.038 9:45:00 PM 12.004 0.539 377.824 10:00:00 AM 11.54 0.294 221.091 10:00:00 PM 11.977 0.377 265.152 10:15:00 AM 11.59 0.345 232.273 10:15:00 PM 12.089 0.342 243.573 10:30:00 AM 11.524 0 230.99 10:30:00 PM 12.08 0.45 319.624 10:45:00 AM 11.726 0.405 275.272 10:45:00 PM 12.019 0.361 255.188 11:00:00 AM 11.736 0.407 276.721 11:00:00 PM 11.917 0.366 255.055 11:15:00 AM 11.664 0.341 256.905 11:15:00 PM 11.83 0.397 269.469 11:30:00 AM 11.655 0.347 235.827 11:30:00 PM 11.604 0.347 233.89 11:45:00 AM 11.671 0.306 223.674 11:45:00 PM 11.47 0.325 216.221 Inches Feet/Sec GPM
Daily Avg: 11.232 0.301 229.285
Daily Min: 9.746 0 110.827
Daily Max: 12.226 0.618 435.178
Peak to Avg: 1.90
Tuesday- A.M. 7/11/2023 Tuesday- P.M. 7/11/2023
247
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/12/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
248
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 11.188 0.392 252.733 12:00:00 PM 11.49 0.312 233.534 12:15:00 AM 10.973 0.368 230.157 12:15:00 PM 11.184 0.371 238.961 12:30:00 AM 10.842 0.317 196.047 12:30:00 PM 11.198 0.169 196.427 12:45:00 AM 10.727 0.262 179.447 12:45:00 PM 11.301 0.275 179.298 1:00:00 AM 10.523 0.313 185.961 1:00:00 PM 11.294 0.321 209.227 1:15:00 AM 10.242 0.252 144.715 1:15:00 PM 11.242 0.333 214.065 1:30:00 AM 10.097 0 125.786 1:30:00 PM 11.313 0.416 271.759 1:45:00 AM 10.034 0 124.761 1:45:00 PM 11.245 0 269.633 2:00:00 AM 9.9 0.225 123.371 2:00:00 PM 11.255 0.312 199.498 2:15:00 AM 9.877 0 123.056 2:15:00 PM 11.181 0.36 231.294 2:30:00 AM 9.896 0 123.371 2:30:00 PM 11.15 0.319 204.611 2:45:00 AM 9.755 0 121.037 2:45:00 PM 11.165 0.4 257.082 3:00:00 AM 9.713 0 120.344 3:00:00 PM 11.014 0.222 202.164 3:15:00 AM 9.648 0 119.271 3:15:00 PM 11.184 0.439 280.807 3:30:00 AM 9.638 0 119.116 3:30:00 PM 11.148 0.334 260.801 3:45:00 AM 9.725 0 120.553 3:45:00 PM 11.098 0.336 214.541 4:00:00 AM 9.661 0 119.486 4:00:00 PM 11.179 0.316 215.588 4:15:00 AM 9.513 0 117.052 4:15:00 PM 11.073 0.317 201.374 4:30:00 AM 9.547 0 117.604 4:30:00 PM 11.305 0 206.857
4:45:00 AM 9.437 0 115.793 4:45:00 PM 11.086 0.38 240.759 5:00:00 AM 9.58 0 118.155 5:00:00 PM 11.158 0.592 380.4 5:15:00 AM 9.593 0 118.367 5:15:00 PM 11.215 0.377 243.637 5:30:00 AM 9.744 0.248 130.973 5:30:00 PM 11.492 0.423 282.252 5:45:00 AM 9.808 0 115.449 5:45:00 PM 11.412 0.573 378.913 6:00:00 AM 9.865 0.249 136.239 6:00:00 PM 11.376 0.4 263.379 6:15:00 AM 10.063 0.257 143.859 6:15:00 PM 11.462 0.467 309.845 6:30:00 AM 10.105 0 144.653 6:30:00 PM 11.486 0.452 301.584 6:45:00 AM 10.151 0.326 184.798 6:45:00 PM 11.475 0.407 270.867 7:00:00 AM 10.193 0.316 180.124 7:00:00 PM 11.434 0 132.976 7:15:00 AM 10.321 0 145.168 7:15:00 PM 11.533 0.412 274.591 7:30:00 AM 10.524 0 148.934 7:30:00 PM 11.471 0.383 253.446 7:45:00 AM 10.45 0.273 160.933 7:45:00 PM 11.485 0.288 190.789 8:00:00 AM 10.567 0 163.305 8:00:00 PM 11.55 0.427 286.463 8:15:00 AM 10.92 0.295 184.067 8:15:00 PM 11.484 0.414 276.182 8:30:00 AM 11.027 0.356 224.6 8:30:00 PM 11.708 0.401 274.096 8:45:00 AM 10.991 0.337 212.08 8:45:00 PM 11.714 0.432 295.645 9:00:00 AM 11.174 0.408 262.164 9:00:00 PM 11.732 0.442 302.45 9:15:00 AM 11.292 0.372 264.691 9:15:00 PM 11.654 0.403 274.665 9:30:00 AM 11.456 0.313 244.415 9:30:00 PM 11.655 0.379 257.752 9:45:00 AM 11.437 0 207.608 9:45:00 PM 11.819 0.372 257.121 10:00:00 AM 11.303 0.339 217.189 10:00:00 PM 11.93 0.473 330.985 10:15:00 AM 11.151 0.44 282.117 10:15:00 PM 11.947 0.361 331.575 10:30:00 AM 11.156 0.257 164.233 10:30:00 PM 11.722 0.398 269.839 10:45:00 AM 11.242 0.295 191.309 10:45:00 PM 11.764 0.44 301.983 11:00:00 AM 11.209 0.257 166.162 11:00:00 PM 11.754 0.43 295.507 11:15:00 AM 10.954 0.281 175.586 11:15:00 PM 11.68 0.402 293.118 11:30:00 AM 10.992 0 163.391 11:30:00 PM 11.44 0.367 239.205 11:45:00 AM 11.422 0.35 231.737 11:45:00 PM 11.181 0.364 232.871 Inches Feet/Sec GPM
Daily Avg: 10.908 0.262 210.944
Daily Min: 9.437 0 115.449
Daily Max: 11.947 0.592 380.4
Peak to Avg: 1.80
Wednesday - A.M. 7/12/2023 Wednesday - P.M. 7/12/2023
249
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/13/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
250
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 11.004 0.375 231.892 12:00:00 PM 11.431 0.024 207.032 12:15:00 AM 10.79 0.317 230.763 12:15:00 PM 11.406 0.391 258.197 12:30:00 AM 10.662 0.28 168.132 12:30:00 PM 11.457 0.354 233.366 12:45:00 AM 10.545 0 154.368 12:45:00 PM 11.308 0.389 253.81 1:00:00 AM 10.433 0.235 152.232 1:00:00 PM 11.253 0.366 237.877 1:15:00 AM 10.27 0.227 135.633 1:15:00 PM 11.086 0.371 235.471 1:30:00 AM 10.107 0.25 141.168 1:30:00 PM 11.177 0.379 243.547 1:45:00 AM 10.057 0 109.17 1:45:00 PM 11.141 0.389 246.087 2:00:00 AM 10.036 0 108.862 2:00:00 PM 11.038 0.368 233.091 2:15:00 AM 9.854 0 106.244 2:15:00 PM 11.041 0.331 208.937 2:30:00 AM 9.866 0.208 113.1 2:30:00 PM 11.262 0.372 239.524 2:45:00 AM 9.724 0 92.29 2:45:00 PM 11.255 0.357 227.637 3:00:00 AM 9.622 0 90.993 3:00:00 PM 11.272 0.383 249.163 3:15:00 AM 9.634 0.219 116.096 3:15:00 PM 11.411 0.371 252.273 3:30:00 AM 9.608 0.221 116.37 3:30:00 PM 11.231 0.376 243.474 3:45:00 AM 9.629 0 116.712 3:45:00 PM 11.122 0.394 251.389 4:00:00 AM 9.606 0.224 118.066 4:00:00 PM 10.964 0.351 220.414 4:15:00 AM 9.538 0 117.137 4:15:00 PM 11.028 0.306 193.674 4:30:00 AM 9.413 0.212 108.545 4:30:00 PM 10.981 0.367 229.526 4:45:00 AM 9.429 0.205 105.182 4:45:00 PM 11.068 0.35 222.374 5:00:00 AM 9.428 0.195 100.158 5:00:00 PM 11.081 0.366 232.55 5:15:00 AM 9.547 0.224 117.206 5:15:00 PM 11.163 0.42 266.519 5:30:00 AM 9.5 0.342 175.437 5:30:00 PM 11.122 0.405 266.466 5:45:00 AM 9.587 0.262 177.247 5:45:00 PM 11.17 0.359 230.728 6:00:00 AM 9.697 0.287 153.18 6:00:00 PM 11.263 0.363 235.99 6:15:00 AM 9.73 0.305 163.489 6:15:00 PM 11.4 0.395 259.635 6:30:00 AM 10.007 0.325 181.083 6:30:00 PM 11.446 0.381 252.697 6:45:00 AM 10.186 0.342 195.029 6:45:00 PM 11.33 0.408 266.642 7:00:00 AM 10.174 0.335 190.667 7:00:00 PM 11.373 0.39 256.942 7:15:00 AM 10.334 0.316 180.33 7:15:00 PM 11.341 0.391 255.751 7:30:00 AM 10.48 0.34 199.02 7:30:00 PM 11.408 0.361 238.402 7:45:00 AM 10.655 0.4 237.571 7:45:00 PM 11.419 0.43 284.332 8:00:00 AM 10.768 0.408 249.749 8:00:00 PM 11.457 0.485 322.034 8:15:00 AM 10.92 0.443 273.673 8:15:00 PM 11.577 0.368 326.377 8:30:00 AM 11.005 0.316 199.333 8:30:00 PM 11.544 0.414 277.574 8:45:00 AM 11.048 0.388 244.894 8:45:00 PM 11.844 0.46 319.215 9:00:00 AM 11.175 0.403 257.604 9:00:00 PM 11.737 0.4 274.204 9:15:00 AM 11.221 0.365 234.811 9:15:00 PM 11.449 0.44 290.531 9:30:00 AM 11.241 0.355 230.146 9:30:00 PM 11.555 0.691 464.318 9:45:00 AM 11.155 0.317 226.931 9:45:00 PM 11.525 0.412 276.014 10:00:00 AM 11.263 0.405 263.116 10:00:00 PM 11.466 0.357 237.169 10:15:00 AM 11.276 0.37 240.019 10:15:00 PM 11.625 0.25 169.474 10:30:00 AM 11.24 0.324 210.27 10:30:00 PM 11.625 0.404 273.193 10:45:00 AM 11.429 0.366 242.636 10:45:00 PM 11.637 0.388 258.103 11:00:00 AM 11.505 0.427 284.437 11:00:00 PM 11.357 0.415 270.749 11:15:00 AM 11.371 0.357 280.73 11:15:00 PM 11.26 0.408 263.435 11:30:00 AM 11.38 0 235.091 11:30:00 PM 11.266 0.358 227.71 11:45:00 AM 11.206 0.367 236.4 11:45:00 PM 11.037 0.4 248.255 Inches Feet/Sec GPM
Daily Avg: 10.850 0.318 216.981
Daily Min: 9.413 0 90.993
Daily Max: 11.844 0.691 464.318
Peak to Avg: 2.14
Thursday - A.M. 7/13/2023 Thursday - P.M. 7/13/2023
251
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/14/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
252
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.911 0.353 219.617 12:00:00 PM 11.365 0.25 196.874 12:15:00 AM 10.955 0.327 205.045 12:15:00 PM 11.198 0.321 205.912 12:30:00 AM 10.674 0.287 172.345 12:30:00 PM 11.178 0.349 224.517 12:45:00 AM 10.499 0.298 176.094 12:45:00 PM 11.474 0.424 276.868 1:00:00 AM 10.302 0.271 156.836 1:00:00 PM 11.475 0.285 203.707 1:15:00 AM 10.271 0.275 158.221 1:15:00 PM 11.441 0.255 168.948 1:30:00 AM 10.093 0.241 154.617 1:30:00 PM 11.241 0 165.158 1:45:00 AM 9.951 0 133.364 1:45:00 PM 11.099 0.361 230.423 2:00:00 AM 9.892 0 132.315 2:00:00 PM 11.223 0.332 214.571 2:15:00 AM 9.733 0 129.495 2:15:00 PM 11.223 0.392 253.332 2:30:00 AM 9.691 0.17 128.747 2:30:00 PM 11.269 0.394 256.416 2:45:00 AM 9.61 0 89.704 2:45:00 PM 11.192 0 190.363
3:00:00 AM 9.507 0 88.423 3:00:00 PM 11.215 0 190.867
3:15:00 AM 9.507 0.178 91.441 3:15:00 PM 11.056 0 187.353 3:30:00 AM 9.504 0 92.532 3:30:00 PM 11.055 0 187.344
3:45:00 AM 9.502 0.186 96.352 3:45:00 PM 11.169 0 189.847 4:00:00 AM 9.476 0 96.252 4:00:00 PM 11.159 0.294 189.629 4:15:00 AM 9.456 0.322 166.079 4:15:00 PM 11.062 0.224 142.021 4:30:00 AM 9.325 0.23 163.335 4:30:00 PM 11.243 0 145.044 4:45:00 AM 9.377 0.23 117.221 4:45:00 PM 11.176 0.385 247.823 5:00:00 AM 9.4 0.263 134.789 5:00:00 PM 11.388 0.358 235.745 5:15:00 AM 9.606 0.256 135.216 5:15:00 PM 11.301 0.03 233.405 5:30:00 AM 9.591 0.242 126.765 5:30:00 PM 11.302 0.433 282.43 5:45:00 AM 9.514 0.366 190.345 5:45:00 PM 11.27 0.35 227.676 6:00:00 AM 9.777 0 197.569 6:00:00 PM 11.29 0.275 179.28 6:15:00 AM 9.818 0.179 198.653 6:15:00 PM 11.38 0.398 262.238 6:30:00 AM 9.896 0.319 174.685 6:30:00 PM 11.431 0.377 248.621 6:45:00 AM 9.928 0.425 234.168 6:45:00 PM 11.42 0.378 250.203 7:00:00 AM 10.076 0 238.817 7:00:00 PM 11.338 0.304 198.606 7:15:00 AM 10.11 0.356 199.067 7:15:00 PM 11.346 0.352 231.281 7:30:00 AM 10.336 0.299 173.976 7:30:00 PM 11.341 0.324 212.6 7:45:00 AM 10.518 0.381 226.579 7:45:00 PM 11.397 0.177 213.961 8:00:00 AM 10.836 0.381 235.709 8:00:00 PM 11.48 0.229 152.845 8:15:00 AM 10.844 0.375 232.311 8:15:00 PM 11.453 0.443 290.424 8:30:00 AM 10.822 0.366 222.853 8:30:00 PM 11.374 0.364 239.628 8:45:00 AM 10.829 0.352 215.825 8:45:00 PM 11.485 0.416 277.054 9:00:00 AM 11.066 0.363 228.107 9:00:00 PM 11.479 0.408 269.844 9:15:00 AM 11.141 0.4 256.162 9:15:00 PM 11.396 0.397 261.167 9:30:00 AM 11.176 0.389 250.119 9:30:00 PM 11.336 0.389 254.707 9:45:00 AM 11.299 0.406 264.686 9:45:00 PM 11.298 0.375 244.153 10:00:00 AM 11.27 0.326 233.406 10:00:00 PM 11.311 0.375 244.975 10:15:00 AM 11.394 0.385 250.904 10:15:00 PM 11.209 0 226.502 10:30:00 AM 11.343 0.395 258.831 10:30:00 PM 11.067 0.365 231.996 10:45:00 AM 11.202 0 254.678 10:45:00 PM 11.294 0.344 233.684 11:00:00 AM 11.178 0.382 252.774 11:00:00 PM 11.27 0.36 234.288 11:15:00 AM 11.407 0.375 242.969 11:15:00 PM 11.169 0.351 225.766 11:30:00 AM 11.457 0.299 200.357 11:30:00 PM 11.065 0.38 240.441 11:45:00 AM 11.345 0 196.422 11:45:00 PM 10.963 0.219 238.413 Inches Feet/Sec GPM
Daily Avg: 10.799 0.260 202.991
Daily Min: 9.325 0 88.423
Daily Max: 11.485 0.443 290.424
Peak to Avg: 1.43
Friday - A.M. 7/14/2023 Friday - P.M. 7/14/2023
253
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/15/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
254
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.909 0.358 221.001 12:00:00 PM 11.696 0.661 449.317 12:15:00 AM 10.762 0.376 228.583 12:15:00 PM 11.77 0.508 349.285 12:30:00 AM 10.734 0 188.613 12:30:00 PM 11.84 0.374 259.048 12:45:00 AM 10.585 0 185.192 12:45:00 PM 11.95 0.516 360.984 1:00:00 AM 10.42 0.149 181.416 1:00:00 PM 11.962 0.477 361.42 1:15:00 AM 10.242 0.193 111.014 1:15:00 PM 11.879 0.505 349.506 1:30:00 AM 10.212 0 110.583 1:30:00 PM 11.824 0.461 318.379 1:45:00 AM 10.085 0.234 131.068 1:45:00 PM 11.809 0.552 381.308 2:00:00 AM 10.035 0.354 197.614 2:00:00 PM 11.785 0.545 374.48 2:15:00 AM 9.942 0 148.686 2:15:00 PM 11.697 0.501 340.986 2:30:00 AM 9.908 0.284 154.346 2:30:00 PM 11.775 0.565 389.126 2:45:00 AM 9.818 0.228 153.884 2:45:00 PM 11.804 0.634 437.674 3:00:00 AM 9.648 0 120.986 3:00:00 PM 11.732 0.446 373.705 3:15:00 AM 9.589 0 119.994 3:15:00 PM 11.699 0.475 324.094 3:30:00 AM 9.599 0.248 130.86 3:30:00 PM 11.662 0.538 365.53 3:45:00 AM 9.614 0 131.13 3:45:00 PM 11.668 0.5 340.145 4:00:00 AM 9.618 0.264 139.255 4:00:00 PM 11.723 0.504 343.528 4:15:00 AM 9.538 0 137.716 4:15:00 PM 11.652 0.567 382.931 4:30:00 AM 9.438 0 135.777 4:30:00 PM 11.519 0.529 354.238 4:45:00 AM 9.402 0.192 98.33 4:45:00 PM 11.331 0.596 390.6 5:00:00 AM 9.427 0 98.687 5:00:00 PM 11.326 0.43 390.364 5:15:00 AM 9.433 0 98.775 5:15:00 PM 11.393 0.401 264.382 5:30:00 AM 9.552 0.225 117.722 5:30:00 PM 11.387 0.448 295.09 5:45:00 AM 9.524 0 117.252 5:45:00 PM 11.383 0.521 343.515 6:00:00 AM 9.416 0.255 130.804 6:00:00 PM 11.327 0.469 305.904 6:15:00 AM 9.537 0.263 137.301 6:15:00 PM 11.385 0.457 301.388 6:30:00 AM 9.513 0.269 140.085 6:30:00 PM 11.393 0.468 308.403 6:45:00 AM 9.522 0.211 138.957 6:45:00 PM 11.297 0.46 299.64 7:00:00 AM 9.638 0 111.949 7:00:00 PM 11.236 0.374 242.174 7:15:00 AM 9.796 0 114.402 7:15:00 PM 11.323 0.506 331.406 7:30:00 AM 10.052 0 118.386 7:30:00 PM 11.203 0.617 388.405 7:45:00 AM 10.042 0.329 183.611 7:45:00 PM 11.2 0.439 282.406 8:00:00 AM 10.175 0.524 295.258 8:00:00 PM 11.143 0.453 290.548 8:15:00 AM 10.313 0.396 229.571 8:15:00 PM 11.148 0.458 293.947 8:30:00 AM 10.324 0.336 193.748 8:30:00 PM 11.201 0.503 323.646 8:45:00 AM 10.591 0.393 230.544 8:45:00 PM 11.271 0.664 430.739 9:00:00 AM 10.847 0.411 246.74 9:00:00 PM 11.323 0.6 388.396 9:15:00 AM 10.975 0.592 370.711 9:15:00 PM 11.122 0.556 383.898 9:30:00 AM 11.201 0.455 293.602 9:30:00 PM 11.025 0.376 237.508 9:45:00 AM 11.566 0.374 245.995 9:45:00 PM 10.974 0.398 249.184 10:00:00 AM 11.542 0.5 332.878 10:00:00 PM 11.264 0.424 268.423 10:15:00 AM 11.562 0.477 317.844 10:15:00 PM 11.378 0.327 215.247 10:30:00 AM 11.578 0.451 301.394 10:30:00 PM 11.362 0.581 380.552 10:45:00 AM 11.741 0.482 328.436 10:45:00 PM 11.306 0 379.592 11:00:00 AM 11.763 0 331.241 11:00:00 PM 11.193 0.454 292.946 11:15:00 AM 11.709 0.425 289.87 11:15:00 PM 10.992 0.412 271.602 11:30:00 AM 11.792 0.466 321.561 11:30:00 PM 11.033 0.538 339.645 11:45:00 AM 11.695 0.573 389.483 11:45:00 PM 11.024 0.505 315.834 Inches Feet/Sec GPM
Daily Avg: 10.878 0.360 264.136
Daily Min: 9.402 0 98.33
Daily Max: 11.962 0.664 449.317
Peak to Avg: 1.70
Saturday - A.M. 7/15/2023 Saturday - P.M. 7/15/2023
255
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/16/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
256
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.754 0.382 232.604 12:00:00 PM 11.828 0.437 300.74 12:15:00 AM 10.589 0.813 485.304 12:15:00 PM 11.748 0.417 286.412 12:30:00 AM 10.59 0.481 287.362 12:30:00 PM 11.709 0.484 330.754 12:45:00 AM 10.481 0.436 255.478 12:45:00 PM 11.628 0.623 421.863 1:00:00 AM 10.422 0.329 254.888 1:00:00 PM 11.615 0.483 326.692 1:15:00 AM 10.364 0.347 202.253 1:15:00 PM 11.775 0.508 349.645 1:30:00 AM 10.27 0.406 230.526 1:30:00 PM 11.922 0.47 328.972 1:45:00 AM 10.105 0.341 192.183 1:45:00 PM 11.807 0.62 428.128 2:00:00 AM 9.913 0.283 155.47 2:00:00 PM 11.618 0 419.361 2:15:00 AM 9.965 0 156.552 2:15:00 PM 11.565 0.515 416.895 2:30:00 AM 9.931 0.238 155.844 2:30:00 PM 11.668 0.532 356.269 2:45:00 AM 9.831 0.364 196.851 2:45:00 PM 11.635 0.421 285.592 3:00:00 AM 9.653 0 193.151 3:00:00 PM 11.575 0.436 293.349 3:15:00 AM 9.597 0 191.648 3:15:00 PM 11.359 0.443 290.98 3:30:00 AM 9.607 0 191.929 3:30:00 PM 11.267 0.422 274.59 3:45:00 AM 9.648 0 192.998 3:45:00 PM 11.436 0.391 259.005 4:00:00 AM 9.498 0 189.021 4:00:00 PM 11.486 0.409 270.991 4:15:00 AM 9.498 0 189.019 4:15:00 PM 11.446 0.402 266.551 4:30:00 AM 9.413 0 186.749 4:30:00 PM 11.357 0.409 268.423 4:45:00 AM 9.493 0.278 144.316 4:45:00 PM 11.455 0.416 275.099 5:00:00 AM 9.384 0 142.097 5:00:00 PM 11.445 0.509 335.351 5:15:00 AM 9.279 0 139.964 5:15:00 PM 11.496 0.518 344.367 5:30:00 AM 9.392 0.239 122.098 5:30:00 PM 11.471 0.42 274.721 5:45:00 AM 9.326 0 120.955 5:45:00 PM 11.193 0.303 270.924 6:00:00 AM 9.345 0.24 122.161 6:00:00 PM 11.063 0.437 277.544 6:15:00 AM 9.406 0.24 122.884 6:15:00 PM 11.102 0.434 275.906 6:30:00 AM 9.478 0 124.15 6:30:00 PM 11.166 0.521 333.311 6:45:00 AM 9.481 0.308 159.448 6:45:00 PM 11.139 0.397 254.147 7:00:00 AM 9.66 0.272 140.085 7:00:00 PM 11.233 0.428 277.125 7:15:00 AM 9.84 0.371 200.858 7:15:00 PM 11.302 0.445 289.522 7:30:00 AM 9.806 0.314 169.718 7:30:00 PM 11.359 0.536 348.083 7:45:00 AM 10.093 0.335 184.956 7:45:00 PM 11.241 0.595 385.264 8:00:00 AM 10.049 0.264 156.782 8:00:00 PM 11.276 0.476 309.904 8:15:00 AM 10.181 0.341 192.309 8:15:00 PM 11.373 0.472 309.394 8:30:00 AM 10.443 0.377 215.082 8:30:00 PM 11.419 0.482 318.044 8:45:00 AM 10.531 0.358 213.272 8:45:00 PM 11.429 0.497 329.146 9:00:00 AM 10.626 0.297 178.62 9:00:00 PM 11.46 0.381 253.081 9:15:00 AM 10.789 0.303 186.288 9:15:00 PM 11.558 0.414 278.232 9:30:00 AM 11.102 0.536 342.072 9:30:00 PM 11.559 0.611 410.025 9:45:00 AM 11.185 0.542 348.148 9:45:00 PM 11.699 0.671 457.882 10:00:00 AM 11.486 0.54 351.047 10:00:00 PM 11.738 0.512 350.798 10:15:00 AM 11.603 0.474 317.759 10:15:00 PM 11.572 0.571 384.499 10:30:00 AM 11.636 0.6 405.313 10:30:00 PM 11.534 0.408 272.462 10:45:00 AM 11.762 0.421 289.313 10:45:00 PM 11.61 0.642 433.712 11:00:00 AM 11.895 0.775 540.432 11:00:00 PM 11.5 0.372 248.602 11:15:00 AM 11.844 0.492 537.409 11:15:00 PM 11.243 0.568 367.196 11:30:00 AM 11.839 0.447 308.873 11:30:00 PM 11.178 0.548 351.052 11:45:00 AM 11.784 0.61 419.903 11:45:00 PM 11.039 0.518 328.301 Inches Feet/Sec GPM
Daily Avg: 10.867 0.385 277.078
Daily Min: 9.279 0 120.955
Daily Max: 11.922 0.813 540.432
Peak to Avg: 1.95
Sunday - A.M. 7/16/2023 Sunday - P.M. 7/16/2023
257
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/17/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
258
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 10.846 0.548 337.004 12:00:00 PM 11.229 0.246 159.491 12:15:00 AM 10.632 0.456 273.097 12:15:00 PM 11.177 0 158.529 12:30:00 AM 10.594 0.435 257.864 12:30:00 PM 11.237 0.27 174.67 12:45:00 AM 10.463 0.42 247.71 12:45:00 PM 11.504 0.456 304.61 1:00:00 AM 10.353 0.362 206.835 1:00:00 PM 11.413 0.544 359.838 1:15:00 AM 10.113 0.415 232.693 1:15:00 PM 11.391 0.4 264.007 1:30:00 AM 9.985 0.331 183.51 1:30:00 PM 11.184 0.313 257.8 1:45:00 AM 9.939 0.404 222.608 1:45:00 PM 11.293 0.378 246.539 2:00:00 AM 9.858 0.348 188.961 2:00:00 PM 11.242 0.468 300.946 2:15:00 AM 9.772 0.316 169.336 2:15:00 PM 11.054 0.392 248.19 2:30:00 AM 9.862 0.305 166.245 2:30:00 PM 11.017 0.408 257.244 2:45:00 AM 9.808 0.392 212.19 2:45:00 PM 11.067 0.456 287.992 3:00:00 AM 9.62 0.32 168.873 3:00:00 PM 11.033 0.363 228.449 3:15:00 AM 9.465 0.234 157.584 3:15:00 PM 11.131 0.5 318.26 3:30:00 AM 9.478 0.281 145.669 3:30:00 PM 11.108 0.456 289.898 3:45:00 AM 9.485 0.312 160.908 3:45:00 PM 11.218 0.432 279.17 4:00:00 AM 9.426 0.303 154.921 4:00:00 PM 11.374 0.544 357.895 4:15:00 AM 9.433 0.3 154.335 4:15:00 PM 11.444 0.472 312.833 4:30:00 AM 9.294 0.31 153.911 4:30:00 PM 11.469 0.455 302.743 4:45:00 AM 9.357 0 157.972 4:45:00 PM 11.339 0.553 362.275 5:00:00 AM 9.396 0 158.854 5:00:00 PM 11.238 0.568 365.901 5:15:00 AM 9.341 0.168 156.091 5:15:00 PM 11.264 0.358 234.408 5:30:00 AM 9.535 0.327 170.127 5:30:00 PM 11.228 0.501 319.32 5:45:00 AM 9.718 0.532 284.624 5:45:00 PM 11.296 0.488 315.491 6:00:00 AM 9.787 0 287.309 6:00:00 PM 11.235 0.408 264.217 6:15:00 AM 9.706 0 284.149 6:15:00 PM 11.24 0.367 238.034 6:30:00 AM 9.881 0 290.98 6:30:00 PM 11.436 0.741 491.486 6:45:00 AM 9.984 0.417 295.011 6:45:00 PM 11.486 0.493 328.508 7:00:00 AM 10.006 0.287 158.106 7:00:00 PM 11.374 0.339 324.4 7:15:00 AM 10.307 0.379 217.79 7:15:00 PM 11.462 0.589 387.427 7:30:00 AM 10.313 0.335 193.515 7:30:00 PM 11.578 0.437 292.056 7:45:00 AM 10.539 0.379 222.888 7:45:00 PM 11.559 0.415 277.966 8:00:00 AM 10.884 0.407 246.901 8:00:00 PM 11.753 0.475 321.525 8:15:00 AM 10.946 0.351 219.828 8:15:00 PM 11.801 0.396 273.019 8:30:00 AM 10.848 0.369 228.281 8:30:00 PM 11.625 0.568 384.644 8:45:00 AM 10.864 0.384 238.092 8:45:00 PM 11.669 0.634 431.532 9:00:00 AM 11.207 0.367 229.374 9:00:00 PM 11.684 0.503 342.512 9:15:00 AM 11.551 0.35 234.123 9:15:00 PM 11.68 0.508 345.361 9:30:00 AM 11.64 0.521 353.137 9:30:00 PM 11.56 0.513 343.965 9:45:00 AM 11.369 0.554 361.557 9:45:00 PM 11.609 0.543 366.727 10:00:00 AM 11.357 0.564 370.4 10:00:00 PM 11.721 0.349 237.861 10:15:00 AM 11.318 0.46 299.268 10:15:00 PM 11.808 0.228 195.229 10:30:00 AM 11.217 0.687 442.366 10:30:00 PM 11.815 0 157.805 10:45:00 AM 11.142 0.168 107.476 10:45:00 PM 11.671 0.657 445.772 11:00:00 AM 11.039 0.481 304.716 11:00:00 PM 11.625 0.536 361.149 11:15:00 AM 11.198 0.416 305.903 11:15:00 PM 11.353 0.432 280.524 11:30:00 AM 11.323 0.391 255.41 11:30:00 PM 11.162 0.485 307.19 11:45:00 AM 11.329 0.388 253.431 11:45:00 PM 11.008 0.452 285.299 Inches Feet/Sec GPM
Daily Avg: 10.858 0.390 265.007
Daily Min: 9.294 0 107.476
Daily Max: 11.815 0.741 491.486
Peak to Avg: 1.85
Monday - A.M. 7/17/2023 Monday - P.M. 7/17/2023
259
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/18/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
260
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.99 0.453 280.813 12:00:00 PM 11.157 0.422 270.205 12:15:00 AM 10.785 0.321 197.034 12:15:00 PM 11.297 0.468 300.893 12:30:00 AM 10.535 0.355 210.128 12:30:00 PM 11.354 0.459 298.275 12:45:00 AM 10.549 0.649 386.837 12:45:00 PM 11.183 0.513 330.518 1:00:00 AM 10.324 0.433 248.033 1:00:00 PM 11.198 0.498 319.734 1:15:00 AM 10.1 0.385 214.809 1:15:00 PM 11.202 0.592 382.042 1:30:00 AM 9.953 0.371 204.324 1:30:00 PM 10.95 0.375 234.073 1:45:00 AM 9.87 0.379 206.125 1:45:00 PM 10.904 0.359 222.787 2:00:00 AM 9.725 0.355 188.953 2:00:00 PM 10.851 0.348 214.669 2:15:00 AM 9.687 0.315 166.437 2:15:00 PM 10.857 0.407 251.653 2:30:00 AM 9.769 0.311 167.477 2:30:00 PM 10.878 0.358 221.373 2:45:00 AM 9.665 0.281 158.979 2:45:00 PM 11.023 0.354 223.721 3:00:00 AM 9.399 0 143.777 3:00:00 PM 11.033 0.406 256.725 3:15:00 AM 9.366 0 143.094 3:15:00 PM 11.09 0.564 359.226 3:30:00 AM 9.349 0.267 134.579 3:30:00 PM 11.145 0.484 310.109 3:45:00 AM 9.348 0.265 134.94 3:45:00 PM 11.11 0.442 282.454 4:00:00 AM 9.341 0.271 137.226 4:00:00 PM 11.089 0.503 319.585 4:15:00 AM 9.279 0.242 120.285 4:15:00 PM 11.059 0.378 239.727 4:30:00 AM 9.049 0.228 110.009 4:30:00 PM 11.064 0.388 245.379 4:45:00 AM 9.249 0.224 112.448 4:45:00 PM 11.298 0.353 230.441 5:00:00 AM 9.28 0.274 137.923 5:00:00 PM 11.277 0.382 248.954 5:15:00 AM 9.372 0.322 164.401 5:15:00 PM 11.137 0.441 282.619 5:30:00 AM 9.432 0.329 169.172 5:30:00 PM 11.039 0.576 361.669 5:45:00 AM 9.36 0 107.19 5:45:00 PM 10.927 0.369 230.838 6:00:00 AM 9.562 0.307 160.606 6:00:00 PM 11.205 0.534 340.388 6:15:00 AM 9.668 0.357 189.736 6:15:00 PM 11.31 0.406 261.582 6:30:00 AM 9.845 0.373 202.51 6:30:00 PM 11.27 0.588 380.885 6:45:00 AM 9.827 0.354 191.488 6:45:00 PM 11.259 0.607 394.434 7:00:00 AM 9.954 0.357 197.319 7:00:00 PM 11.283 0.595 387.801 7:15:00 AM 10.17 0.415 235.975 7:15:00 PM 11.466 0.554 368.35 7:30:00 AM 10.127 0.363 205.355 7:30:00 PM 11.525 0.368 367.073 7:45:00 AM 10.486 0.466 270.201 7:45:00 PM 11.588 0.606 406.431 8:00:00 AM 10.781 0.485 294.62 8:00:00 PM 11.598 0.61 411.487 8:15:00 AM 10.9 0.455 279.899 8:15:00 PM 11.537 0.475 315.868 8:30:00 AM 10.993 0.523 328.082 8:30:00 PM 11.466 0.659 435.441 8:45:00 AM 10.991 0.578 362.155 8:45:00 PM 11.435 0.588 389.848 9:00:00 AM 11.24 0.542 351.642 9:00:00 PM 11.462 0.384 254.585 9:15:00 AM 11.325 0.543 354.112 9:15:00 PM 11.54 0.277 241.919 9:30:00 AM 11.144 0.538 340.908 9:30:00 PM 11.61 0 187.493 9:45:00 AM 11.156 0.618 396.683 9:45:00 PM 11.715 0.544 370.482 10:00:00 AM 11.227 0.377 243.209 10:00:00 PM 11.649 0.548 372.31 10:15:00 AM 11.113 0.475 303.18 10:15:00 PM 11.677 0.285 193.967 10:30:00 AM 10.998 0.486 305.994 10:30:00 PM 11.715 0 194.769 10:45:00 AM 11.056 0.408 255.166 10:45:00 PM 11.758 0.68 466.787 11:00:00 AM 11.218 0.573 370.675 11:00:00 PM 11.615 0.571 378.281 11:15:00 AM 11.258 0.588 381.567 11:15:00 PM 11.346 0.589 381.163 11:30:00 AM 11.151 0.615 393.827 11:30:00 PM 11.071 0.459 329.887 11:45:00 AM 11.173 0.429 274.189 11:45:00 PM 10.889 0.5 308.35 Inches Feet/Sec GPM
Daily Avg: 10.750 0.418 269.795
Daily Min: 9.049 0 107.19
Daily Max: 11.758 0.68 466.787
Peak to Avg: 1.73
Tuesday- A.M. 7/18/2023 Tuesday- P.M. 7/18/2023
261
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/19/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
262
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.756 0 305.887 12:00:00 PM 11.085 0 360.97 12:15:00 AM 10.661 0 302.345 12:15:00 PM 11.074 0.523 357.786 12:30:00 AM 10.563 0.387 298.71 12:30:00 PM 11.238 0.445 288.451 12:45:00 AM 10.423 0 227.243 12:45:00 PM 11.341 0.481 314.287 1:00:00 AM 10.183 0 220.363 1:00:00 PM 11.24 0.42 269.658 1:15:00 AM 10.12 0 218.568 1:15:00 PM 11.062 0.366 230.542 1:30:00 AM 9.936 0 213.334 1:30:00 PM 11.347 0.596 381.458 1:45:00 AM 9.852 0 210.924 1:45:00 PM 10.977 0.465 287.857 2:00:00 AM 9.71 0 206.878 2:00:00 PM 11.058 0.399 250.781 2:15:00 AM 9.631 0 204.643 2:15:00 PM 10.989 0.572 358.271 2:30:00 AM 9.613 0 204.144 2:30:00 PM 11.144 0.368 234.948 2:45:00 AM 9.574 0.207 108.872 2:45:00 PM 11.108 0.363 230.237 3:00:00 AM 9.465 0 107.212 3:00:00 PM 11.03 0.434 274.548 3:15:00 AM 9.43 0 106.682 3:15:00 PM 10.897 0.518 321.125 3:30:00 AM 9.324 0 105.076 3:30:00 PM 10.804 0 269.989
3:45:00 AM 9.371 0 105.785 3:45:00 PM 10.702 0.366 222.018 4:00:00 AM 9.246 0 103.901 4:00:00 PM 10.751 0.259 220.123 4:15:00 AM 9.277 0.246 123.616 4:15:00 PM 10.825 0.375 231.577 4:30:00 AM 9.281 0 123.69 4:30:00 PM 10.859 0.615 379.376 4:45:00 AM 9.274 0.349 175.473 4:45:00 PM 10.959 0.543 338.399 5:00:00 AM 9.289 0 175.876 5:00:00 PM 10.979 0.42 262.528 5:15:00 AM 9.24 0.258 174.388 5:15:00 PM 10.963 0.44 272.346 5:30:00 AM 9.525 0.335 174.623 5:30:00 PM 10.858 0.423 261.988 5:45:00 AM 9.633 0.647 342.136 5:45:00 PM 10.953 0.469 293.116 6:00:00 AM 9.608 0 340.919 6:00:00 PM 11.043 0.441 279.088 6:15:00 AM 9.668 0 343.769 6:15:00 PM 11.077 0.584 371.639 6:30:00 AM 9.609 0.312 163.53 6:30:00 PM 11.095 0.54 343.782 6:45:00 AM 9.868 0.391 208.158 6:45:00 PM 11.326 0.524 342.954 7:00:00 AM 9.876 0.306 165.967 7:00:00 PM 11.303 0.406 265.18 7:15:00 AM 10.043 0.282 157.629 7:15:00 PM 11.161 0.621 398.424 7:30:00 AM 10.222 0.507 287.309 7:30:00 PM 11.24 0.552 354.569 7:45:00 AM 10.379 0.459 262.828 7:45:00 PM 11.208 0.467 301.274 8:00:00 AM 10.538 0.325 192.937 8:00:00 PM 11.296 0.594 387.361 8:15:00 AM 10.574 0.303 179.536 8:15:00 PM 11.252 0.63 408.775 8:30:00 AM 10.751 0.334 204.415 8:30:00 PM 11.413 0.492 325.173 8:45:00 AM 10.956 0.644 397.46 8:45:00 PM 11.463 0.664 441.173 9:00:00 AM 11.176 0.585 369.264 9:00:00 PM 11.493 0.385 256.221 9:15:00 AM 11.179 0.631 406.442 9:15:00 PM 11.593 0.62 418.512 9:30:00 AM 11.124 0.54 345.179 9:30:00 PM 11.556 0.393 416.791 9:45:00 AM 11.112 0.59 374.907 9:45:00 PM 11.593 0.377 254.223 10:00:00 AM 11.139 0.414 265.138 10:00:00 PM 11.725 0.508 347.572 10:15:00 AM 11.114 0.574 365.584 10:15:00 PM 11.706 0.365 248.438 10:30:00 AM 11.12 0.407 260.33 10:30:00 PM 11.699 0.543 367.343 10:45:00 AM 11.106 0.577 366.267 10:45:00 PM 11.596 0.393 265.469 11:00:00 AM 10.995 0.635 399.776 11:00:00 PM 11.477 0.451 298.832 11:15:00 AM 11.212 0.603 403.986 11:15:00 PM 11.379 0.578 380.807 11:30:00 AM 11.323 0.506 330.993 11:30:00 PM 11.029 0 208.912 11:45:00 AM 11.091 0.567 361.227 11:45:00 PM 11.072 0.546 342.511 Inches Feet/Sec GPM
Daily Avg: 10.689 0.363 277.110
Daily Min: 9.24 0 103.901
Daily Max: 11.725 0.664 441.173
Peak to Avg: 1.59
Wednesday - A.M. 7/19/2023 Wednesday - P.M. 7/19/2023
263
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/20/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
264
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.856 0.473 287.896 12:00:00 PM 10.933 0.56 350.273 12:15:00 AM 10.62 0.496 295.316 12:15:00 PM 10.973 0.44 274.849 12:30:00 AM 10.516 0.497 289.271 12:30:00 PM 10.946 0.379 273.723 12:45:00 AM 10.251 0.4 224.497 12:45:00 PM 10.853 0.555 341.842 1:00:00 AM 9.981 0.362 200.568 1:00:00 PM 10.946 0.6 375.27 1:15:00 AM 9.744 0.362 193.264 1:15:00 PM 10.92 0.518 321.107 1:30:00 AM 9.76 0.376 201.633 1:30:00 PM 10.846 0.389 239.621 1:45:00 AM 9.663 0.348 183.489 1:45:00 PM 10.922 0.414 258.591 2:00:00 AM 9.45 0.312 160.598 2:00:00 PM 10.949 0.668 418.247 2:15:00 AM 9.443 0.35 180.187 2:15:00 PM 10.869 0.564 350.257 2:30:00 AM 9.48 0.311 160.194 2:30:00 PM 10.819 0.56 340.639 2:45:00 AM 9.352 0.292 148.666 2:45:00 PM 10.802 0.553 340.146 3:00:00 AM 9.277 0.296 148.819 3:00:00 PM 10.846 0 229.848 3:15:00 AM 9.104 0.284 137.99 3:15:00 PM 10.892 0 231.13 3:30:00 AM 9.161 0 135.427 3:30:00 PM 10.806 0.018 246.913 3:45:00 AM 9.242 0.354 177.173 3:45:00 PM 10.734 0.018 245.169 4:00:00 AM 9.278 0.275 137.761 4:00:00 PM 10.784 0.448 275.024 4:15:00 AM 9.133 0.368 181.371 4:15:00 PM 10.844 0.309 190.596 4:30:00 AM 8.94 0.257 122.912 4:30:00 PM 10.817 0.457 276.67 4:45:00 AM 9.038 0.287 139.345 4:45:00 PM 11.029 0.585 369.692 5:00:00 AM 9.01 0.282 136.458 5:00:00 PM 10.923 0.394 246.348 5:15:00 AM 9.132 0.267 129.831 5:15:00 PM 10.79 0.363 223.34 5:30:00 AM 9.215 0.323 160.694 5:30:00 PM 10.888 0.547 332.938 5:45:00 AM 9.191 0.324 160.881 5:45:00 PM 10.867 0.59 360.007 6:00:00 AM 9.539 0.328 171.242 6:00:00 PM 11.017 0.625 394.801 6:15:00 AM 9.514 0.388 198.976 6:15:00 PM 11.106 0.551 344.014 6:30:00 AM 9.791 0.426 222.915 6:30:00 PM 11.314 0.413 267.678 6:45:00 AM 9.841 0.311 169.321 6:45:00 PM 11.313 0.639 417.678 7:00:00 AM 10.01 0.434 241.456 7:00:00 PM 11.233 0.388 251.18 7:15:00 AM 10.016 0.333 185.648 7:15:00 PM 11.212 0.408 263.525 7:30:00 AM 10.167 0.355 199.346 7:30:00 PM 11.163 0.404 259.759 7:45:00 AM 10.276 0.468 269.887 7:45:00 PM 11.237 0.584 376.314 8:00:00 AM 10.441 0.025 231.21 8:00:00 PM 11.316 0.456 374.922 8:15:00 AM 10.669 0 260.871 8:15:00 PM 11.404 0.639 421.043 8:30:00 AM 10.815 0.027 245.169 8:30:00 PM 11.497 0.523 349.129 8:45:00 AM 10.787 0.032 271.34 8:45:00 PM 11.447 0.411 271.01 9:00:00 AM 10.801 0.332 252.148 9:00:00 PM 11.584 0.408 274.629 9:15:00 AM 10.903 0.488 303.935 9:15:00 PM 11.573 0.697 468.567 9:30:00 AM 11.031 0.61 381.691 9:30:00 PM 11.65 0.418 468.708 9:45:00 AM 11.031 0.504 314.903 9:45:00 PM 11.651 0.714 483.119 10:00:00 AM 11.173 0.467 297.622 10:00:00 PM 11.609 0.429 289.946 10:15:00 AM 11.15 0.634 406.486 10:15:00 PM 11.649 0.346 289.348 10:30:00 AM 10.961 0.41 254.681 10:30:00 PM 11.689 0.206 203.294 10:45:00 AM 11.071 0.386 256.302 10:45:00 PM 11.543 0 138.329 11:00:00 AM 11.068 0.655 411.585 11:00:00 PM 11.359 0.359 235.894 11:15:00 AM 11.038 0.346 219.064 11:15:00 PM 11.195 0.342 220.701 11:30:00 AM 10.951 0.343 214.488 11:30:00 PM 11.079 0.602 382.778 11:45:00 AM 10.849 0.362 223.781 11:45:00 PM 10.835 0.525 319.984 Inches Feet/Sec GPM
Daily Avg: 10.584 0.389 263.763
Daily Min: 8.94 0 122.912
Daily Max: 11.689 0.714 483.119
Peak to Avg: 1.83
Thursday - A.M. 7/20/2023 Thursday - P.M. 7/20/2023
265
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/21/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
266
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.699 0.541 327.061 12:00:00 PM 11.132 0.595 380.133 12:15:00 AM 10.583 0.527 315.311 12:15:00 PM 11.081 0.631 401.615 12:30:00 AM 10.424 0.485 280.77 12:30:00 PM 11.176 0.63 405.196 12:45:00 AM 10.298 0.531 305.641 12:45:00 PM 11.298 0.64 410.405 1:00:00 AM 10.234 0.46 263.673 1:00:00 PM 11.359 0.648 425.767 1:15:00 AM 9.997 0.446 245.362 1:15:00 PM 11.28 0.352 228.943 1:30:00 AM 9.77 0.325 169.977 1:30:00 PM 11.194 0.557 356.481 1:45:00 AM 9.578 0.307 161.329 1:45:00 PM 11.012 0.657 414.625 2:00:00 AM 9.465 0.283 158.791 2:00:00 PM 11.14 0.404 255.6 2:15:00 AM 9.449 0 145.944 2:15:00 PM 11.219 0.384 246.761 2:30:00 AM 9.455 0.329 169.916 2:30:00 PM 11.085 0.616 391.937 2:45:00 AM 9.48 0.313 170.524 2:45:00 PM 11.316 0.45 294.498 3:00:00 AM 9.298 0.307 157.73 3:00:00 PM 11.31 0.396 255.303 3:15:00 AM 9.281 0.291 154.332 3:15:00 PM 11.138 0.5 319.592 3:30:00 AM 9.222 0.306 152.586 3:30:00 PM 11.106 0.586 373.917 3:45:00 AM 9.34 0.314 159.191 3:45:00 PM 11.155 0.603 385.179 4:00:00 AM 9.33 0.307 155.415 4:00:00 PM 11.105 0.377 237.77 4:15:00 AM 9.233 0 141.077 4:15:00 PM 11.181 0.443 285.1 4:30:00 AM 9.062 0 137.57 4:30:00 PM 11.127 0.372 237.744 4:45:00 AM 9.2 0.23 136.589 4:45:00 PM 11.055 0.575 363.832 5:00:00 AM 9.163 0 113.758 5:00:00 PM 11.207 0.388 248.522 5:15:00 AM 9.11 0 112.867 5:15:00 PM 11.239 0.6 383.396 5:30:00 AM 9.342 0.34 172.815 5:30:00 PM 11.202 0.603 384.432 5:45:00 AM 9.375 0.335 173.345 5:45:00 PM 11.146 0.43 272.544 6:00:00 AM 9.571 0.374 196.045 6:00:00 PM 11.135 0.398 253.524 6:15:00 AM 9.676 0.283 198.927 6:15:00 PM 11.135 0.503 321.08 6:30:00 AM 9.55 0.356 186.087 6:30:00 PM 11.104 0.49 312.272 6:45:00 AM 9.901 0.369 200.38 6:45:00 PM 11.208 0.429 274.683 7:00:00 AM 9.896 0.395 214.721 7:00:00 PM 11.22 0.601 388.549 7:15:00 AM 10.081 0.427 236.167 7:15:00 PM 11.117 0.602 379.057 7:30:00 AM 10.124 0.407 228.469 7:30:00 PM 11.114 0.649 412.62 7:45:00 AM 10.262 0.486 279.914 7:45:00 PM 11.237 0.622 403.017 8:00:00 AM 10.533 0.329 282.143 8:00:00 PM 11.223 0.334 215.986 8:15:00 AM 10.681 0.416 252.313 8:15:00 PM 11.288 0.418 271.247 8:30:00 AM 10.651 0.351 212.286 8:30:00 PM 11.296 0.388 253.007 8:45:00 AM 10.668 0.51 307.206 8:45:00 PM 11.405 0.405 265.341 9:00:00 AM 10.766 0.596 359.034 9:00:00 PM 11.403 0.382 252.021 9:15:00 AM 10.902 0.676 421.087 9:15:00 PM 11.307 0.517 337.073 9:30:00 AM 10.887 0.553 344.006 9:30:00 PM 11.315 0.339 220.776 9:45:00 AM 10.854 0.655 405.828 9:45:00 PM 11.369 0.437 286.429 10:00:00 AM 10.976 0.566 352.687 10:00:00 PM 11.361 0.666 437.486 10:15:00 AM 11.075 0.55 349.694 10:15:00 PM 11.28 0.653 420.775 10:30:00 AM 11.24 0.624 404.619 10:30:00 PM 11.105 0.601 383.328 10:45:00 AM 11.216 0.489 316.336 10:45:00 PM 11.088 0.583 371.225 11:00:00 AM 11.08 0.661 418.948 11:00:00 PM 11.02 0.578 365.427 11:15:00 AM 11.213 0.646 410.548 11:15:00 PM 10.975 0.586 368.29 11:30:00 AM 11.304 0.593 387.498 11:30:00 PM 10.903 0.626 390.232 11:45:00 AM 11.281 0.56 364.485 11:45:00 PM 10.827 0.503 310.744 Inches Feet/Sec GPM
Daily Avg: 10.640 0.453 287.762
Daily Min: 9.062 0 112.867
Daily Max: 11.405 0.676 437.486
Peak to Avg: 1.52
Friday - A.M. 7/21/2023 Friday - P.M. 7/21/2023
267
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/22/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
268
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.707 0.619 376.859 12:00:00 PM 11.802 0.653 450.64 12:15:00 AM 10.705 0.623 378.83 12:15:00 PM 11.771 0.472 323.713 12:30:00 AM 10.566 0.514 303.691 12:30:00 PM 11.867 0.434 300.368 12:45:00 AM 10.329 0.316 183.664 12:45:00 PM 11.91 0.823 573.74 1:00:00 AM 10.234 0.446 251.172 1:00:00 PM 11.922 0.452 316.114 1:15:00 AM 10.02 0.438 240.771 1:15:00 PM 11.89 0.398 272.455 1:30:00 AM 9.908 0.433 236.06 1:30:00 PM 11.666 0.293 270.936 1:45:00 AM 9.73 0.404 215.303 1:45:00 PM 11.593 0.507 341.943 2:00:00 AM 9.554 0.384 201.139 2:00:00 PM 11.59 0.494 332.884 2:15:00 AM 9.561 0.364 190.079 2:15:00 PM 11.708 0.467 319.397 2:30:00 AM 9.488 0.37 191.707 2:30:00 PM 11.759 0.411 280.231 2:45:00 AM 9.453 0.379 195.387 2:45:00 PM 11.669 0.535 363.836 3:00:00 AM 9.409 0.358 183.47 3:00:00 PM 11.56 0.789 529.511 3:15:00 AM 9.283 0.309 155.375 3:15:00 PM 11.517 0.738 493.945 3:30:00 AM 9.278 0.319 160.759 3:30:00 PM 11.517 0.411 493.962 3:45:00 AM 9.306 0.315 158.774 3:45:00 PM 11.476 0.465 309.374 4:00:00 AM 9.236 0.345 171.614 4:00:00 PM 11.515 0.65 433.944 4:15:00 AM 9.203 0.301 149.804 4:15:00 PM 11.456 0.693 460.045 4:30:00 AM 9.005 0.275 132.818 4:30:00 PM 11.49 0.507 335.216 4:45:00 AM 9.13 0.276 135.675 4:45:00 PM 11.522 0.662 436.134 5:00:00 AM 9.114 0.271 132.473 5:00:00 PM 11.305 0.688 449.219 5:15:00 AM 9.151 0.318 157.229 5:15:00 PM 11.136 0.395 253.252 5:30:00 AM 9.237 0.338 167.771 5:30:00 PM 11.214 0.408 263.545 5:45:00 AM 9.133 0.328 161.44 5:45:00 PM 11.299 0.621 397.572 6:00:00 AM 9.336 0.363 183.965 6:00:00 PM 11.386 0.631 411.829 6:15:00 AM 9.339 0.326 164.474 6:15:00 PM 11.32 0.57 367.614 6:30:00 AM 9.218 0.31 154.604 6:30:00 PM 11.267 0.689 446.799 6:45:00 AM 9.172 0.277 136.705 6:45:00 PM 11.277 0.431 280.261 7:00:00 AM 9.449 0.398 205.185 7:00:00 PM 11.249 0.62 402.337 7:15:00 AM 9.518 0.404 210.198 7:15:00 PM 11.123 0.474 303.062 7:30:00 AM 9.694 0.252 130.419 7:30:00 PM 11.285 0.73 470.032 7:45:00 AM 9.826 0.438 236.443 7:45:00 PM 11.229 0.539 345.056 8:00:00 AM 10.033 0.505 275.265 8:00:00 PM 11.043 0.672 419.319 8:15:00 AM 10.072 0.735 412.745 8:15:00 PM 11.058 0.379 240.006 8:30:00 AM 10.278 0.576 323.318 8:30:00 PM 11.084 0.402 255.71 8:45:00 AM 10.47 0.655 384.073 8:45:00 PM 11.112 0.377 240.425 9:00:00 AM 10.569 0.367 219.581 9:00:00 PM 11.24 0.417 269.479 9:15:00 AM 10.915 0.68 424.251 9:15:00 PM 11.044 0.382 239.314 9:30:00 AM 11.242 0.775 501.167 9:30:00 PM 11.108 0.644 411.42 9:45:00 AM 11.347 0.65 420.454 9:45:00 PM 11.228 0.741 479.334 10:00:00 AM 11.569 0.68 457.353 10:00:00 PM 11.195 0.631 404.698 10:15:00 AM 11.796 0.574 388.426 10:15:00 PM 11.068 0.709 450.5 10:30:00 AM 11.815 0.825 570.345 10:30:00 PM 11.175 0 385.39 10:45:00 AM 11.676 0.623 424.427 10:45:00 PM 11.156 0.457 293.27 11:00:00 AM 12.066 0.762 527.772 11:00:00 PM 11.077 0.527 334.896 11:15:00 AM 12.033 0.431 299.252 11:15:00 PM 10.952 0.584 366.107 11:30:00 AM 11.775 0.456 311.266 11:30:00 PM 10.791 0.496 304.227 11:45:00 AM 11.756 0.655 448.876 11:45:00 PM 10.72 0.303 302.156 Inches Feet/Sec GPM
Daily Avg: 10.740 0.490 312.535
Daily Min: 9.005 0 130.419
Daily Max: 12.066 0.825 573.74
Peak to Avg: 1.84
Saturday - A.M. 7/22/2023 Saturday - P.M. 7/22/2023
269
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/23/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
270
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 10.568 0.548 327.576 12:00:00 PM 11.67 0.838 567.821 12:15:00 AM 10.568 0.429 254.559 12:15:00 PM 11.656 0.765 517.351 12:30:00 AM 10.347 0.253 249.379 12:30:00 PM 11.535 0.768 514.977 12:45:00 AM 10.269 0.6 345.507 12:45:00 PM 11.848 0.378 261.641 1:00:00 AM 10.231 0.426 242.282 1:00:00 PM 11.929 0.359 251.328 1:15:00 AM 10.089 0.472 261.903 1:15:00 PM 11.617 0.435 294.497 1:30:00 AM 9.903 0.441 241.982 1:30:00 PM 11.604 0.677 451.163 1:45:00 AM 9.821 0.442 239.386 1:45:00 PM 11.416 0.568 374.245 2:00:00 AM 9.724 0.255 136.573 2:00:00 PM 11.415 0.411 271.9 2:15:00 AM 9.811 0.395 211.2 2:15:00 PM 11.429 0.48 317.636 2:30:00 AM 9.759 0.408 216.179 2:30:00 PM 11.361 0.827 539.333 2:45:00 AM 9.473 0.398 204.938 2:45:00 PM 11.293 0.668 433.4 3:00:00 AM 9.352 0.361 183.269 3:00:00 PM 11.26 0.387 251.659 3:15:00 AM 9.351 0.374 188.754 3:15:00 PM 11.214 0.029 223.869 3:30:00 AM 9.264 0.342 171.931 3:30:00 PM 11.126 0.251 235.422 3:45:00 AM 9.281 0.359 178.871 3:45:00 PM 11.175 0.366 235.209 4:00:00 AM 9.204 0.361 179.605 4:00:00 PM 11.199 0.636 410.646 4:15:00 AM 9.209 0.329 164.087 4:15:00 PM 11.249 0.512 383.144 4:30:00 AM 9.189 0.304 149.748 4:30:00 PM 11.234 0 301.893 4:45:00 AM 8.995 0.305 146.332 4:45:00 PM 10.994 0.466 293.252 5:00:00 AM 9.069 0.329 160.134 5:00:00 PM 11.128 0.576 368.769 5:15:00 AM 9.149 0.333 164.512 5:15:00 PM 11.056 0.413 262.258 5:30:00 AM 9.18 0.334 165.268 5:30:00 PM 11.04 0.429 271.22 5:45:00 AM 9.01 0.311 149.944 5:45:00 PM 10.993 0 251.43 6:00:00 AM 9.15 0.324 159.956 6:00:00 PM 10.987 0 251.245 6:15:00 AM 9.169 0.302 148.074 6:15:00 PM 11.095 0 254.465 6:30:00 AM 9.253 0.301 146.699 6:30:00 PM 11.095 0.053 254.303 6:45:00 AM 9.286 0.188 114.499 6:45:00 PM 11.036 0.343 235.422 7:00:00 AM 9.239 0.389 194.562 7:00:00 PM 11.233 0.362 233.149 7:15:00 AM 9.405 0.344 176.144 7:15:00 PM 11.201 0.335 214.802 7:30:00 AM 9.53 0.388 200.596 7:30:00 PM 11.17 0.663 421.186 7:45:00 AM 9.56 0.393 206.066 7:45:00 PM 11.221 0.376 242.365 8:00:00 AM 9.693 0.265 141.394 8:00:00 PM 11.231 0.382 247.355 8:15:00 AM 9.814 0.482 261.589 8:15:00 PM 11.165 0.389 247.731 8:30:00 AM 10.123 0.31 173.398 8:30:00 PM 11.088 0.36 229.157 8:45:00 AM 10.442 0.31 182.766 8:45:00 PM 11.323 0.731 478.106 9:00:00 AM 10.793 0.385 236.705 9:00:00 PM 11.545 0.681 453.628 9:15:00 AM 10.908 0.374 232.847 9:15:00 PM 11.547 0.37 247.154 9:30:00 AM 11.023 0.631 398.58 9:30:00 PM 11.527 0.688 458.041 9:45:00 AM 11.176 0.342 217.976 9:45:00 PM 11.492 0.58 386.023 10:00:00 AM 11.591 0.53 357.397 10:00:00 PM 11.566 0.728 488.191 10:15:00 AM 11.563 0.378 356.288 10:15:00 PM 11.542 0.392 263.202 10:30:00 AM 11.507 0.633 423.179 10:30:00 PM 11.608 0.403 272.048 10:45:00 AM 11.569 0.769 517.298 10:45:00 PM 11.627 0 272.617 11:00:00 AM 11.655 0.772 524.537 11:00:00 PM 11.448 0 267.231 11:15:00 AM 11.657 0.765 519.318 11:15:00 PM 11.235 0 260.836 11:30:00 AM 11.811 0.424 290.629 11:30:00 PM 11.083 0 256.266 11:45:00 AM 11.745 0.747 512.572 11:45:00 PM 10.938 0 251.908 Inches Feet/Sec GPM
Daily Avg: 10.688 0.404 281.788
Daily Min: 8.995 0 114.499
Daily Max: 11.929 0.838 567.821
Peak to Avg: 2.02
Sunday - A.M. 7/23/2023 Sunday - P.M. 7/23/2023
271
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/24/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
272
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 416 Dartmouth
Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 10.697 0 244.707 12:00:00 PM 11.138 0.384 245.678 12:15:00 AM 10.53 0 239.71 12:15:00 PM 11.09 0.622 396.127 12:30:00 AM 10.424 0 236.543 12:30:00 PM 11.01 0.331 208.776 12:45:00 AM 10.304 0 232.94 12:45:00 PM 11.159 0.51 324.131 1:00:00 AM 10.174 0 229.066 1:00:00 PM 11.216 0.337 216.732 1:15:00 AM 10.003 0 223.99 1:15:00 PM 11.21 0.639 399.944 1:30:00 AM 9.689 0 214.691 1:30:00 PM 11.313 0.607 396.873 1:45:00 AM 9.619 0 212.617 1:45:00 PM 11.342 0.309 398.159 2:00:00 AM 9.465 0 208.078 2:00:00 PM 11.217 0.366 236.354 2:15:00 AM 9.566 0 211.072 2:15:00 PM 11.209 0.344 221.441 2:30:00 AM 9.604 0 212.176 2:30:00 PM 10.907 0.364 227.046 2:45:00 AM 9.413 0 206.544 2:45:00 PM 10.33 0.27 154.547 3:00:00 AM 9.344 0 204.519 3:00:00 PM 10.241 0.443 253.854 3:15:00 AM 9.183 0 199.803 3:15:00 PM 12.156 0.248 177.557 3:30:00 AM 9.166 0 199.307 3:30:00 PM 12.487 0.066 172.544 3:45:00 AM 9.237 0 201.387 3:45:00 PM 11.611 0 188.712
4:00:00 AM 9.197 0 200.219 4:00:00 PM 11.276 0 190.509
4:15:00 AM 9.018 0 194.98 4:15:00 PM 11.024 0 203.084
4:30:00 AM 9.077 0 196.702 4:30:00 PM 11.172 0 195.898
4:45:00 AM 9.06 0 196.22 4:45:00 PM 11.038 0.357 223.727 5:00:00 AM 9.173 0 199.517 5:00:00 PM 10.845 0.466 286.089 5:15:00 AM 9.237 0.164 201.399 5:15:00 PM 10.933 0.473 295.572 5:30:00 AM 9.187 0 81.59 5:30:00 PM 11.118 0.685 437.05 5:45:00 AM 9.387 0 83.981 5:45:00 PM 11.217 0.517 334.524 6:00:00 AM 9.459 0 84.853 6:00:00 PM 11.229 0.44 284.976 6:15:00 AM 9.544 0 85.869 6:15:00 PM 11.226 0.508 328.332 6:30:00 AM 9.674 0 87.437 6:30:00 PM 11.397 0.532 350.753 6:45:00 AM 9.761 0 88.482 6:45:00 PM 11.381 0.586 384.797 7:00:00 AM 9.74 0 88.226 7:00:00 PM 11.335 0.518 336.344 7:15:00 AM 10.066 0 92.173 7:15:00 PM 11.47 0.438 291.576 7:30:00 AM 10.288 0 94.877 7:30:00 PM 11.654 0.491 331.287 7:45:00 AM 10.234 0 94.216 7:45:00 PM 11.602 0 226.122
8:00:00 AM 10.572 0 98.338 8:00:00 PM 11.725 0.505 345.375 8:15:00 AM 10.612 0 98.827 8:15:00 PM 11.786 0.618 425.848 8:30:00 AM 10.765 0 100.696 8:30:00 PM 11.824 0.427 427.564 8:45:00 AM 10.817 0.35 215.917 8:45:00 PM 11.966 0.455 319.237 9:00:00 AM 10.848 0 207.029 9:00:00 PM 11.808 0.42 289.76 9:15:00 AM 11.079 0 212.804 9:15:00 PM 11.827 0.375 257.88 9:30:00 AM 11.115 0 213.694 9:30:00 PM 11.824 0 154.073 9:45:00 AM 11.176 0 215.225 9:45:00 PM 11.723 0.522 357.073 10:00:00 AM 11.185 0 215.437 10:00:00 PM 11.859 0.484 335.972 10:15:00 AM 11.207 0 215.982 10:15:00 PM 11.833 0 335.034 10:30:00 AM 11.169 0.034 208.474 10:30:00 PM 11.689 0.274 186.743 10:45:00 AM 11.069 0.368 233.876 10:45:00 PM 11.704 0.321 218.296 11:00:00 AM 11.106 0.717 453.845 11:00:00 PM 11.667 0.381 257.696 11:15:00 AM 11.073 0.294 185.051 11:15:00 PM 11.512 0 253.027 11:30:00 AM 11.22 0.402 260.141 11:30:00 PM 11.343 0.265 173.904 11:45:00 AM 11.089 0.372 236.901 11:45:00 PM 11.146 0 170.02 Inches Feet/Sec GPM
Daily Avg: 10.744 0.206 232.653
Daily Min: 9.018 0 81.59
Daily Max: 12.487 0.717 453.845
Peak to Avg: 1.95
Monday - A.M. 7/24/2023 Monday - P.M. 7/24/2023
273
Sewer Line Flow Study Summary
Maximum Level Maximum Velocity Maximum Flow Rate
Average:

Maximum:

Minimum:

0.258

0.838

0.194
Velocity - Feet per Second
Average:

Maximum:

Minimum:

Max d/D:

10.757

12.487

8.904

52.0%
Level - Inches
Average:

Maximum::

Minimum:

Peak to Average
228.388
573.740

73.413

1.70 Flow Rate - Gallons Per Minute
Project: City of Santa Paula - Sewer Flow Study
Location: 416 Dartmouth, Santa Paula, CA
Pipe Size: 24” VCP
Time Period: 7/11/2023, 12:00 a.m. - 7/25/2023, 12:00 a.m. 274
1868 Palma Drive, Suite I, Ventura, CA 93003 www.goldcoastenv.com 805.498.3811 ph.

Manhole - Layout

CITY OF SANTA PAULA - SEWER FLOW STUDY
MH Location: 224 S. Palm Ave.

Santa Paula, CA 93060

Pipe Size: 15” VCP
Time Period: 7/11/2023 - 12:00 a.m. to
7/25/2023- 12:00 a.m.

GPS: 34.347765, -119.070200
Equipment
N
 This is a very shallow manhole, top of the VCP line
is not fully opened, a special spring ring was required to install the meter inside of this line.

Manhole
E
Gold G C Coast Environmental
E Specializing in process instrumentation and calibration.

G C
Teledyne Isco 2150 Area Velocity Flow Meter with 10’
measuring range:

1.5 to +1.5 m/s)
 ±2% of reading from 5 to 20 ft/s (1.5 to 6.1 m/s)
Method Of Insertion:
 15 inch line did not require Confined Space Entry.

Flow
275
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/11/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
276
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 PM 6.912 0.918 223.882
12:15:00 AM 6.129 0 0 12:15:00 PM 7.016 0.87 217.385
12:30:00 AM 5.972 0.654 133.776 12:30:00 PM 7.217 1.024 268.509 12:45:00 AM 5.902 0.627 126.011 12:45:00 PM 7.111 0.925 230.476 1:00:00 AM 5.736 0.569 110.265 1:00:00 PM 6.964 0.936 228.964 1:15:00 AM 5.533 0.525 96.839 1:15:00 PM 7.013 0.893 225.676 1:30:00 AM 5.551 0.46 85.299 1:30:00 PM 6.87 0.873 214.799 1:45:00 AM 5.518 0.433 79.378 1:45:00 PM 6.94 0.961 239.509 2:00:00 AM 5.473 0.464 84.43 2:00:00 PM 6.919 0.923 225.227 2:15:00 AM 5.398 0.4 71.144 2:15:00 PM 6.806 0.859 208.814 2:30:00 AM 5.426 0.449 80.336 2:30:00 PM 6.757 0.843 202.249 2:45:00 AM 5.448 0.448 80.332 2:45:00 PM 6.982 0.954 239.733 3:00:00 AM 5.412 0.455 81.402 3:00:00 PM 6.881 0.866 210.973 3:15:00 AM 5.376 0.458 81.242 3:15:00 PM 7.013 0.899 222.758 3:30:00 AM 5.374 0.438 77.732 3:30:00 PM 6.978 0.928 230.863 3:45:00 AM 5.308 0.412 71.675 3:45:00 PM 7.04 0.922 226.783 4:00:00 AM 5.374 0.41 72.758 4:00:00 PM 6.955 0.919 229.609 4:15:00 AM 5.285 0.437 75.718 4:15:00 PM 6.877 0.918 225.108 4:30:00 AM 5.725 0.579 111.905 4:30:00 PM 7.049 0.981 249.531 4:45:00 AM 5.624 0.517 97.557 4:45:00 PM 7.057 0.917 229.938 5:00:00 AM 5.821 0.609 120.274 5:00:00 PM 7.129 0.884 228.185 5:15:00 AM 5.857 0.615 122.047 5:15:00 PM 7.194 0.991 258.857 5:30:00 AM 6.054 0.664 138.335 5:30:00 PM 7.037 0.932 234.978 5:45:00 AM 6.114 0.666 140.414 5:45:00 PM 7.25 0.994 261.801 6:00:00 AM 6.105 0.572 119.231 6:00:00 PM 7.07 0.855 218.135 6:15:00 AM 6.46 0.749 166.732 6:15:00 PM 7.271 1.007 266.313 6:30:00 AM 6.685 0.826 190.249 6:30:00 PM 7.281 1 265.151 6:45:00 AM 6.702 0.906 215.71 6:45:00 PM 7.245 1.05 272.794 7:00:00 AM 7.008 0.888 224.237 7:00:00 PM 7.475 1.06 290.696 7:15:00 AM 7.147 0.906 232.467 7:15:00 PM 7.348 1.014 272.067 7:30:00 AM 7.028 0.861 218.19 7:30:00 PM 7.37 0.955 252.058 7:45:00 AM 7.045 0.927 234.658 7:45:00 PM 7.46 0.956 261.477 8:00:00 AM 7.172 0.97 249.226 8:00:00 PM 7.329 1.056 281.756 8:15:00 AM 7.127 0.981 251.751 8:15:00 PM 7.363 0.997 265.869 8:30:00 AM 7.188 0.954 248.92 8:30:00 PM 7.461 1.005 265.666 8:45:00 AM 7.039 0.905 224.595 8:45:00 PM 7.363 0.995 266.421 9:00:00 AM 7.067 0.925 236.087 9:00:00 PM 7.464 1.025 278.616 9:15:00 AM 6.898 0.861 213.012 9:15:00 PM 7.685 0.926 260.758 9:30:00 AM 7.071 0.969 241.544 9:30:00 PM 7.72 1.074 306.682 9:45:00 AM 6.975 0.9 217.589 9:45:00 PM 7.721 1.076 307.546 10:00:00 AM 6.933 0.925 230.365 10:00:00 PM 7.453 0.984 267.989 10:15:00 AM 7.007 0.871 219.704 10:15:00 PM 7.168 1.03 267.694 10:30:00 AM 7.192 0.925 229.825 10:30:00 PM 7.086 0.936 236.752 10:45:00 AM 7.203 1 261.612 10:45:00 PM 6.975 0.878 220.356 11:00:00 AM 7.141 0.903 231.434 11:00:00 PM 6.813 0.873 207.581 11:15:00 AM 6.801 0.903 218.507 11:15:00 PM 6.653 0.827 194.995 11:30:00 AM 7.223 0.935 239.633 11:30:00 PM 6.441 0.795 179.633 11:45:00 AM 7.03 0.941 238.623 11:45:00 PM 6.368 0.751 167.312 Inches Feet/Sec GPM
Daily Avg: 6.718 0.822 201.070
Daily Min: 5.285 0 0
Daily Max: 7.721 1.076 307.546
Peak to Avg: 1.53
Tuesday- A.M. 7/11/2023 Tuesday- P.M. 7/11/2023
277
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/12/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
278
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.201 0.724 153.448 12:00:00 PM 6.638 0.783 178.56 12:15:00 AM 6.14 0.712 149.048 12:15:00 PM 6.717 0.913 217.571 12:30:00 AM 6.043 0.736 152.973 12:30:00 PM 6.653 0.778 183.382 12:45:00 AM 5.787 0.6 117.546 12:45:00 PM 6.475 0.725 164.208 1:00:00 AM 5.738 0.417 80.737 1:00:00 PM 6.488 0.741 169.077 1:15:00 AM 5.687 0.607 116.151 1:15:00 PM 6.73 0.854 204.556 1:30:00 AM 5.504 0.482 87.292 1:30:00 PM 6.631 0.801 182.976 1:45:00 AM 5.535 0.547 101.051 1:45:00 PM 6.568 0.747 171.13 2:00:00 AM 5.412 0.4 71.655 2:00:00 PM 6.596 0.843 194.916 2:15:00 AM 5.219 0.397 67.656 2:15:00 PM 6.619 0.761 178.354 2:30:00 AM 5.28 0.41 70.956 2:30:00 PM 6.521 0.758 169.743 2:45:00 AM 5.302 0.426 73.419 2:45:00 PM 6.485 0.814 185.599 3:00:00 AM 5.298 0.408 70.965 3:00:00 PM 6.596 0.769 175.444 3:15:00 AM 5.222 0.407 69.449 3:15:00 PM 6.51 0.775 176.371 3:30:00 AM 5.263 0.425 72.922 3:30:00 PM 6.468 0.787 176.716 3:45:00 AM 5.237 0.401 68.06 3:45:00 PM 6.771 0.852 198.218 4:00:00 AM 5.204 0.321 53.885 4:00:00 PM 6.492 0.863 197.038 4:15:00 AM 5.275 0.344 59.362 4:15:00 PM 6.475 0.796 178.353 4:30:00 AM 5.291 0.407 70.691 4:30:00 PM 6.689 0.808 187.203 4:45:00 AM 5.424 0.43 77.227 4:45:00 PM 6.734 0.709 166.941 5:00:00 AM 5.663 0.494 94.141 5:00:00 PM 6.921 0.961 238.564 5:15:00 AM 5.887 0.614 123.092 5:15:00 PM 6.817 0.837 203.779 5:30:00 AM 5.898 0.634 127.401 5:30:00 PM 6.881 0.783 188.012 5:45:00 AM 6.182 0.6 125.935 5:45:00 PM 6.88 0.93 229.106 6:00:00 AM 6.563 0.769 177.434 6:00:00 PM 6.799 0.83 200.057 6:15:00 AM 6.438 0.755 170.475 6:15:00 PM 6.781 0.865 207.122 6:30:00 AM 6.731 0.843 201.108 6:30:00 PM 6.99 1.032 259.715 6:45:00 AM 6.78 0.792 191.426 6:45:00 PM 7.126 0.913 235.415 7:00:00 AM 6.959 0.855 211.363 7:00:00 PM 7.019 0.898 227.075 7:15:00 AM 6.95 0.888 220.603 7:15:00 PM 6.961 0.9 225.138 7:30:00 AM 7.236 0.945 248.607 7:30:00 PM 7.135 0.969 250.334 7:45:00 AM 6.596 0.848 194.717 7:45:00 PM 7.251 0.939 247.769 8:00:00 AM 6.401 0.649 145.454 8:00:00 PM 7.076 0.882 221.891 8:15:00 AM 6.198 0.733 157.427 8:15:00 PM 7.033 0.942 236.848 8:30:00 AM 6.356 0.771 171.267 8:30:00 PM 7.056 0.931 237.104 8:45:00 AM 6.546 0.745 162.888 8:45:00 PM 7.116 0.971 246.043 9:00:00 AM 6.666 0.855 202.083 9:00:00 PM 7.363 1.055 283.725 9:15:00 AM 6.92 0.859 213.373 9:15:00 PM 7.224 1.029 269.394 9:30:00 AM 6.812 0.877 213.362 9:30:00 PM 7.236 0.933 241.017 9:45:00 AM 6.694 0.783 178.437 9:45:00 PM 7.285 0.94 247.551 10:00:00 AM 6.805 0.802 191.08 10:00:00 PM 7.147 0.971 251.295 10:15:00 AM 7.342 0.868 232.563 10:15:00 PM 7.122 0.91 234.498 10:30:00 AM 7.473 0.963 264.026 10:30:00 PM 7.069 0.879 213.072 10:45:00 AM 6.624 0.703 160.723 10:45:00 PM 6.983 0.91 228.531 11:00:00 AM 6.642 0.838 197.256 11:00:00 PM 6.726 0.838 200.401 11:15:00 AM 6.723 0.835 198.306 11:15:00 PM 6.515 0.793 181.852 11:30:00 AM 6.619 0.747 173.973 11:30:00 PM 6.63 0.875 205.425 11:45:00 AM 6.661 0.788 185.673 11:45:00 PM 6.438 0.818 183.61 Inches Feet/Sec GPM
Daily Avg: 6.491 0.759 177.010
Daily Min: 5.204 0.321 53.885
Daily Max: 7.473 1.055 283.725
Peak to Avg: 1.60
Wednesday - A.M. 7/12/2023 Wednesday - P.M. 7/12/2023
279
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/13/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
280
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.326 0.781 169.149 12:00:00 PM 6.759 0.823 198.174 12:15:00 AM 6.161 0.703 149.807 12:15:00 PM 6.719 0.811 191.121 12:30:00 AM 6.099 0.652 137.209 12:30:00 PM 6.873 0.797 195.522 12:45:00 AM 5.873 0.596 118.661 12:45:00 PM 6.911 0.844 209.271 1:00:00 AM 5.786 0.576 112.03 1:00:00 PM 6.918 0.893 221.7 1:15:00 AM 5.745 0.626 121.472 1:15:00 PM 6.753 0.861 207.211 1:30:00 AM 5.666 0.53 101.012 1:30:00 PM 6.626 0.761 177.354 1:45:00 AM 5.549 0.522 96.251 1:45:00 PM 6.605 0.832 194.501 2:00:00 AM 5.45 0.45 81.254 2:00:00 PM 6.662 0.828 195.544 2:15:00 AM 5.44 0.493 88.675 2:15:00 PM 6.699 0.831 196.077 2:30:00 AM 5.333 0.425 74.604 2:30:00 PM 6.729 0.815 195.033 2:45:00 AM 5.295 0.409 70.732 2:45:00 PM 6.729 0.852 202.232 3:00:00 AM 5.365 0.432 76.39 3:00:00 PM 6.909 0.89 218.277 3:15:00 AM 5.396 0.477 84.396 3:15:00 PM 6.833 0.872 210.337 3:30:00 AM 5.429 0.505 90.882 3:30:00 PM 6.767 0.902 216.979 3:45:00 AM 5.32 0.46 80.445 3:45:00 PM 6.737 0.914 219.121 4:00:00 AM 5.498 0.478 87.373 4:00:00 PM 6.821 0.823 200.51 4:15:00 AM 5.367 0.453 80.286 4:15:00 PM 6.999 0.914 224.589 4:30:00 AM 5.38 0.446 79.167 4:30:00 PM 6.908 0.945 234.103 4:45:00 AM 5.464 0.486 88.119 4:45:00 PM 7.049 0.884 224.473 5:00:00 AM 5.61 0.535 100.505 5:00:00 PM 7.101 0.9 228.312 5:15:00 AM 5.724 0.52 100.511 5:15:00 PM 6.91 0.89 219.798 5:30:00 AM 5.807 0.621 122.334 5:30:00 PM 6.889 0.861 211.838 5:45:00 AM 5.954 0.707 143.948 5:45:00 PM 7.001 0.914 230.278 6:00:00 AM 5.97 0.652 130.53 6:00:00 PM 7.099 0.9 229.797 6:15:00 AM 6.092 0.676 138.483 6:15:00 PM 7.152 0.93 239.162 6:30:00 AM 6.238 0.768 166.507 6:30:00 PM 7.277 0.996 263.91 6:45:00 AM 6.551 0.728 168.205 6:45:00 PM 7.108 0.961 246.36 7:00:00 AM 6.565 0.801 183.53 7:00:00 PM 7.197 0.92 240.362 7:15:00 AM 6.414 0.849 190.782 7:15:00 PM 7.351 0.96 250.014 7:30:00 AM 6.699 0.858 203.396 7:30:00 PM 7.119 0.893 229.897 7:45:00 AM 6.73 0.913 218.672 7:45:00 PM 7.326 1.024 273.501 8:00:00 AM 6.788 0.861 204.739 8:00:00 PM 7.334 0.937 248.154 8:15:00 AM 6.89 0.912 225.285 8:15:00 PM 7.353 1.03 274.889 8:30:00 AM 6.891 0.889 217.24 8:30:00 PM 7.351 0.976 257.081 8:45:00 AM 6.75 0.855 202.595 8:45:00 PM 7.311 0.926 246.93 9:00:00 AM 6.844 0.97 237.442 9:00:00 PM 7.462 0.958 262.19 9:15:00 AM 6.858 0.856 208.565 9:15:00 PM 7.659 1.113 314.718 9:30:00 AM 6.913 0.957 236.532 9:30:00 PM 7.722 0.984 278.427 9:45:00 AM 6.779 0.862 205.611 9:45:00 PM 7.604 1.021 281.535 10:00:00 AM 6.704 0.886 211.006 10:00:00 PM 7.502 0.988 272.291 10:15:00 AM 6.832 0.927 220.859 10:15:00 PM 7.356 0.945 251.856 10:30:00 AM 6.831 0.768 182.661 10:30:00 PM 7.402 1.028 274.952 10:45:00 AM 6.856 0.9 220.705 10:45:00 PM 7.419 1.048 284.643 11:00:00 AM 6.816 0.837 199.856 11:00:00 PM 6.986 0.898 222.373 11:15:00 AM 6.759 0.892 214.755 11:15:00 PM 7.146 0.898 232.483 11:30:00 AM 6.75 0.822 195.234 11:30:00 PM 6.862 0.826 201.946 11:45:00 AM 6.79 0.901 218.193 11:45:00 PM 6.707 0.826 195.659 Inches Feet/Sec GPM
Daily Avg: 6.608 0.801 191.399
Daily Min: 5.295 0.409 70.732
Daily Max: 7.722 1.113 314.718
Peak to Avg: 1.64
Thursday - A.M. 7/13/2023 Thursday - P.M. 7/13/2023
281
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/14/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
282
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.677 0.867 205.407 12:00:00 PM 6.932 0.923 229.721 12:15:00 AM 6.554 0.77 175.321 12:15:00 PM 6.973 0.837 209.84 12:30:00 AM 6.522 0.694 159.566 12:30:00 PM 6.931 0.855 203.255 12:45:00 AM 6.329 0.654 144.536 12:45:00 PM 6.87 0.921 226.292 1:00:00 AM 6.18 0.71 151.542 1:00:00 PM 6.837 0.86 210.227 1:15:00 AM 6.11 0.597 125.846 1:15:00 PM 6.685 0.782 184.138 1:30:00 AM 6.024 0.62 128.289 1:30:00 PM 6.714 0.862 205.79 1:45:00 AM 6.003 0.577 116.151 1:45:00 PM 6.674 0.905 211.778 2:00:00 AM 5.851 0.499 97.556 2:00:00 PM 6.578 0.84 195.224 2:15:00 AM 5.952 0.589 118.907 2:15:00 PM 6.566 0.832 190.418 2:30:00 AM 5.799 0.534 102.426 2:30:00 PM 6.601 0.869 202.545 2:45:00 AM 5.73 0.524 100.234 2:45:00 PM 6.597 0.815 190.058 3:00:00 AM 5.6 0.513 95.42 3:00:00 PM 6.827 0.813 198.465 3:15:00 AM 5.798 0.531 104.284 3:15:00 PM 6.933 0.898 223.585 3:30:00 AM 5.689 0.539 101.484 3:30:00 PM 6.6 0.851 198.733 3:45:00 AM 5.656 0.536 101.607 3:45:00 PM 6.508 0.756 173.156 4:00:00 AM 5.472 0.426 77.462 4:00:00 PM 6.546 0.862 198.95 4:15:00 AM 5.562 0.479 89.026 4:15:00 PM 6.818 0.797 190.026 4:30:00 AM 5.671 0.515 97.559 4:30:00 PM 6.883 0.907 220.509 4:45:00 AM 5.662 0.46 87.47 4:45:00 PM 6.899 0.942 231.677 5:00:00 AM 5.737 0.56 108.547 5:00:00 PM 6.841 0.921 225.219 5:15:00 AM 5.853 0.514 100.607 5:15:00 PM 7.098 0.903 231.361 5:30:00 AM 5.97 0.629 128.622 5:30:00 PM 6.824 0.905 220.56 5:45:00 AM 6.097 0.6 126.141 5:45:00 PM 6.952 0.849 212.034 6:00:00 AM 6.141 0.686 142.428 6:00:00 PM 6.862 0.851 206.956 6:15:00 AM 6.507 0.763 174.05 6:15:00 PM 6.955 0.93 232.39 6:30:00 AM 6.534 0.798 183.904 6:30:00 PM 6.87 0.825 202.355 6:45:00 AM 6.734 0.803 192.52 6:45:00 PM 6.875 0.887 218.316 7:00:00 AM 6.783 0.827 200.125 7:00:00 PM 7.014 0.926 227.203 7:15:00 AM 6.81 0.883 214.715 7:15:00 PM 6.91 1.012 250.817 7:30:00 AM 6.859 0.869 212.374 7:30:00 PM 6.765 0.957 230.641 7:45:00 AM 6.896 0.852 210.509 7:45:00 PM 6.789 0.944 228.656 8:00:00 AM 7.138 0.953 242.397 8:00:00 PM 6.831 0.876 210.065 8:15:00 AM 7.106 1.004 257.351 8:15:00 PM 6.876 0.899 221.43 8:30:00 AM 7.02 0.866 217.014 8:30:00 PM 6.805 0.895 217.444 8:45:00 AM 6.929 0.894 222.239 8:45:00 PM 6.645 0.928 218.533 9:00:00 AM 7.031 0.955 237.094 9:00:00 PM 6.873 0.928 225.3 9:15:00 AM 6.967 0.901 224.249 9:15:00 PM 6.733 0.889 212.134 9:30:00 AM 7.027 0.9 227.909 9:30:00 PM 6.767 0.839 198.975 9:45:00 AM 7.137 0.91 235.186 9:45:00 PM 6.842 0.97 234.164 10:00:00 AM 7.101 0.89 228.545 10:00:00 PM 6.794 0.942 223.4 10:15:00 AM 7.096 0.97 248.774 10:15:00 PM 7.072 0.88 224.83 10:30:00 AM 6.991 0.96 241.492 10:30:00 PM 6.909 0.908 225.092 10:45:00 AM 7.131 0.956 243.087 10:45:00 PM 6.615 0.88 205.945 11:00:00 AM 7.027 0.948 234.473 11:00:00 PM 6.635 0.916 215.228 11:15:00 AM 6.866 0.911 223.955 11:15:00 PM 6.53 0.81 183.121 11:30:00 AM 6.847 0.864 211.608 11:30:00 PM 6.353 0.761 167.792 11:45:00 AM 6.868 0.877 211.089 11:45:00 PM 6.299 0.758 166.425 Inches Feet/Sec GPM
Daily Avg: 6.597 0.804 189.542
Daily Min: 5.472 0.426 77.462
Daily Max: 7.138 1.012 257.351
Peak to Avg: 1.36
Friday - A.M. 7/14/2023 Friday - P.M. 7/14/2023
283
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/15/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
284
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.24 0.699 151.565 12:00:00 PM 9.396 1.298 471.466 12:15:00 AM 6.233 0.797 172.425 12:15:00 PM 8.863 1.371 464.305 12:30:00 AM 6.006 0.632 130.182 12:30:00 PM 7.509 0.825 227.643 12:45:00 AM 5.895 0.544 105.238 12:45:00 PM 7.272 0.968 254.357 1:00:00 AM 5.72 0.598 114.874 1:00:00 PM 7.637 0.964 270.347 1:15:00 AM 5.691 0.527 100.92 1:15:00 PM 7.516 0.965 262.594 1:30:00 AM 5.587 0.562 104.02 1:30:00 PM 7.55 1.032 286.73 1:45:00 AM 5.546 0.52 96.262 1:45:00 PM 7.548 1.017 282.403 2:00:00 AM 5.532 0.557 102.78 2:00:00 PM 7.201 0.919 240.193 2:15:00 AM 5.464 0.509 92.352 2:15:00 PM 7.186 1.006 261.913 2:30:00 AM 5.479 0.437 78.061 2:30:00 PM 7.564 1.071 298.135 2:45:00 AM 5.41 0.524 93.224 2:45:00 PM 7.557 1.005 270.325 3:00:00 AM 5.394 0.466 82.816 3:00:00 PM 7.329 1.018 272.017 3:15:00 AM 5.447 0.477 86.177 3:15:00 PM 7.335 0.983 263.177 3:30:00 AM 5.391 0.441 78.558 3:30:00 PM 7.418 1.015 272.95 3:45:00 AM 5.368 0.477 84.545 3:45:00 PM 7.245 1.038 273.57 4:00:00 AM 5.377 0.474 84.061 4:00:00 PM 7.277 1.037 274.649 4:15:00 AM 5.399 0.431 76.401 4:15:00 PM 7.146 1.047 269.573 4:30:00 AM 5.409 0.431 76.606 4:30:00 PM 7.086 0.903 227.525 4:45:00 AM 5.385 0.447 79.437 4:45:00 PM 6.991 0.893 224.828 5:00:00 AM 5.431 0.465 82.652 5:00:00 PM 7.041 0.828 207.763 5:15:00 AM 5.51 0.49 89.851 5:15:00 PM 7.006 0.936 230.272 5:30:00 AM 5.534 0.506 93.37 5:30:00 PM 7.092 0.979 245.917 5:45:00 AM 5.592 0.553 101.901 5:45:00 PM 6.881 0.896 220.897 6:00:00 AM 5.596 0.521 97.615 6:00:00 PM 7.093 1 255.107 6:15:00 AM 5.778 0.627 122.585 6:15:00 PM 6.982 0.86 215.731 6:30:00 AM 5.852 0.616 120.943 6:30:00 PM 7.093 0.956 243.559 6:45:00 AM 5.778 0.603 117.949 6:45:00 PM 7.071 0.982 250.657 7:00:00 AM 5.822 0.578 114.177 7:00:00 PM 6.938 0.937 233.457 7:15:00 AM 5.967 0.7 142.9 7:15:00 PM 6.732 0.905 216.736 7:30:00 AM 6.111 0.679 143.209 7:30:00 PM 6.89 0.888 219.007 7:45:00 AM 6.265 0.738 160.46 7:45:00 PM 6.943 0.879 219.136 8:00:00 AM 6.542 0.744 160.989 8:00:00 PM 7.041 0.971 242.972 8:15:00 AM 6.612 0.867 199.783 8:15:00 PM 6.955 0.879 218.373 8:30:00 AM 6.64 0.819 189.04 8:30:00 PM 7.024 0.865 218.95 8:45:00 AM 6.9 1.016 251.452 8:45:00 PM 7.064 0.89 225.492 9:00:00 AM 6.808 0.938 228.132 9:00:00 PM 7.236 0.998 260.2 9:15:00 AM 6.837 0.885 213.187 9:15:00 PM 7.27 0.977 258.496 9:30:00 AM 7.033 1.019 257.702 9:30:00 PM 7.156 0.911 236.245 9:45:00 AM 7.197 0.956 249.626 9:45:00 PM 7.216 0.937 242.225 10:00:00 AM 7.016 0.862 212.781 10:00:00 PM 7.158 0.983 253.022 10:15:00 AM 7.182 0.985 256.738 10:15:00 PM 7.011 0.934 234.554 10:30:00 AM 7.018 0.895 226.424 10:30:00 PM 6.915 0.879 217.351 10:45:00 AM 7.467 1.01 276.361 10:45:00 PM 6.909 0.862 206.58 11:00:00 AM 7.364 0.966 259.897 11:00:00 PM 6.792 0.969 234.706 11:15:00 AM 6.991 0.947 236.838 11:15:00 PM 6.803 0.881 213.842 11:30:00 AM 6.941 0.903 224.334 11:30:00 PM 6.743 0.872 209.382 11:45:00 AM 9.657 1.165 436.863 11:45:00 PM 6.615 0.886 207.333 Inches Feet/Sec GPM
Daily Avg: 6.689 0.821 202.246
Daily Min: 5.368 0.431 76.401
Daily Max: 9.657 1.371 471.466
Peak to Avg: 2.33
Saturday - A.M. 7/15/2023 Saturday - P.M. 7/15/2023
285
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/16/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
286
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.558 0.763 176.515 12:00:00 PM 7.838 1.069 309.653 12:15:00 AM 6.467 0.736 167.343 12:15:00 PM 7.811 1.031 298.86 12:30:00 AM 6.258 0.744 160.279 12:30:00 PM 7.678 1.061 300.683 12:45:00 AM 6.143 0.772 163.834 12:45:00 PM 7.648 0.981 276.906 1:00:00 AM 6.027 0.63 128.944 1:00:00 PM 7.667 1.049 296.987 1:15:00 AM 5.909 0.665 133.615 1:15:00 PM 7.465 0.981 268.699 1:30:00 AM 5.708 0.531 102.198 1:30:00 PM 7.406 0.91 246.546 1:45:00 AM 5.773 0.548 107.058 1:45:00 PM 7.423 1.082 292.385 2:00:00 AM 5.702 0.502 96.535 2:00:00 PM 7.679 0.958 263.137 2:15:00 AM 5.695 0.514 97.81 2:15:00 PM 7.441 0.945 253.105 2:30:00 AM 5.466 0.428 75.17 2:30:00 PM 7.343 0.966 257.921 2:45:00 AM 5.367 0.41 72.57 2:45:00 PM 7.353 0.991 264.097 3:00:00 AM 5.353 0.392 69.191 3:00:00 PM 7.447 1.02 276.846 3:15:00 AM 5.311 0.393 68.548 3:15:00 PM 7.48 0.986 270.632 3:30:00 AM 5.488 0.549 100.108 3:30:00 PM 7.129 0.895 226.501 3:45:00 AM 5.462 0.44 79.811 3:45:00 PM 7.119 0.911 234.669 4:00:00 AM 5.294 0.363 63.16 4:00:00 PM 7.213 1.043 273.31 4:15:00 AM 5.23 0.344 58.126 4:15:00 PM 7.039 0.961 243.689 4:30:00 AM 5.306 0.419 72.693 4:30:00 PM 7.028 0.936 233.964 4:45:00 AM 5.371 0.453 79.693 4:45:00 PM 7.08 0.885 225.991 5:00:00 AM 5.361 0.416 72.834 5:00:00 PM 7.275 0.98 259.645 5:15:00 AM 5.428 0.473 85.072 5:15:00 PM 7.223 0.97 254.618 5:30:00 AM 5.518 0.44 79.495 5:30:00 PM 7.282 0.905 240.118 5:45:00 AM 5.518 0.42 76.936 5:45:00 PM 7.307 0.975 257.054 6:00:00 AM 5.629 0.465 86.356 6:00:00 PM 7.326 1.013 270.077 6:15:00 AM 5.774 0.489 94.523 6:15:00 PM 7.383 0.932 251.569 6:30:00 AM 5.814 0.524 103.314 6:30:00 PM 7.26 0.926 240.304 6:45:00 AM 5.986 0.613 125.746 6:45:00 PM 7.307 0.944 249.913 7:00:00 AM 6.206 0.725 156.05 7:00:00 PM 7.382 0.954 257.45 7:15:00 AM 6.335 0.679 149.639 7:15:00 PM 7.348 0.969 259.246 7:30:00 AM 6.488 0.75 171.254 7:30:00 PM 7.4 1.03 277.345 7:45:00 AM 6.674 0.804 190.349 7:45:00 PM 7.383 0.978 264.083 8:00:00 AM 6.907 0.918 227.303 8:00:00 PM 7.422 0.944 256.389 8:15:00 AM 6.987 0.917 227.374 8:15:00 PM 7.409 0.911 245.07 8:30:00 AM 7.099 0.959 245.127 8:30:00 PM 7.511 0.973 263.667 8:45:00 AM 7.398 0.978 264.741 8:45:00 PM 7.568 1.093 299.849 9:00:00 AM 7.37 0.983 261.401 9:00:00 PM 7.652 1.015 286.816 9:15:00 AM 7.682 1.061 301.284 9:15:00 PM 7.727 1.084 305.143 9:30:00 AM 7.498 1.041 286.545 9:30:00 PM 7.686 1.003 278.082 9:45:00 AM 7.601 0.991 277.532 9:45:00 PM 7.706 1.06 299.954 10:00:00 AM 7.805 1.075 304.46 10:00:00 PM 7.786 1.125 321.224 10:15:00 AM 7.704 1.046 284.47 10:15:00 PM 7.636 1.118 314.966 10:30:00 AM 7.679 1.039 294.807 10:30:00 PM 7.469 0.973 263.674 10:45:00 AM 7.832 0.863 251.112 10:45:00 PM 7.371 0.954 257.063 11:00:00 AM 8.026 1.133 336.989 11:00:00 PM 7.201 0.921 235.595 11:15:00 AM 7.925 1.046 308.056 11:15:00 PM 6.96 0.897 223.863 11:30:00 AM 7.871 1.013 296.525 11:30:00 PM 6.946 0.826 205.97 11:45:00 AM 7.839 1.061 300.76 11:45:00 PM 6.6 0.771 176.301 Inches Feet/Sec GPM
Daily Avg: 6.885 0.839 214.593
Daily Min: 5.23 0.344 58.126
Daily Max: 8.026 1.133 336.989
Peak to Avg: 1.57
Sunday - A.M. 7/16/2023 Sunday - P.M. 7/16/2023
287
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/17/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
288
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 6.233 0.632 136.879 12:00:00 PM 7.319 1.029 274.561 12:15:00 AM 6.256 0.67 145.813 12:15:00 PM 7.273 0.972 254.845 12:30:00 AM 6.091 0.587 120.64 12:30:00 PM 7.264 0.933 241.134 12:45:00 AM 5.846 0.614 122.051 12:45:00 PM 7.272 0.982 259.965 1:00:00 AM 5.71 0.58 111.725 1:00:00 PM 7.268 1.013 267.694 1:15:00 AM 5.695 0.51 97.809 1:15:00 PM 7.103 0.998 255.691 1:30:00 AM 5.647 0.515 97.737 1:30:00 PM 7.224 0 0
1:45:00 AM 5.533 0.417 75.695 1:45:00 PM 7.266 0.917 238.318 2:00:00 AM 5.486 0.44 80.272 2:00:00 PM 6.995 0.916 230.161 2:15:00 AM 5.462 0.429 77.702 2:15:00 PM 7.413 1.07 290.223 2:30:00 AM 5.435 0.424 75.813 2:30:00 PM 7.364 0.969 260.781 2:45:00 AM 5.419 0.429 76.874 2:45:00 PM 7.289 0.953 246.109 3:00:00 AM 5.513 0.47 86.371 3:00:00 PM 7.039 1.064 270.216 3:15:00 AM 5.448 0.43 77.742 3:15:00 PM 6.976 0.941 235.401 3:30:00 AM 5.408 0.417 74.563 3:30:00 PM 7.201 0.89 232.584 3:45:00 AM 5.393 0.4 71.198 3:45:00 PM 7.094 0.888 227.652 4:00:00 AM 5.384 0.424 75.306 4:00:00 PM 6.952 0.942 231.839 4:15:00 AM 5.475 0.453 80.878 4:15:00 PM 6.976 1.03 258.355 4:30:00 AM 5.582 0.502 90.978 4:30:00 PM 7.174 0.96 249.795 4:45:00 AM 5.592 0.515 96.365 4:45:00 PM 7.27 0.975 257.877 5:00:00 AM 5.728 0.482 91.228 5:00:00 PM 7.393 1.055 285.173 5:15:00 AM 5.849 0.577 114.711 5:15:00 PM 7.346 1.079 289.306 5:30:00 AM 6.092 0.632 132.761 5:30:00 PM 7.354 1.015 271.483 5:45:00 AM 6.352 0.758 168.15 5:45:00 PM 7.406 0.97 261.037 6:00:00 AM 6.288 0.731 159.608 6:00:00 PM 7.75 1.123 322.295 6:15:00 AM 6.506 0.808 184.979 6:15:00 PM 7.548 1.14 316.584 6:30:00 AM 6.903 0.928 229.737 6:30:00 PM 7.463 1.043 280.813 6:45:00 AM 6.9 0.907 221.691 6:45:00 PM 7.424 0.98 266.29 7:00:00 AM 6.954 0.848 211.88 7:00:00 PM 7.607 0.995 279.04 7:15:00 AM 7.137 0.937 237.758 7:15:00 PM 7.635 1.044 294.034 7:30:00 AM 7.162 0.957 245.021 7:30:00 PM 7.686 1.076 305.79 7:45:00 AM 7.314 0.923 240.757 7:45:00 PM 7.537 1.056 285.157 8:00:00 AM 7.327 1.004 268.39 8:00:00 PM 7.541 1.069 296.523 8:15:00 AM 7.332 0.917 245.37 8:15:00 PM 7.747 1.071 307.21 8:30:00 AM 7.371 0.941 250.122 8:30:00 PM 7.717 1.061 296.746 8:45:00 AM 7.561 1.08 284.907 8:45:00 PM 7.691 1.044 296.77 9:00:00 AM 7.328 0.931 247.823 9:00:00 PM 7.965 1.16 344.566 9:15:00 AM 7.239 0.989 251.054 9:15:00 PM 7.721 1.112 316.75 9:30:00 AM 7.338 1.14 302.011 9:30:00 PM 7.783 1.079 311.493 9:45:00 AM 7.39 1.058 282.188 9:45:00 PM 7.841 1.113 324.197 10:00:00 AM 7.327 1.053 281.485 10:00:00 PM 7.749 1.1 312.755 10:15:00 AM 7.397 0.999 268.293 10:15:00 PM 7.801 1.096 317.157 10:30:00 AM 7.536 1.045 289.64 10:30:00 PM 7.567 1.083 301.601 10:45:00 AM 7.283 0.904 239.927 10:45:00 PM 7.468 1.095 297.152 11:00:00 AM 7.185 1.042 271.658 11:00:00 PM 7.362 0.996 267.77 11:15:00 AM 7.282 1.053 273.197 11:15:00 PM 7.06 0.949 241.59 11:30:00 AM 7.246 0.896 229.801 11:30:00 PM 6.864 0.899 221.006 11:45:00 AM 7.329 0.984 258.002 11:45:00 PM 6.729 0.889 210.242 Inches Feet/Sec GPM
Daily Avg: 6.921 0.869 222.331
Daily Min: 5.384 0 0
Daily Max: 7.965 1.16 344.566
Peak to Avg: 1.55
Monday - A.M. 7/17/2023 Monday - P.M. 7/17/2023
289
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/18/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
290
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.436 0.831 187.73 12:00:00 PM 7.166 1.034 268.514 12:15:00 AM 6.355 0.712 158.124 12:15:00 PM 6.929 0.988 245.661 12:30:00 AM 6.203 0.708 152.168 12:30:00 PM 6.87 0.911 222.197 12:45:00 AM 6.024 0.704 144.569 12:45:00 PM 7.018 0.902 228.109 1:00:00 AM 5.972 0.663 133.712 1:00:00 PM 7.043 0.947 240.62 1:15:00 AM 5.878 0.599 119.983 1:15:00 PM 6.941 0.976 242.962 1:30:00 AM 5.879 0.561 111.425 1:30:00 PM 6.99 0.896 219.847 1:45:00 AM 5.822 0.533 105.393 1:45:00 PM 6.865 0.886 217.727 2:00:00 AM 5.58 0.516 94.727 2:00:00 PM 6.838 0.951 226.511 2:15:00 AM 5.644 0.514 96.338 2:15:00 PM 6.976 0.955 237.793 2:30:00 AM 5.48 0.481 87.616 2:30:00 PM 6.846 0.929 227.583 2:45:00 AM 5.383 0.438 77.893 2:45:00 PM 6.971 0.991 248.373 3:00:00 AM 5.242 0.382 65.539 3:00:00 PM 6.939 1.03 256.748 3:15:00 AM 5.218 0.398 67.329 3:15:00 PM 6.917 0.878 207.813 3:30:00 AM 5.281 0.432 73.272 3:30:00 PM 7.113 0.962 247.492 3:45:00 AM 5.34 0.441 77.461 3:45:00 PM 7.004 0.885 223.139 4:00:00 AM 5.301 0.389 67.799 4:00:00 PM 6.864 0.929 228.368 4:15:00 AM 5.463 0.488 88.585 4:15:00 PM 6.992 1.04 261.753 4:30:00 AM 5.454 0.443 79.844 4:30:00 PM 7.239 1.008 265.383 4:45:00 AM 5.593 0.49 91.642 4:45:00 PM 7.192 0.997 257.967 5:00:00 AM 5.869 0.623 124.525 5:00:00 PM 7.223 1.025 263.278 5:15:00 AM 5.896 0.675 135.687 5:15:00 PM 7.168 1.041 270.525 5:30:00 AM 6.153 0.703 146.568 5:30:00 PM 7.171 1 256.151 5:45:00 AM 6.138 0.622 130.211 5:45:00 PM 7.328 1.073 286.893 6:00:00 AM 6.319 0.704 155.204 6:00:00 PM 7.213 1.017 266.512 6:15:00 AM 6.462 0.769 172.269 6:15:00 PM 7.331 1.007 268.028 6:30:00 AM 6.625 0.835 194.211 6:30:00 PM 7.364 0.99 262.392 6:45:00 AM 6.943 0.942 234.734 6:45:00 PM 7.549 1.021 281.155 7:00:00 AM 6.808 0.939 226.131 7:00:00 PM 7.38 1.036 279.022 7:15:00 AM 7.1 0.902 228.495 7:15:00 PM 7.552 1.18 327.805 7:30:00 AM 8.666 1.277 420.868 7:30:00 PM 7.711 1.176 335.405 7:45:00 AM 7.484 1.074 295.008 7:45:00 PM 7.649 1.139 321.522 8:00:00 AM 7.314 1.013 270.263 8:00:00 PM 7.616 1.104 305.369 8:15:00 AM 7.163 0.99 248.241 8:15:00 PM 7.429 1.055 287.131 8:30:00 AM 7.226 1.052 276.346 8:30:00 PM 7.664 1.188 334.984 8:45:00 AM 7.255 0.981 255.96 8:45:00 PM 7.534 1.148 317.959 9:00:00 AM 7.242 1.099 284.995 9:00:00 PM 7.743 1.113 319.172 9:15:00 AM 7.402 0.971 262.42 9:15:00 PM 7.883 1.191 339.052 9:30:00 AM 7.472 1.093 299.62 9:30:00 PM 8.115 1.192 361.064 9:45:00 AM 7.287 0.848 222.609 9:45:00 PM 7.78 1.159 332.731 10:00:00 AM 7.114 0.981 252.364 10:00:00 PM 7.703 1.236 352.053 10:15:00 AM 7.138 1.013 261.831 10:15:00 PM 7.508 1.05 289.596 10:30:00 AM 7.329 0.938 248.492 10:30:00 PM 7.267 1.036 270.027 10:45:00 AM 7.138 1.035 267.561 10:45:00 PM 7.277 0.956 253.341 11:00:00 AM 7.37 0.981 253.551 11:00:00 PM 7.039 0.882 224.02 11:15:00 AM 7.24 0.965 254.1 11:15:00 PM 6.694 0.939 223.18 11:30:00 AM 7.162 0.995 257.543 11:30:00 PM 6.434 0.918 207.152 11:45:00 AM 7.176 1.011 262.876 11:45:00 PM 6.442 0.801 174.59 Inches Feet/Sec GPM
Daily Avg: 6.843 0.891 224.429
Daily Min: 5.218 0.382 65.539
Daily Max: 8.666 1.277 420.868
Peak to Avg: 1.88
Tuesday- A.M. 7/18/2023 Tuesday- P.M. 7/18/2023
291
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/19/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
292
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.237 0.831 180.038 12:00:00 PM 6.997 0.999 251.739 12:15:00 AM 6.121 0.746 153.35 12:15:00 PM 6.904 0.951 231.554 12:30:00 AM 5.804 0.631 124.168 12:30:00 PM 6.881 0.956 235.629 12:45:00 AM 5.812 0.602 118.697 12:45:00 PM 7.006 0.977 246.594 1:00:00 AM 5.697 0.556 106.623 1:00:00 PM 7.003 0.985 248.381 1:15:00 AM 5.94 0.655 132.951 1:15:00 PM 6.989 0.956 240.359 1:30:00 AM 5.706 0.618 118.953 1:30:00 PM 7.019 1.034 255.474 1:45:00 AM 5.651 0.539 102.284 1:45:00 PM 6.884 0.907 223.77 2:00:00 AM 5.532 0.51 93.335 2:00:00 PM 6.94 0.942 232.874 2:15:00 AM 5.491 0.525 95.948 2:15:00 PM 6.944 0.993 246.52 2:30:00 AM 5.413 0.443 77.572 2:30:00 PM 7.003 0.985 244.554 2:45:00 AM 5.397 0.425 74.992 2:45:00 PM 6.98 0.956 240.036 3:00:00 AM 5.443 0.469 83.85 3:00:00 PM 7.069 1.015 259.03 3:15:00 AM 5.432 0.466 83.859 3:15:00 PM 6.874 0.934 230.016 3:30:00 AM 5.394 0.488 86.998 3:30:00 PM 7.102 0.983 252.43 3:45:00 AM 5.414 0.413 73.923 3:45:00 PM 7.045 0.974 247.418 4:00:00 AM 5.43 0.45 80.892 4:00:00 PM 7.076 0.96 244.211 4:15:00 AM 5.431 0.47 84.649 4:15:00 PM 7.038 1.012 256.787 4:30:00 AM 5.574 0.479 89.196 4:30:00 PM 6.982 0.993 248.991 4:45:00 AM 5.688 0.522 98.129 4:45:00 PM 6.925 0.946 234.854 5:00:00 AM 5.783 0.673 131.839 5:00:00 PM 6.954 0.946 236.331 5:15:00 AM 5.903 0.654 130.775 5:15:00 PM 7.046 0.993 251.524 5:30:00 AM 6.016 0.764 157.711 5:30:00 PM 6.851 0.945 228.756 5:45:00 AM 6.192 0.684 146.855 5:45:00 PM 6.96 1.04 260.162 6:00:00 AM 6.229 0.688 148.261 6:00:00 PM 7.183 1.059 276.024 6:15:00 AM 6.527 0.864 198.646 6:15:00 PM 7.255 1.054 278.208 6:30:00 AM 6.668 0.869 205.605 6:30:00 PM 7.455 1.087 293.875 6:45:00 AM 7.067 0.99 252.551 6:45:00 PM 7.293 1.033 269.574 7:00:00 AM 6.992 0.919 228.477 7:00:00 PM 7.202 1.055 275.078 7:15:00 AM 6.996 0.968 238.277 7:15:00 PM 7.37 1.081 284.797 7:30:00 AM 7.074 0.964 241.347 7:30:00 PM 7.461 1.067 284.716 7:45:00 AM 7.189 0.934 243.655 7:45:00 PM 7.472 1.09 298.861 8:00:00 AM 7.269 1.059 276.431 8:00:00 PM 7.368 1.129 303.105 8:15:00 AM 7.277 1.108 288.957 8:15:00 PM 7.379 1.028 272.874 8:30:00 AM 7.113 1.039 264.811 8:30:00 PM 7.591 1.099 307.293 8:45:00 AM 7.023 0.974 243.826 8:45:00 PM 7.581 1.097 303.897 9:00:00 AM 6.908 0.908 218.987 9:00:00 PM 7.637 1.059 294.715 9:15:00 AM 6.988 0.957 236.991 9:15:00 PM 7.749 1.113 319.342 9:30:00 AM 6.937 0.989 243.414 9:30:00 PM 7.935 1.132 334.137 9:45:00 AM 7.026 1.035 259.231 9:45:00 PM 7.945 1.166 336.256 10:00:00 AM 7.003 0.969 244.305 10:00:00 PM 7.806 1.115 323.036 10:15:00 AM 7.019 1.06 267.858 10:15:00 PM 7.841 1.131 329.522 10:30:00 AM 6.926 0.945 233.404 10:30:00 PM 7.684 1.239 343.754 10:45:00 AM 6.769 0.935 224.424 10:45:00 PM 7.57 1.093 304.701 11:00:00 AM 6.931 0.977 240.408 11:00:00 PM 7.212 1.003 262.816 11:15:00 AM 6.807 0.914 222.136 11:15:00 PM 7.03 0.947 237.472 11:30:00 AM 6.942 0.996 248.339 11:30:00 PM 6.89 0.89 219.648 11:45:00 AM 7.021 0.985 245.514 11:45:00 PM 6.575 0.828 187.262 Inches Feet/Sec GPM
Daily Avg: 6.768 0.893 220.551
Daily Min: 5.394 0.413 73.923
Daily Max: 7.945 1.239 343.754
Peak to Avg: 1.56
Wednesday - A.M. 7/19/2023 Wednesday - P.M. 7/19/2023
293
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/20/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
294
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.361 0.804 178.766 12:00:00 PM 7.115 1.056 265.161 12:15:00 AM 6.14 0.751 159.216 12:15:00 PM 7.086 0.967 247.568 12:30:00 AM 5.989 0.654 132.689 12:30:00 PM 6.976 1.09 273.454 12:45:00 AM 6.14 0.708 150.257 12:45:00 PM 7.058 1.009 257.122 1:00:00 AM 5.748 0.575 111.304 1:00:00 PM 7.08 0.989 250.068 1:15:00 AM 5.584 0.523 97.336 1:15:00 PM 7.104 1.044 268.081 1:30:00 AM 5.675 0.56 106.975 1:30:00 PM 6.946 1.008 251.513 1:45:00 AM 5.572 0.537 96.664 1:45:00 PM 6.78 0.939 224.211 2:00:00 AM 5.52 0.526 96.205 2:00:00 PM 6.811 0.984 239.392 2:15:00 AM 5.377 0.455 80.251 2:15:00 PM 6.842 0.968 235.827 2:30:00 AM 5.298 0.438 75.525 2:30:00 PM 6.834 0.937 226.976 2:45:00 AM 5.271 0.471 81.009 2:45:00 PM 6.77 0.918 218.521 3:00:00 AM 5.352 0.538 94.862 3:00:00 PM 6.913 0.967 237.385 3:15:00 AM 5.38 0.445 79.043 3:15:00 PM 6.981 1.021 255.721 3:30:00 AM 5.368 0.453 80.248 3:30:00 PM 6.951 0.974 242.974 3:45:00 AM 5.334 0.436 76.337 3:45:00 PM 6.806 1.036 251.821 4:00:00 AM 5.334 0.467 81.646 4:00:00 PM 6.977 0.938 231.072 4:15:00 AM 5.296 0.433 75.333 4:15:00 PM 6.958 1.051 262.849 4:30:00 AM 5.381 0.454 78.69 4:30:00 PM 7.114 1.068 273.365 4:45:00 AM 5.438 0.501 90.382 4:45:00 PM 7.248 1.117 289.59 5:00:00 AM 5.694 0.593 113.811 5:00:00 PM 7.369 1.107 298.195 5:15:00 AM 5.884 0.681 129.839 5:15:00 PM 7.297 1.024 269.329 5:30:00 AM 6.016 0.667 135.908 5:30:00 PM 7.43 1.171 318.791 5:45:00 AM 6.206 0.831 178.907 5:45:00 PM 7.319 1.04 277.683 6:00:00 AM 6.153 0.789 166.525 6:00:00 PM 7.626 1.147 322.596 6:15:00 AM 6.317 0.794 174.811 6:15:00 PM 7.342 1.036 274.293 6:30:00 AM 6.587 0.888 201.03 6:30:00 PM 7.259 1.037 270.628 6:45:00 AM 6.763 0.952 229.384 6:45:00 PM 7.327 1.075 287.289 7:00:00 AM 6.623 0.976 227.859 7:00:00 PM 7.068 1.013 255.22 7:15:00 AM 6.948 1.067 262.936 7:15:00 PM 7.271 1.085 283.675 7:30:00 AM 7.111 0.982 252.49 7:30:00 PM 7.233 1.104 290.181 7:45:00 AM 7.325 1.011 269.277 7:45:00 PM 7.278 1.103 291.728 8:00:00 AM 7.267 0.987 255.735 8:00:00 PM 7.475 1.079 295.896 8:15:00 AM 7.313 1.019 264.162 8:15:00 PM 7.386 1.126 301.621 8:30:00 AM 7.268 1.078 282.516 8:30:00 PM 7.523 1.109 306.529 8:45:00 AM 7.162 1.078 279.84 8:45:00 PM 7.59 1.197 331.801 9:00:00 AM 7.132 0.976 239.853 9:00:00 PM 7.635 1.112 313.392 9:15:00 AM 6.899 0.953 235.707 9:15:00 PM 7.737 1.116 319.766 9:30:00 AM 6.87 0.938 229.923 9:30:00 PM 7.909 1.18 347.513 9:45:00 AM 7.091 1.028 263.388 9:45:00 PM 7.735 1.123 321.537 10:00:00 AM 7.15 0.987 253.952 10:00:00 PM 7.81 1.111 322.024 10:15:00 AM 6.88 0.991 242.308 10:15:00 PM 7.66 1.143 319.435 10:30:00 AM 6.966 0.948 237.325 10:30:00 PM 7.652 1.106 306.915 10:45:00 AM 7.205 1.128 295.081 10:45:00 PM 7.41 0.982 266.225 11:00:00 AM 7.07 1.096 278.083 11:00:00 PM 6.9 0.925 226.501 11:15:00 AM 7.06 1.003 254.047 11:15:00 PM 6.917 0.985 244.336 11:30:00 AM 7.101 0.991 252.803 11:30:00 PM 6.751 0.923 221.993 11:45:00 AM 7.211 1.09 285.406 11:45:00 PM 6.692 0.848 200.6 Inches Feet/Sec GPM
Daily Avg: 6.769 0.913 226.234
Daily Min: 5.271 0.433 75.333
Daily Max: 7.909 1.197 347.513
Peak to Avg: 1.54
Thursday - A.M. 7/20/2023 Thursday - P.M. 7/20/2023
295
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/21/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
296
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.549 0.854 191.468 12:00:00 PM 7.264 0.998 259.31 12:15:00 AM 6.428 0.805 179.563 12:15:00 PM 7.395 1.02 275.832 12:30:00 AM 6.29 0.741 162.414 12:30:00 PM 7.388 1.01 262.681 12:45:00 AM 6.177 0.696 148.635 12:45:00 PM 7.066 0.96 240.322 1:00:00 AM 6.122 0.72 147.641 1:00:00 PM 7.257 0.997 263.313 1:15:00 AM 6.017 0.618 126.154 1:15:00 PM 7.336 1.073 283.344 1:30:00 AM 5.946 0.717 145.836 1:30:00 PM 7.264 0.991 258.121 1:45:00 AM 5.828 0.595 117.722 1:45:00 PM 7.17 1.009 262.294 2:00:00 AM 5.738 0.58 112.406 2:00:00 PM 7.248 0.998 257.996 2:15:00 AM 5.697 0.544 104.407 2:15:00 PM 6.968 1.024 250.504 2:30:00 AM 5.652 0.51 96.92 2:30:00 PM 7.038 0.972 246.665 2:45:00 AM 5.49 0.459 83.872 2:45:00 PM 7.073 0.973 248.644 3:00:00 AM 5.453 0.52 94.044 3:00:00 PM 7.068 0.96 244.491 3:15:00 AM 5.564 0.5 91.422 3:15:00 PM 7.16 0.985 255.512 3:30:00 AM 5.436 0.457 82.399 3:30:00 PM 7.13 1.071 275.282 3:45:00 AM 5.481 0.427 76.682 3:45:00 PM 7.355 1.049 281.873 4:00:00 AM 5.514 0.493 90.11 4:00:00 PM 7.269 1.044 273.884 4:15:00 AM 5.565 0.508 94.364 4:15:00 PM 7.295 1.04 264.803 4:30:00 AM 5.814 0.583 113.216 4:30:00 PM 7.202 1.111 290.359 4:45:00 AM 5.802 0.565 111.046 4:45:00 PM 7.443 1.033 273.103 5:00:00 AM 5.82 0.594 115.415 5:00:00 PM 7.276 1.081 286.421 5:15:00 AM 5.886 0.595 119.307 5:15:00 PM 7.202 1.032 266.963 5:30:00 AM 6.076 0.688 144.039 5:30:00 PM 7.097 1.009 258.995 5:45:00 AM 6.234 0.702 152.085 5:45:00 PM 7.393 1.076 290.966 6:00:00 AM 6.201 0.714 153.459 6:00:00 PM 7.338 0.942 252.353 6:15:00 AM 6.38 0.825 183.177 6:15:00 PM 7.253 1.088 284.309 6:30:00 AM 6.61 0.901 204.147 6:30:00 PM 7.215 0.999 261.752 6:45:00 AM 6.664 0.869 204.932 6:45:00 PM 7.28 1.022 270.96 7:00:00 AM 6.905 1.067 264.192 7:00:00 PM 7.308 1.07 280.391 7:15:00 AM 6.954 0.977 244.212 7:15:00 PM 7.179 1.101 286.659 7:30:00 AM 7.078 0.987 251.561 7:30:00 PM 7.251 0.995 253.911 7:45:00 AM 7.14 1.005 250.762 7:45:00 PM 7.328 1.135 296.482 8:00:00 AM 7.058 0.968 245.047 8:00:00 PM 7.293 1.079 286.748 8:15:00 AM 7.346 1.084 290.263 8:15:00 PM 7.278 1.063 281.627 8:30:00 AM 7.476 1.124 308.259 8:30:00 PM 7.315 1 266.68 8:45:00 AM 7.461 1.098 300.468 8:45:00 PM 7.301 1.131 300.903 9:00:00 AM 7.27 1.022 269.412 9:00:00 PM 7.285 1.035 272.735 9:15:00 AM 7.485 1.079 296.287 9:15:00 PM 7.34 1.077 288.477 9:30:00 AM 7.552 1.019 276.971 9:30:00 PM 7.47 1.109 301.71 9:45:00 AM 7.543 1.108 307.224 9:45:00 PM 7.418 1.077 292.482 10:00:00 AM 7.321 1.03 274.936 10:00:00 PM 7.268 1.107 291.104 10:15:00 AM 7.374 1.05 279.702 10:15:00 PM 7.319 1.034 276.064 10:30:00 AM 7.423 1.044 281.587 10:30:00 PM 7.153 0.999 258.785 10:45:00 AM 7.325 1.053 280.122 10:45:00 PM 7.164 0.988 255.834 11:00:00 AM 7.367 1.013 272.597 11:00:00 PM 7.02 0.961 243.042 11:15:00 AM 7.429 1.007 272.816 11:15:00 PM 6.825 0.906 221.045 11:30:00 AM 7.251 1.014 262.361 11:30:00 PM 6.781 0.957 230.79 11:45:00 AM 7.296 0.975 259.321 11:45:00 PM 6.549 0.862 199.15 Inches Feet/Sec GPM
Daily Avg: 6.866 0.915 229.149
Daily Min: 5.436 0.427 76.682
Daily Max: 7.552 1.135 308.259
Peak to Avg: 1.35
Friday - A.M. 7/21/2023 Friday - P.M. 7/21/2023
297
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/22/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
298
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.47 0.808 180.59 12:00:00 PM 7.427 1.149 312.411 12:15:00 AM 6.38 0.829 184.992 12:15:00 PM 7.581 1.101 307.458 12:30:00 AM 6.293 0.806 174.207 12:30:00 PM 7.69 1.137 323.331 12:45:00 AM 6.15 0.727 153.528 12:45:00 PM 7.542 1.09 302.445 1:00:00 AM 6.039 0.684 141.909 1:00:00 PM 7.267 1.117 290.88 1:15:00 AM 6.049 0.672 138.716 1:15:00 PM 7.391 1.115 301.292 1:30:00 AM 5.99 0.671 136.001 1:30:00 PM 7.517 1.093 301.918 1:45:00 AM 5.984 0.526 107.919 1:45:00 PM 7.635 1.068 294.068 2:00:00 AM 5.883 0.457 88.252 2:00:00 PM 7.357 1.048 276.028 2:15:00 AM 5.698 0.415 79.161 2:15:00 PM 7.308 1.092 290.974 2:30:00 AM 5.685 0.441 84.417 2:30:00 PM 7.391 1.047 280.814 2:45:00 AM 5.75 0.44 85.569 2:45:00 PM 7.331 1.069 285.924 3:00:00 AM 5.699 0.537 102.887 3:00:00 PM 7.212 1.093 286.268 3:15:00 AM 5.677 0.441 83.619 3:15:00 PM 7.295 1.037 271.8 3:30:00 AM 5.608 0.408 76.614 3:30:00 PM 7.067 1.106 282.144 3:45:00 AM 5.541 0.373 68.997 3:45:00 PM 7.137 0.997 253.24 4:00:00 AM 5.499 0.402 73.439 4:00:00 PM 7.12 1.084 279.231 4:15:00 AM 5.541 0.444 81.838 4:15:00 PM 7.269 1.046 276.552 4:30:00 AM 5.668 0.42 80.038 4:30:00 PM 7.143 1.068 276.351 4:45:00 AM 5.763 0.46 87.602 4:45:00 PM 7.105 1.119 287.541 5:00:00 AM 5.648 0.558 105.772 5:00:00 PM 6.983 1.001 251.415 5:15:00 AM 5.659 0.497 94.548 5:15:00 PM 7.103 0.967 248.169 5:30:00 AM 5.779 0.574 110.786 5:30:00 PM 7.122 1.013 260.988 5:45:00 AM 5.784 0.619 120.143 5:45:00 PM 7 1.091 275.043 6:00:00 AM 5.974 0.595 121.688 6:00:00 PM 7.08 1.03 258.429 6:15:00 AM 5.908 0.577 116.247 6:15:00 PM 6.921 0.925 225.362 6:30:00 AM 5.931 0.573 116.193 6:30:00 PM 6.948 0.96 237.76 6:45:00 AM 6.102 0.654 133.611 6:45:00 PM 6.924 0.941 233.78 7:00:00 AM 6.131 0.634 134.148 7:00:00 PM 6.714 0.934 219.433 7:15:00 AM 6.562 0.825 189.492 7:15:00 PM 7.008 1.053 265.762 7:30:00 AM 6.683 0.939 219.023 7:30:00 PM 6.916 1.025 251.189 7:45:00 AM 6.796 0.892 214.865 7:45:00 PM 6.877 0.913 222.926 8:00:00 AM 7.162 1.019 264.626 8:00:00 PM 7.063 0.972 247.782 8:15:00 AM 7.096 1.026 256.999 8:15:00 PM 6.933 1.02 253.889 8:30:00 AM 7.198 1.049 274.06 8:30:00 PM 6.974 0.991 246.793 8:45:00 AM 7.474 1.11 304.34 8:45:00 PM 7.074 1.003 246.355 9:00:00 AM 7.747 1.116 320.112 9:00:00 PM 7.161 1.031 262.78 9:15:00 AM 7.6 1.138 318.734 9:15:00 PM 7.058 0.982 250.049 9:30:00 AM 7.804 1.19 344.49 9:30:00 PM 7.067 0.994 251.045 9:45:00 AM 7.809 1.155 334.864 9:45:00 PM 7.154 1.032 267.528 10:00:00 AM 7.894 1.17 338.352 10:00:00 PM 7.079 0.998 253.586 10:15:00 AM 7.768 1.185 341.035 10:15:00 PM 7.035 0.986 250.013 10:30:00 AM 7.491 1.007 276.776 10:30:00 PM 6.928 1.013 251.627 10:45:00 AM 7.46 1.108 293.65 10:45:00 PM 6.751 0.94 222.614 11:00:00 AM 7.523 1.186 327.976 11:00:00 PM 6.703 0.895 208.999 11:15:00 AM 7.693 1.107 306.054 11:15:00 PM 6.597 0.919 214.422 11:30:00 AM 7.742 1.081 310.04 11:30:00 PM 6.662 0.865 202.14 11:45:00 AM 7.6 1.123 311.582 11:45:00 PM 6.304 0.777 169.756 Inches Feet/Sec GPM
Daily Avg: 6.798 0.893 222.739
Daily Min: 5.499 0.373 68.997
Daily Max: 7.894 1.19 344.49
Peak to Avg: 1.55
Saturday - A.M. 7/22/2023 Saturday - P.M. 7/22/2023
299
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/23/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
300
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Flow Time Level Velocity Flow
12:00:00 AM 6.291 0.791 169.053 12:00:00 PM 7.283 1.018 263.539 12:15:00 AM 6.084 0.697 146.175 12:15:00 PM 7.224 0.986 258.621 12:30:00 AM 6.003 0.845 173.993 12:30:00 PM 7.473 1.115 300.549 12:45:00 AM 6.023 0.669 135.863 12:45:00 PM 7.58 1.109 309.633 1:00:00 AM 5.899 0.579 115.319 1:00:00 PM 7.353 1.039 275.98 1:15:00 AM 5.79 0.66 127.835 1:15:00 PM 7.418 0.989 268.508 1:30:00 AM 5.769 0.544 106.058 1:30:00 PM 7.267 1.042 270.911 1:45:00 AM 5.648 0 0 1:45:00 PM 7.304 1.051 278.984
2:00:00 AM 5.505 0 0 2:00:00 PM 7.322 1.1 284.405
2:15:00 AM 5.468 0.483 86.966 2:15:00 PM 7.019 1.014 254.833 2:30:00 AM 5.403 0.391 69.67 2:30:00 PM 7.075 1.028 262.611 2:45:00 AM 5.469 0.462 83.959 2:45:00 PM 7.05 1.007 256.227 3:00:00 AM 5.338 0.387 66.391 3:00:00 PM 7.087 1.009 258.525 3:15:00 AM 5.253 0.457 78.128 3:15:00 PM 7.048 0.96 241.953 3:30:00 AM 5.286 0.388 65.914 3:30:00 PM 7.081 0.98 246.16 3:45:00 AM 5.216 0 0 3:45:00 PM 7.191 1.017 265.406
4:00:00 AM 5.286 0 0 4:00:00 PM 7.216 1.122 294.073
4:15:00 AM 5.288 0 0 4:15:00 PM 7.159 1.02 262.355
4:30:00 AM 5.252 0 0 4:30:00 PM 7.134 1.041 268.998
4:45:00 AM 5.238 0 0 4:45:00 PM 7.142 0.971 244.344
5:00:00 AM 5.161 0 0 5:00:00 PM 7.204 1.068 279.295
5:15:00 AM 5.182 0 0 5:15:00 PM 7.259 1.148 299.36
5:30:00 AM 5.344 0 0 5:30:00 PM 7.142 1.099 281.367
5:45:00 AM 5.358 0 0 5:45:00 PM 7.218 1.016 262.616
6:00:00 AM 5.488 0 0 6:00:00 PM 7.097 1.035 265.42
6:15:00 AM 5.54 0 0 6:15:00 PM 7.013 0.967 244.218
6:30:00 AM 5.603 0.498 92.456 6:30:00 PM 7.069 1.087 277.58 6:45:00 AM 5.797 0.33 64.788 6:45:00 PM 7.265 1.024 268.898 7:00:00 AM 5.932 0.371 74.533 7:00:00 PM 7.301 1.057 280.16 7:15:00 AM 6.046 0.467 97.015 7:15:00 PM 7.458 1.098 300.193 7:30:00 AM 6.377 0.541 114.088 7:30:00 PM 7.211 1.069 276.367 7:45:00 AM 6.491 0.597 136.293 7:45:00 PM 7.376 1.029 275.611 8:00:00 AM 6.632 0.52 117.725 8:00:00 PM 7.111 1.08 277.726 8:15:00 AM 6.787 0.71 171.962 8:15:00 PM 7.188 1.099 286.568 8:30:00 AM 6.781 0.663 160.238 8:30:00 PM 7.337 1.042 276.931 8:45:00 AM 6.934 0.766 190.704 8:45:00 PM 7.377 1.1 294.449 9:00:00 AM 7.338 0.948 253.79 9:00:00 PM 7.506 1.154 318.18 9:15:00 AM 7.493 0.981 269.82 9:15:00 PM 7.671 1.154 324.99 9:30:00 AM 7.661 0.867 236.112 9:30:00 PM 7.862 1.124 328.558 9:45:00 AM 7.643 0.864 234.083 9:45:00 PM 7.614 1.064 298.582 10:00:00 AM 7.423 1.099 298.605 10:00:00 PM 7.489 1.093 300.583 10:15:00 AM 7.464 1.22 331.823 10:15:00 PM 7.323 1.124 300.193 10:30:00 AM 7.817 1.234 358.139 10:30:00 PM 7.237 1.023 269.25 10:45:00 AM 7.784 1.182 341.238 10:45:00 PM 7.156 0.999 258.493 11:00:00 AM 7.809 1.194 343.669 11:00:00 PM 7.033 1.101 279.228 11:15:00 AM 7.669 1.153 319.97 11:15:00 PM 6.824 0.932 227.156 11:30:00 AM 7.495 0.998 267.649 11:30:00 PM 6.721 0.904 212.342 11:45:00 AM 7.275 1.013 263.945 11:45:00 PM 6.494 0.864 197.352 Inches Feet/Sec GPM
Daily Avg: 6.721 0.789 201.297
Daily Min: 5.161 0 0
Daily Max: 7.862 1.234 358.139
Peak to Avg: 1.78
Sunday - A.M. 7/23/2023 Sunday - P.M. 7/23/2023
301
Project: City of Santa Paula - Sewer Flow Study
Location: 224 S. Palm, Santa Paula, CA
Flow Meter: Teledyne Isco 2150 Area Velocity w/ Pressure Transducer Time Period: 7/24/2023, 12:00 a.m. - 12:00 p.m.

MAXIMUM DAILY FLOW DATA
Maximum Level Maximum Velocity Maximum Flow Rate
302
Project: City of Santa Paula - Sewer Flow Study
Manhole Location: 224 S. Palm
Time Level Velocity Velocity Time Level Velocity Flow
12:10:00 AM 6.327 0.769 165.914 12:00:00 PM 7.031 0.998 251.241 12:15:00 AM 6.265 0.82 178.626 12:15:00 PM 7.143 1.007 258.079 12:30:00 AM 5.956 0.651 125.797 12:30:00 PM 7.111 0.986 253.766 12:45:00 AM 6 0.749 154.044 12:45:00 PM 7.267 1.05 272.694 1:00:00 AM 5.924 0.619 125.203 1:00:00 PM 7.168 1.054 272.796 1:15:00 AM 5.738 0.593 113.569 1:15:00 PM 7.155 0.995 258.086 1:30:00 AM 5.628 0.571 107.896 1:30:00 PM 7.067 0.982 244.061 1:45:00 AM 5.632 0.475 87.068 1:45:00 PM 6.988 0.975 245.187 2:00:00 AM 5.65 0.581 110.239 2:00:00 PM 6.989 0.984 247.219 2:15:00 AM 5.632 0.538 101.631 2:15:00 PM 7.057 0.933 237.295 2:30:00 AM 5.433 0.43 76.119 2:30:00 PM 7.146 0.969 250.935 2:45:00 AM 5.325 0.437 76.252 2:45:00 PM 7.093 1.025 262.786 3:00:00 AM 5.378 0.479 84.995 3:00:00 PM 6.925 1.043 259.211 3:15:00 AM 5.357 0.518 89.023 3:15:00 PM 6.956 1.031 254.407 3:30:00 AM 5.384 0.523 91.596 3:30:00 PM 7.037 0.914 231.561 3:45:00 AM 5.273 0.529 91.492 3:45:00 PM 7.078 1.082 271.098 4:00:00 AM 5.294 0.434 74.443 4:00:00 PM 7.189 1.023 261.89 4:15:00 AM 5.293 0.47 81.326 4:15:00 PM 7.234 1.071 281.663 4:30:00 AM 5.414 0.473 84.676 4:30:00 PM 7.235 1.013 266.498 4:45:00 AM 5.516 0.568 104.365 4:45:00 PM 7.121 1.108 285.417 5:00:00 AM 5.65 0.63 118.33 5:00:00 PM 7.179 1.059 273.171 5:15:00 AM 5.789 0.66 129.423 5:15:00 PM 7.237 1.053 277.066 5:30:00 AM 5.963 0.666 134.334 5:30:00 PM 7.294 1.185 314.897 5:45:00 AM 6.033 0.819 169.785 5:45:00 PM 7.303 1.032 268.419 6:00:00 AM 6.12 0.86 181.49 6:00:00 PM 7.439 1.189 319.855 6:15:00 AM 6.284 0.802 174.909 6:15:00 PM 7.275 1.102 291.953 6:30:00 AM 6.515 0.913 208.795 6:30:00 PM 7.005 0.953 237.253 6:45:00 AM 6.71 0.956 227.962 6:45:00 PM 7.069 1.023 261.018 7:00:00 AM 6.738 0.941 224.86 7:00:00 PM 7.124 1.036 259.749 7:15:00 AM 6.892 0.956 228.679 7:15:00 PM 7.137 0.996 256.392 7:30:00 AM 6.932 0.985 243.035 7:30:00 PM 7.209 0.971 237.576 7:45:00 AM 7.03 1.091 272.32 7:45:00 PM 7.577 1.066 290.174 8:00:00 AM 7.011 1.065 266.739 8:00:00 PM 7.554 1.113 307.942 8:15:00 AM 6.968 1.06 264.585 8:15:00 PM 7.435 1.136 306.764 8:30:00 AM 7.002 1.108 279.348 8:30:00 PM 7.442 1.041 281.421 8:45:00 AM 7.161 1.057 269.283 8:45:00 PM 7.869 1.156 338.458 9:00:00 AM 7.041 0.992 251.893 9:00:00 PM 7.628 1.132 318.581 9:15:00 AM 7.006 1.076 271.33 9:15:00 PM 7.78 1.182 334.407 9:30:00 AM 7.104 1.043 264.416 9:30:00 PM 7.546 0.989 269.859 9:45:00 AM 7.139 1.061 268.97 9:45:00 PM 7.668 1.137 322.209 10:00:00 AM 7.504 1.119 303.799 10:00:00 PM 7.695 1.145 325.631 10:15:00 AM 7.378 0.968 259.272 10:15:00 PM 7.435 1.159 312.493 10:30:00 AM 7.574 1.103 302.61 10:30:00 PM 7.398 1.045 281.942 10:45:00 AM 7.358 1.078 289.722 10:45:00 PM 7.323 1.057 277.852 11:00:00 AM 7.406 1 269.628 11:00:00 PM 7.066 0.995 253.753 11:15:00 AM 7.368 1.066 279.352 11:15:00 PM 6.767 0.959 223.243 11:30:00 AM 7.098 0.96 245.048 11:30:00 PM 6.489 0.909 207.253 11:45:00 AM 7.24 1.109 290.235 11:45:00 PM 6.292 0.791 171.735 Inches Feet/Sec GPM
Daily Avg: 6.782 0.921 227.742
Daily Min: 5.273 0.43 74.443
Daily Max: 7.869 1.189 338.458
Peak to Avg: 1.49
Monday - A.M. 7/24/2023 Monday - P.M. 7/24/2023
303
Sewer Line Flow Study Summary
Maximum Level Maximum Velocity Maximum Flow Rate
Average:

Maximum:

Minimum:

0.800

0.363

0.408
Velocity - Feet per Second
Average:

Maximum:

Minimum:

Max d/D:

6.675

9.657

5.088

64.4%
Level - Inches
Average:

Maximum::

Minimum:

Peak to Average
196.456
471.466

55.449

2.33 Flow Rate - Gallons Per Minute
Project: City of Santa Paula - Sewer Flow Study
Location: 224 Palm, Santa Paula, CA
Pipe Size: 15” VCP
Time Period: 7/11/2023, 12:00 a.m. - 7/25/2023, 12:00 a.m. 304

APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix B – Detailed Flow Verification
305
Appendix B - Flow Verification
During the flow monitoring study, the average day water demand was 2.72 MGD and the average day flow to the WRF was 2.02 MGD, resulting in an average return factor of 74%, which is slightly lower than the average return factor of 86% from 2020 to 2022. For validating the preliminary return factors, MKN reduced the return factors for all land uses proportionally by 12%. Table 1 provides the preliminary wastewater return factors adjusted proportionally for validation with the flow monitoring study.

Table 1: Flow Monitoring Wastewater Return Factors
Land Use
Number
of
Parcels
Acreage
Average
Day
Demand
(MGD)1
Average
Day
Demand
(GPM)1
Return
Factor
%
Estimated
ADF
(MGD)
Estimated
ADF
(GPM)
Single-Family
Residential 3,405 829 1.19 827 68% 0.74 512
Multi-Family
Residential 1,890 278 0.81 562 78% 0.57 398
Mobile Homes 6 57 0.14 99 73% 0.09 66
General Commercial 499 266 0.43 300 83% 0.33 226
Commercial Office 178 40 0.07 52 83% 0.06 39
General Industrial 99 130 0.11 80 83% 0.09 60
Public Facilities 23 114 0.12 81 68% 0.07 50
Airport 9 47 0.01 5 73% 0.00 3
Specific Plan 12 124 0.11 74 73% 0.07 49
Total 6,121 1,885 2.99 2,078 74% 2.02 1,403
WRF ADF2 2.02 1,403
Notes:

2. Actual existing average daily flow calculated from influent WRF data from 2020 to 2022 Table 2 through Table 5 provide a summary of the estimated average day water demand and average day flow within the FM01, FM02, FM03, and FM04 sewersheds during the flow monitoring study. 306
Table 2: Estimated FM01 Results with Adjusted Preliminary Wastewater Return Factors Land Use
Number
of
Sewered
Parcels
Sewered
Acres
Average
Day
Demand
(MGD)
Average
Day
Demand
(GPM)
Return
Factor
%
Estimated
ADF
(MGD)
Estimated
ADF
(GPM)
Single-Family
Residential 282 45 0.07 48 68% 0.05 32
Multi-Family
Residential 58 13 0.04 27 78% 0.03 21
Mobile Homes 3 36 0.08 54 73% 0.06 39
General Commercial 89 52 0.09 64 83% 0.08 53
Commercial Office 1 1 0.00 0 83% 0.00 0
General Industrial 82 77 0.05 37 83% 0.04 31
Public Facilities 1 0 0.00 0 68% 0.00 0
Airport 9 47 0.01 4 73% 0.00 3
Specific Plan 10 92 0.09 64 73% 0.07 47
Total 535 363 0.43 299 76% 0.33 228
Estimated ADF 0.33 228
Flow Monitoring ADF 0.37 256
Percent Difference 11%
Table 3: Estimated FM02 Results with Adjusted Preliminary Wastewater Return Factors Land Use
Number
of
Sewered
Parcels
Sewered
Acres
Average
Day
Demand
(MGD)
Average
Day
Demand
(GPM)
Return
Factor
%
Estimated
ADF
(MGD)
Estimated
ADF
(GPM)
Single-Family
Residential 3084 852 1.00 696 68% 0.68 474
Multi-Family
Residential 1593 234 0.63 438 78% 0.49 341
Mobile Homes 1 13 0.01 6 73% 0.01 5
General Commercial 378 178 0.27 189 83% 0.23 157
Commercial Office 177 40 0.07 46 83% 0.06 39
General Industrial 9 16 0.03 23 83% 0.03 19
Public Facilities 21 103 0.10 72 68% 0.07 49
Airport 0 0 0.00 0 73% 0.00 0
Specific Plan 0 0 0.00 0 73% 0.00 0
Total 5,263 1,435 2 1,471 74% 1.56 1,083
Estimated ADF 1.56 1,083
Flow Monitoring ADF 1.04 722
Percent Difference 50%
307
Table 4: Estimated FM03 Results with Adjusted Preliminary Wastewater Return Factors Land Use
Number
of
Sewered
Parcels
Sewered
Acres
Average
Day
Demand
(MGD)
Average
Day
Demand
(GPM)
Return
Factor
%
Estimated
ADF
(MGD)
Estimated

ADF (GPM)
Single-Family
Residential 1498 437 0.49 339 68% 0.33 230
Multi-Family
Residential 667 106 0.28 197 78% 0.22 154
Mobile Homes 1 13 0.01 6 73% 0.01 5
General
Commercial 230 99 0.14 100 83% 0.12 83
Commercial Office 128 21 0.04 25 83% 0.03 21
General Industrial 4 4 0.00 1 83% 0.00 1
Public Facilities 15 41 0.06 42 68% 0.04 29
Airport 0 0 0.00 0 73% 0.00 0
Specific Plan 0 0 0.00 0 73% 0.00 0
Total 6,121 1,885 2.72 1887 73% 0.75 522

Estimated ADF 0.75 522
Flow Monitoring ADF 0.52 361
Percent Difference 45%
Table 5: Estimated FM04 Results with Adjusted Preliminary Wastewater Return Factors Land Use
Number
of
Sewered
Parcels
Sewered
Acres
Average
Day
Demand
(MGD)
Average
Day
Demand
(GPM)
Return
Factor
%
Estimated
ADF
(MGD)
Estimated
ADF
(GPM)
Single-Family
Residential 649 170 0.24 168 68% 0.16 114
Multi-Family
Residential 346 64 0.16 110 78% 0.12 86
Mobile Homes 0 0 0.00 0 73% 0.00 0
General Commercial 67 22 0.03 22 83% 0.03 18
Commercial Office 24 10 0.01 10 83% 0.01 8
General Industrial 3 10 0.01 4 83% 0.00 3
Public Facilities 1 11 0.01 7 68% 0.01 5
Airport 0 0 0.00 0 73% 0.00 0
Specific Plan 0 0 0.00 0 73% 0.00 0
Total 6,121 1,885 2.72 1887 73% 0.34 235

Estimated ADF 0.34 235
Flow Monitoring ADF 0.31 213
Percent Difference 10%
308
Estimated ADF for flow meter basins FM01 and FM04 were within approximately 11% of the measured flows, which are within an acceptable range for validation purposes. However, FM02 and FM03 had large discrepancies at approximately 50% and 45%, respectively. Possible explanations could include discrepancies with the flow meter at the WRF or pipeline connections throughout the collection system that may be directing flow to other portions of the collection system not measured by the flow meters. 309

APPENDICES
City of Santa Paula Wastewater Collection System and Water Recycling Facility Master Plan Appendix C – Waste Discharge Requirements and Cease
and Desist Order
310

CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD

LOS ANGELES REGION
320 West 4th Street, Suite 200, Los Angeles, California 90013 (213) 576-6600 • Fax (213) 576-6640
https://www.waterboards.ca.gov/losangeles/
Adopted: February 8, 2018
Amended: May 12, 2022
ORDER NO. R4-2018-0022, AS AMENDED BY
ORDER NO. R4-2018-0022-A01
FILE NO. 06-189
CI-9259

WASTE DISCHARGE REQUIREMENTS

ISSUED TO

CITY OF SANTA PAULA
(SANTA PAULA WATER RECYCLING FACILITY)
The California Regional Water Quality Control Board, Los Angeles Region (Regional Water Board) finds:

PURPOSE OF ORDER

1. The City of Santa Paula (City or Discharger) is the owner of the Santa Paula Water Recycling Facility (SPWRF), a Publicly-Owned Treatment Works (POTW), located at 920 Corporation Street in Santa Paula, California (Figure 1). The SPWRF, currently operated by Ventura Regional Sanitation District, discharges tertiarytreated wastewater to groundwater via three percolation ponds adjacent to the facility.

2. The City was previously regulated under Waste Discharge Requirements (WDRs) contained in Order No. R4-2007-0028, adopted by this Regional Board on May 3, 2007. The Regional Board amended Order No. R4-2007-0028 three times as follows:

A. Order No. R4-2010-0074, adopted by this Regional Board on May 6, 2010, required that effluent discharged to percolations ponds shall not exceed 2.6 million gallons per day (MGD).

B. Order No. R4-2007-0028-R02, adopted by this Regional Board on February 2, 2012, incorporated pretreatment program requirements and corresponding monitoring requirements.

C. Order No. R4-2007-0028-R03, adopted by this Regional Board on April 6, 2017, extended the expiration date of Order No. R4-2007-0028 from May 3, 2010 to December 15, 2017 or upon future issuance of new or revised WDRs.

D. Order No. R4-2007-0028-R04, adopted by this Regional Board on December 21, 2017, extended the expiration date of Order No. R4-2007-0028 from December 15, 2017 to March 31, 2018 or upon future issuance of new or revised WDRs.
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2 3. On October 1, 2015, the Regional Board directed the City to submit a Report of Waste Discharge (ROWD) for application of renewal of the City’s WDRs to discharge treated wastewater from the SPWRF to the percolation pond. On December 5, 2015, the City filed its ROWD for the SPWRF.

4. To verify the information provided in the ROWD, Regional Board staff conducted inspections of the SPWRF on December 8, 2015 and December 28, 2016, including the wastewater treatment processes, percolation ponds, and groundwater monitoring wells.

5. The purpose of this Order is to renew WDRs for the City’s SPWRF. This Order includes updates to effluent limitations, groundwater limitations, and Monitoring and Reporting Program (MRP) CI No. 9259 to ensure that the City’s discharge of waste complies with water quality objectives set forth in the Water Quality Control Plan for the Los Angeles Region: Basin Plan for the Coastal Watersheds of Los Angeles and Ventura Counties (Basin Plan) and is protective of beneficial uses.

BACKGROUND

6. Before 2010, the City’s wastewater was treated at the Santa Paula Wastewater Reclamation Plant (Plant), which discharged the treated wastewater to the Santa Clara River. That discharge was regulated by a National Pollutant Discharge Elimination System (NPDES) permit. Due to the age of the Plant, which was built in 1939, the City was unable to comply with the effluent limitations for biological oxygen demand (BOD), total suspended solids (TSS), turbidity, bacteria, residual chlorine, nitrate-nitrite, sulfate, and toxicity, as set forth in its NPDES permit. More than 3,000 violations at the Plant lead the Regional Board to engage in settlement discussions with the City, resulting in a Stipulated Consent Judgment and Final Order in 2007.

The City chose to build a new treatment plant, the SPWRF, to discharge to groundwater through percolation ponds. The City was required to complete construction of the new SPWRF by September 15, 2010 and be in full compliance with WDRs set forth in Order No. R4-2007-0028 by December 15, 2010.

7. Construction of the SPWRF began in July 2008 and was completed in December 2009. The SPWRF began accepting partial flow in April 2010 and then accepted all flow from the City in May 2010. The Plant built in 1939 was thereafter decommissioned.

8. According to the United States Census Bureau, approximately 19% of the population in the City have income levels below the poverty line, and approximately 25% of area in the City is categorized as a disadvantage community (less than 80% of the State's median household income) or a severely disadvantaged community (less than 60% of the State's median household income). The average sewer fee assessed for a single family was about $88, based on the City’s 2014 Water and Sewer Rate Study Results.
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3 9. Drinking water supplied to the City is produced from deep wells including Well 1-B, Well 11, Well 12, Well 13, and Well 14, which are owned and operated by the Water Division of the City and produce up to 10.6 MGD. Water produced at all five wells between 2010 and 2020 complied with all primary state and federal drinking water standards. Table 1 summarizes drinking water test results for total dissolved solids (TDS), sulfate, chloride, and boron from the City’s 2010-2020Annual Water Quality Reports, as compared to the groundwater quality objectives (GQOs) set forth in the Basin Plan.

Table 1. Drinking Water Quality (milligrams per liter, mg/L) Period TDS Sulfate Chloride Boron
2010 941 440 43 0.53
2011 918 428 41 0.54
2012 964 442 42 0.52
2013 693 208 47 0.52
2014 975 420 42 0.54
2015 941 405 44 0.47
2016 981 440 48 0.55
2017 924.2 393.6 47.8 0.4482
2018 924.2[1] 450.5 48 0.525
2019 1.036.7 477.7 48 0.4833
2020 1,060 446 49 0.6
GQOs 2,000 800 110 1.0
Table note: [1] Result sampled in 2017.

CURRENT FACILITY AND TREATMENT PROCESS DESCRIPTION

10. SPWRF and Vicinity
A. The SPWRF (34o 19’ 56.3” N, 119o 04’ 57.2” W) is sited on a 50-acre parcel along Calpipe Road and Todd Lane in Santa Paula, California (Figure 1). The SPWRF is approximately 1,200 feet southeast of Highway 126, approximately 1,000 southwest of Shell Road, and approximately 1,300 feet northwest of the Santa Clara River.

B. The SPWRF is located over the Santa Clara-Santa Paula Groundwater Basin (DWR Basin No. 4-4) (Figure 2).

11. SPWRF Treatment
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Order No. R4-2018-0022-A01
4 A. The SPWRF treats wastewater generated within the City and is designed for a flow of 4.2 MGD. Based on the discharge records between July 2010 and June 2017, the monthly average effluent discharged from the SPWRF ranged between 1.36 and 2.44 MGD, with an average of 1.86 MGD. The monthly average effluent discharge flow rates between February 2018 and December 2021 ranged from 1.03 to 3.4 MGD, with an average of 1.86 MGD.

B. The wastewater treatment process at the SPWRF (See Figure 3 for process flow schematic) consists of preliminary treatment (coarse and fine mechanical screening and grit removal at the Influent Lift Station), flow equalization (two flow equalization tanks), secondary treatment (three aeration tanks with nitrification and denitrification activated sludge), tertiary treatment (six membrane bioreactors, providing further carbonaceous oxidation, nitrification/denitrification and solids removal to meet the limits of the WDRs), and disinfection (UV). Treated and disinfected effluent is discharged to three percolation ponds (Figure 5). The returned activated sludge is treated at two of three aerobic digesters (one aerobic digester is for backup) after being thickened at two thickeners. The solids generated at the aerobic digesters receive final dewatering at the screw dewatering press. Final solids are hauled by Synargro to their South Kern Compost Manufacturing Facility where they are composted to the United States Environmental Protection Agency (USEPA) Class A reuse standards for agricultural reuse.

C. To address levels of chloride in the effluent, an advanced treatment system, consisting of reverse osmosis (RO), will be constructed at the SPWRF, which will be designed to reduce the chloride concentration in the effluent to 110 milligrams per liter (mg/L) or less. The RO system will consist of nanofiltration and RO units to reduce effluent chloride concentrations followed by a RO brine concentrator (Figure 4).

D. The City owns and operates the sewer collection system, which conveys domestic, commercial, and industrial wastewater to the SPWRF. Two industrial users within the City are Aurora Casting (metal foundry) and Saticoy Lemon (lemon packing house). The City is required to implement a Pretreatment Program and to comply with requirements for operation and maintenance of the sewer collection system. The City has been implementing an industrial wastewater Pretreatment Program for the SPWRF, which has been approved by the USEPA and the Regional Board.

E. Percolation Ponds
i. The three percolation ponds were built on approximately 34 acres of agriculture land (Figure 5) and are located along Todd Lane in the Santa Clara-Santa Paula Groundwater Basin area.
ii. The Regional Board classified the discharge to the percolation pond as a discharge of treated wastewater to land that is subject to WDRs. 314
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5 iii. A hydrologic model completed by the City in 2008 indicated that the percolation pond have a maximum discharge capacity of 2.6 MGD during wet years. Therefore, the allowable discharge of the SPWRF was reduced from 8 MGD to 2.6 MGD in Order No. R4-2010-0074 (amending Order No. R4-2007-0028).

12. Depth to groundwater within the shallow aquifer at the site ranges from approximately 15 to 49 feet below ground surface. Groundwater gradients generally appear to parallel the ground surface, gently sloping downward to the southwest.

During wet years, groundwater may rise to within 10 to 11 feet below ground surface in the area along the Santa Clara River.

13. On August 23, 2018, the Regional Water Board approved the City’s modified groundwater monitoring network dated May 1, 2018 to expand the groundwater monitoring network by including agricultural water supply wells. Subsequently, on April 22, 2019, the Regional Water Board approved the Groundwater Chloride Investigation and Well Production Workplan dated December 2018, which proposed installing one additional off-site groundwater monitoring well, MW-9.

The City owns and currently samples nine (9) groundwater monitoring wells, including MW-1, MW-2a, MW-3, MW-4, MW-5, MW-6, MW-7a, MW-8, and MW-9 (shown on Figure 5).

COMPLIANCE HISTORY

14. Based on data collected from July 2010 to June 2017, the City had the following number of exceedances recorded in the effluent and groundwater at the SPWRF, which are identified in Table 2.

Table 2. Number of Exceedances Recorded in Effluent and Groundwater Pollutants Effluent Groundwater
Chloride 84 174
Di(2-ethyl)phthalate 1
Dioxin 1
Total nitrogen 1
Nitrate plus nitrite 1
Sulfate 1
Chromium 5
Aluminum 10
Nickel 1
315
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Order No. R4-2018-0022-A01
6 Pollutants Effluent Groundwater
Boron 1
Multiple effluent and groundwater limitations were exceeded during the period between the 2nd quarter of 2010 and the 3rd quarter of 2011. Beginning with the 4 th quarter of 2011, the City had met all effluent limitations except for chloride. As previously noted, the SPWRF was not designed to remove chloride. The monthly effluent chloride concentration ranged from 125 to 166 mg/L and continuously exceeded the effluent chloride monthly average of 110 mg/L. Table 3 summarizes the annual average chloride concentrations in the SPWRF effluent.

Table 3. Annual Average Chloride Concentrations[1] (mg/L) in SPWRF Effluent Period Concentration
2010 156
2011 153
2012 149
2013 155
2014 145
2015 134
2016 137
2017 131
2018 121
2019 120
2020 118.88
2021 112
Range[2] 135.99 ± 15.61
Table Notes:
[1] All data collected from grab samples.
[2] Data range is based on one standard deviation.

15. Table 4 summarizes the groundwater annual average chloride concentration before and after the SPWRF began discharging via the percolation pond. The annual average chloride groundwater concentration was 108 mg/L at the downgradient water supply Well AW03 prior to initiation of discharge at the percolation pond in 2010. After the SPWRF began discharging to the percolation pond, the annual average chloride groundwater concentration increased to 135 mg/L at Well AW03. 316
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7 Monitoring data from the upgradient groundwater monitoring Well MW-3 indicates an annual average chloride groundwater concentration of 100 mg/L. This information suggests that the background groundwater chloride concentration was around 100 mg/L. Groundwater chloride concentrations at the downgradient groundwater monitoring Well MW-5 have been recorded between 135 and 155 mg/L, with an average of 142 mg/L. This data closely aligns with the SPWRF’s effluent chloride concentration of approximately 136 mg/L (Table 3). The groundwater and effluent data indicate that the chloride discharges from the SPWRF have impacted, and continue to impact, the receiving groundwater quality in the vicinity of the SPWRF.

Table 4. Annual Average Chloride Concentration[1] in Groundwater (mg/L) Prior to Discharge from SPWRF
Period Downgradient
MW-5
[2]
Downgradient
03N21W21G03S[3]
Upgradient
MW-3
[4]
2003 No data 113 No data
2004 No data 111 No data
2005 115 117 92
2006 114 112 88
2007 108 110 85
2008 87 100 78
2009 74 92 96
Range[5] 99.6 ± 16.3 107.9 ± 8.6 87.8 ± 6.1
After Discharge from SPWRF
2010 (Jul – Dec) 145 138 93
2011 145 146 112
2012 153 135 87
2013 155 136 103
2014 135 129 115
2015 136 129 108
2016 135 134 103
2017 121 131 105
2018 128.2 126.6 123.6
2019 128.8 129.4 163.1
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8 2020 129.5 127.4 126.3
2021 130.2 129.8 114.3
Range[5] 136.8 ± 10.5 132.6 ± 5.5 112.8 ± 19.5
Table Notes:
[1] All data collected from grab samples.
[2] Data were averaged from samples collected at the City-owned groundwater monitoring Well MW-5 with screen intervals of 42 to 62 feet, located approximately 50 feet downgradient from Percolation Pond 3.
[3] Water supply Well AW03 is owned and operated by a private entity. This well is located approximately 300 feet southwest of Well MW-5. The screen intervals of Well AW03 are from 80 to 120 below surface grade. Water produced at this well is used for agricultural irrigation only.
[4] Data were averaged from samples collected at the City-owned groundwater monitoring Well MW-3 with screen intervals of 25 to 45 feet, located approximately 1,800 feet upgradient from Percolation Pond 1.
[5] Data range is based on one standard deviation.

16. The Regional Board issued three Notices of Violation (NOVs) to the City, dated November 3, 2011, December 30, 2014, and March 20, 2017, for exceedances of the chloride effluent and groundwater limitations in Order No. R4-2007-0028. These NOVs required the City to implement corrective and preventative actions to bring the City’s discharge to full compliance with the chloride effluent limitation and receiving water requirements specified in Order No. R4-2007-0028.

PLAN FOR CHLORIDE COMPLIANCE

17. The City’s efforts to reduce the chloride concentration in the influent to the SPWRF are summarized below:

A. The City identified that the influent to the SPWRF contains brine with elevated chloride concentration from Self-Regenerating Water Softeners (SRWS).

There are approximately 1,250 residential SRWS used in the City.

B. On September 5, 2006, the City established Ordinance No. 1160 prohibiting the installation or replacement of residential SRWS.

C. On June 22, 2015, the City adopted Resolution No. 6918 approving a SRWS Buyback and Incentive Program. This program offers a financial incentive to residents to voluntarily remove SRWS. A Kick-Off SRWS Buyback event was held on September 19, 2015. The removal of SRWS under this program began in October 2015. Three hundred (300) of the approximately 1,250 SRWS have been removed from October 2015 through February 2022. Decreasing chloride concentrations in the effluent have been observed, but they still cannot meet the chloride discharge limitation set forth in the WDRs. 318
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9 18. To address the City’s chloride exceedances in the effluent and groundwater, the Regional Board required the City to submit a Chloride Reduction Workplan. Board staff also met with the City on several occasions to discuss the City’s chloride exceedances. A summary of these events are as follows:

A. On December 19, 2013 and May 11, 2015, the Regional Board met with the City to discuss its Chloride Reduction Workplan. The City’s Chloride Reduction Workplan includes the following tasks:
i. Prohibit SRWS installations or replacements;
ii. Implement a SRWS Buyback Program;
iii. Implement a Recycled Water Program to reduce effluent discharged to the three percolation ponds; and
iv. Implement Supplemental Strategies, if needed, including advanced treatment (e.g. reverse osmosis) and disposal of brine.

B. On January 28, 2016, Regional Board staff discussed with the City the necessary actions to reduce the chloride concentration in the effluent, which included the SRWS Buyback Program. The City also proposed to explore application of recycled water at locations other than identified groundwater hot spots and to conduct groundwater impact investigation and remediation activities. The City was notified that detailed schedules and milestones were required for all actions.

C. On March 8, 2016 and September 14, 2016, the City met with Regional Board staff to provide an update of its SRWS Buyback Program efforts. The City noted that five City employees were deployed to conduct door-to-door visits to encourage participation in the SRWS Buyback Program among 7,500 dwellings within the City.

D. On October 31, 2016, the City met with Regional Board staff to provide an update on the following topics:
i. Status of implementing the chloride compliance strategy and potential for reduction of effluent discharged to the three percolation ponds via the City’s Recycled Water Program;
ii. Assimilative capacities for chloride at different groundwater locations beneath the City based on the Salt and Nutrient Management Plan for the Lower Santa Clara River Basin; and
iii. Groundwater hot spots (i.e., chloride-impaired areas with no assimilative capacity for recycled water applications) in the City.
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10 19. On July 9, 2015, the Regional Board adopted Resolution No. R15-007, an amendment to the Basin Plan that incorporated stakeholder-developed groundwater quality management plan for salts and nutrients in the Lower Santa Clara River groundwater basins. Groundwater quality management measures were developed by stakeholders as part of the Salt and Nutrient Management Plan (SNMP) for the Lower Santa Clara River Basins in Ventura County. Such plans are a requirement of the State Water Resources Control Board’s (State Water Board) Recycled Water Policy and are intended to maintain high quality waters and to protect the beneficial uses of groundwater while promoting recycled water use throughout the state. The SNMP utilized a groundwater quality model that characterized the water quality in the Santa Paula Basin and examined the degree of impairment to water quality in the Basin. The model shows there is available assimilative capacity for salts and nutrients, including chloride, in most areas of the Santa Paula Basin to allow for recycled water projects consistent with the Recycled Water Policy. As described below, the City is planning to recycle effluent that is currently discharged to the percolation pond.

20. The City developed and utilized a simple spreadsheet mixing model, the Groundwater Chloride Transportation Model (Chloride Model), to analyze the effect of future effluent discharges on groundwater over time at various distances from the percolation pond. The City’s modelling assumed some degradation of groundwater with respect to chloride within a limited range of mixing zone radius below and adjacent to the SPWRF, measured from the boundaries of the percolation pond.

This distance is the maximum allowable distance where SPWRF effluent disposed to the percolation pond can mix with groundwater and result in receiving water chloride concentrations of 110 mg/L or less in order to provide protection to groundwater beneficial uses at the first encountered water supply wells which are at 150 feet away from the percolation ponds. Groundwater within the mixing zone will exceed the chloride GQO of 110 mg/L. Mass-volume balance calculations along with Darcy’s Law are used to account for travel in porous media. The Chloride Model simulates instantaneous and complete mixing of ambient groundwater with effluent seepage reaching the water table from the percolation pond using SPWRF data for flow and chloride effluent concentrations. It was conservatively assumed that any effluent discharge to the percolation pond would infiltrate into the underlying aquifer and not be diverted for other uses. Groundwater parameters within the spreadsheet model were selected based on recent monitoring reports in order to be representative of average conditions within the vicinity of the SPWRF. The Chloride Model assumes an initial volume of groundwater underlying the ponds possessing background chloride concentrations of 136 mg/L. The volume of the existing groundwater body is calculated as the product of the radius of interest (150-1200 feet), an assumed saturated thickness of potentially impacted groundwater (50 feet), and the porosity of the underlying sediments (assumed to be 0.2) based on the low end of published literature values for a sand and gravel mixture. Based on the regional groundwater quality data documented in the SNMP, regional groundwater inflow is assumed to have a chloride concentration of 91 mg/L. 320
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11 On December 14, 2016, Regional Board staff met with the City to discuss the results of the Chloride Model, which evaluated compliance with the groundwater quality objectives beneath and adjacent to the three percolation ponds, for various discharge scenarios. Based on Regional Board staff’s comments, the City implemented additional discharge scenarios in the Chloride Model, which was discussed in meetings held on February 8, 2017, February 17, 2017, July 24, 2017, and August 7, 2017.

21. The Chloride Model simulated chloride concentrations in the receiving groundwater resulting from chloride mass loading reduction in the three percolation ponds. The Model predicted GQOs being achieved at 150 feet away from the percolation pond when the total mass of chloride in the effluent is significantly reduced. The initial mass of chloride is calculated based on the average chloride effluent concentration of 135 mg/L and the discharge rate of 2.2 MGD [95 percentile of monthly average effluent flows, resulting from data recorded between October 2015 (beginning of the SRWS Buyback Program) and June 2017], which results in 2,479 pounds total mass of chloride discharged per day. The reduction of chloride mass discharged to the percolation pond can be achieved by improving the effluent chloride concentration (e.g., source control or treatment), or diverting a significant amount of flow for recycled water uses, or a combination of both in order to protect water supply Wells AW01, AW02, and, AW03, approximately 150, 150, and 300 feet, respectively, away from percolation ponds. Water produced from these wells is primarily for agricultural irrigation use.

To achieve the chloride GQO of 110 mg/L in groundwater at least 150 feet away from the percolation pond, the City provided various effluent chloride concentration and allowable flow combinations (Table 5). Based on the hydrology and hydrogeologic condition at the SPWRF percolation ponds area, the higher the concentration of chloride in the effluent, the less volume and mass can be discharged to percolation ponds to comply with the chloride GQO in the Basin Plan.

For example, if the chloride concentration in the effluent is 135 mg/L, only 0.07 MGD, which is equivalent to 79 pounds of chloride per day, could be discharged to the percolation pond to achieve the chloride GQO of 110 mg/L at 150 feet away from the percolation pond. If the chloride concentration in the effluent is reduced to 120 mg/L, then more flow (0.2 MGD) can be discharged to the percolation pond and achieve the chloride GQO 150 feet away from the percolation pond.

Table 5. Groundwater Chloride Transportation Model – Continuous Discharge Chloride Effluent
Concentration
(mg/L)
Flow to
Percolation Ponds
(MGD) (% of 2.2
MGD)
Daily Allowable
Effluent Mass
Load to
Groundwater
(lbs)
Chloride
Groundwater
Concentration at
150 feet
(mg/L)
135 0.07 (3.2%) 79 110
130 0.1 (4.5%) 108 110
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12 Chloride Effluent
Concentration
(mg/L)
Flow to
Percolation Ponds
(MGD) (% of 2.2
MGD)
Daily Allowable
Effluent Mass
Load to
Groundwater
(lbs)
Chloride
Groundwater
Concentration at
150 feet
(mg/L)
125 0.13 (5.9%) 135 110
120 0.2 (9.1%) 200 110
115 0.4 (18.2%) 384 110

22. To achieve compliance with the chloride GQO in this Order and to conserve potable water, the City plans to reduce the volume of effluent, and thus a reduction of the chloride mass discharged to the percolation pond by providing recycled water for various local uses. The Regional Board has evaluated the planned recycle projects and has determined that they will be consistent with the State Water Board’s Recycled Water Policy and will still preserve available assimilative capacity within the Santa Paula Basin consistent with the SNMP. The mass-based effluent limitation for chloride in this Order reflects the City’s chosen compliance option. The groundwater limitations are based on the GQOs in the Basin Plan.

23. On December 22, 2015, the City submitted the Recycled Water Program Technical Report and Notice of Intent with the Title 22 Engineering Report to the State Water Board’s Division of Drinking Water (DDW) for approval. DDW conditionally approved the Title 22 Engineering Report on August 19, 2016. On June 14, 2017, the Regional Board enrolled the City’s recycled water program under separate Water Reclamation Requirements for Recycled Water Use, Order WQ 2016-0068-DDW, issued by the State Water Board on June 7, 2016.

24. In the City’s report, Chloride Load Reduction Milestones, submitted to the Regional Board on March 14, 2017, the City included the construction of RO treatment at the SPWRF as an option (under Supplemental Strategies), if needed, in order to comply with the chloride groundwater quality objective (GQO) of 110 mg/L. The City will continue its source control efforts to remove SRWSs and will first focus on recycling most of its effluent in order to bring the groundwater back into compliance with GQOs. Progress with these efforts was assessed at Year 2020 and determination was made to pursue advanced treatment to meet the chloride GQO at Year 2027.

On April 15, 2020, the City notified the Regional Water Board of its modified approach to install an advanced wastewater treatment system with RO at SPWRF in lieu of the originally proposed recycled water project to meet the effluent limitations in this Order.

25. Due to the following reasons, the City cannot immediately comply with the chloride effluent and groundwater limitations prescribed in this Order: (1) elevated chloride concentrations in the influent, (2) the wastewater treatment process not currently designed to remove chloride out of the waste stream, and (3) time needed to 322
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13 construct the advanced wastewater treatment system with RO. In addition, the current progress of the City’s SRWS Buyback Program does not reliably ensure that the SPWRF will comply with the chloride effluent and groundwater limitations.

Therefore, the Regional Board has determined that issuance of an accompanying CDO is appropriate and necessary to put the City on the path towards compliance with the effluent and groundwater limitations for chloride set forth in this Order. The CDO requires the City to comply with interim chloride effluent and groundwater limitations and implement actions pursuant to a prescribed time schedule.

During the pendency of the CDO schedule, there will be permitted degradation of groundwater with respect to chloride within a limited mixing zone radius downgradient and adjacent to the SPWRF percolation ponds, measured from the boundaries of the percolation pond to 150 feet. This distance is the shortest distance where SPWRF effluent disposed to the percolation pond can mix with groundwater and result in receiving water chloride concentrations of 110 mg/L or less.

Groundwater within the 150-foot mixing zone will exceed the chloride GQO of 110 mg/L for the duration of the CDO schedule. Based on the available data, there are no water supply wells within the 150-foot mixing zone. The City can arrange for alternative water supplies for any well owners in the mixing zone, if any are discovered. At the end of the CDO schedule, the mixing zone is no longer allowed, and compliance with chloride limitations of 110 mg/L at monitoring wells adjacent and downgradient to the boundaries of the percolation ponds is required. global warming and climate change

26. The observed century-scale rise in the average temperature of the Earth's surface, oceans, and atmosphere, commonly recognized as the Global Warming, has resulted in extreme climate change, such as the extreme drought and extremely heavy rainfall. In Southern California, the predicted impacts of climate change are numerous. Annual average temperatures are expected to increase, coupled with a higher frequency of extreme heat days. A likely consequence of this warmer climate will be more severe drought periods, leading to an increase in the amount and intensity of fires and a longer fire season. In addition, precipitation patterns are likely to be modified. A decrease in snowfall, combined with warmer temperatures, will induce a decrease in the amount and duration of snowpack, an essential source of freshwater to the region. The increasing occurrence of extreme precipitation events will amplify the risk of flooding, which recently happened in Southern California.

These impacts will affect water quality in multiple ways, including changes in stream flow, aquatic habitats, surface water temperature, pollutant levels, sedimentation, algal growth, and salinity levels and acidification in coastal areas. For permitted facilities such as Publically Owned Treatment Works (POTWs), specific impacts could include, but are not limited to, an increase in the concentration of pollutants entering the facility, an increase in the temperature of effluents and receiving waters, an increase in storm water inflow and infiltration, increase in flooding/inundation of facilities, sewer overflows, power outages, pump maintenance issues, and onsite or nearby hillside destabilization.
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14 Executive Order B-30-15, issued on April 29, 2015, recognizing the challenges posed by climate change, directed state agencies to take climate change into account in their planning decisions, guided by the following principles: Priority should be given to actions that both build climate preparedness and reduce greenhouse gas emissions; where possible, flexible and adaptive approaches should be taken to prepare for uncertain climate impacts; actions should protect the state's most vulnerable populations; and natural infrastructure solutions should be prioritized.

On February 7, 2019, the City submitted a Climate Change Plan. The Climate Change Plan indicated the SPWRF is outside of the 100-year floodplain of the Santa Clara River. This Order requires the City to periodically review and submit a revised Climate Change Plan when conditions at the facility change that may impact water quality. In addition, this Order contains provisions to require planning and actions to address climate-related impacts that can cause or contribute to violations of this Order and/or degradation of waters of the state.

27. The SPWRF was designed to include protection from a 100-year storm event in the Santa Clara River. The SPWRF buildings and percolation ponds are located behind a dike that has an elevation above the elevation anticipated as the result of a 100- year storm event. The design documents and potential flood flow assessment is contained in files in the City’s Building & Safety Department. The elevation of the dike at the SPWRF is 23 feet higher than the Santa Clara River located at approximately 1,300 feet southeast. This elevation separation provides additional protection from a possible flood overflow from the Santa Clara River caused by the climate change. It should also be noted that the SPWRF is located outside of the Santa Clara River floodway defined by the Federal Emergency Management Agency and the Ventura County Watershed Protection District. Lastly, the SPWRF is equipped with a backup generator that is capable of operating the SPWRF through power outages and other emergencies.

Climate change may also increase drought and related impacts such as reduced potable water supply and/or changing water supplies, which may be of less quality.

APPLICABLE LAWS, PLANS, POLICIES, AND REGULATIONS

28. This Order serves as WDRs pursuant to Division 7, Chapter 4, Article 4 of the California Water Code (commencing with section 13260). WDRs have been established because discharges from the SPWRF have the potential to affect the quality of the waters of the State, to impact the beneficial uses of those waters, and/or to cause a nuisance. The Regional Board developed the requirements of this Order based on information submitted as part of the application, through monitoring and reporting programs, and other available information.

29. Water Quality Control Plan for the Los Angeles Region: Basin Plan for the Coastal Watersheds of Los Angeles and Ventura Counties (Basin Plan) - On June 13, 1994, the Regional Board adopted a comprehensive revision to the Basin Plan. The Basin 324
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15 Plan: (i) designates beneficial uses for surface and groundwater, (ii) establishes narrative and numeric water quality objectives that must be attained or maintained to protect the designated beneficial uses, and (iii) sets forth implementation programs to achieve those objectives for all waters addressed through the Basin Plan. The Basin Plan also incorporates State Water Board Resolution No. 68-16 (see finding below for detail). In addition, the Basin Plan incorporates applicable State and Regional Board plans and policies and other pertinent water quality policies and regulations. The Basin Plan has been amended occasionally since 1994, including recent administrative updates. The requirements in this Order implement the Basin Plan.

30. Beneficial Uses - The SPWRF overlies the Santa Clara-Santa Paula Groundwater Basin (DWR Basin No. 4-4). The Basin Plan identifies beneficial uses for regional waters, including those based on State Water Board Resolution No. 88-63 (“Sources of Drinking Water Policy”), which established state policy that all surface and ground waters of the State, with certain exceptions, are considered suitable or potentially suitable for municipal or domestic water supply. Beneficial uses applicable to the receiving groundwater are as follows:

Table 6. Basin Plan Beneficial Uses of Groundwater
Receiving Water Beneficial Use(s)
Santa Clara-Santa Paula Groundwater
(DWR Basin No. 4-4)
Existing:

Municipal and domestic supply (MUN),
industrial service supply (IND), industrial
process supply (PROC), and agricultural
supply (AGR)

31. Title 22, California Code of Regulations (CCR) - To protect sources of drinking water, the Basin Plan (Chapter 3) incorporates the primary and secondary maximum contaminant levels (MCLs) for inorganic, organic, and radioactive contaminants in drinking water as water quality objectives. These MCLs are codified in CCR, Title 22, Division 4. This incorporation by reference is prospective including future changes to the incorporated provisions as the changes take effect. The primary MCLs (see Attachments A-1 to A-6) are applicable water quality objectives for a receiving water to protect beneficial uses when that receiving water is designated as municipal and domestic supply. The Basin Plan also specifies that “Ground waters shall not contain taste or odor-producing substances in concentrations that cause nuisance or adversely affect beneficial uses.” Therefore, the secondary MCLs, which are limits based on aesthetic, organoleptic standards, are applicable water quality objectives for a receiving water to protect beneficial uses when that receiving water is designated as municipal and domestic supply. These water quality objectives are implemented in this Order to protect the designated beneficial uses.

32. Domestic Water Quality – In compliance with California Water Code section 106.3, it is the policy of the State of California that every human being has the right to safe, clean, affordable, and accessible water adequate for human consumption, cooking, 325
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16 and sanitary purposes. This Order promotes that policy by requiring discharges to meet MCLs implemented by the Basin Plan that are designed to protect human health and ensure that water is safe for domestic use.

33. Impaired Water Bodies on Clean Water Act Section 303(d) List/Total Maximum Daily Loads (TMDLs) – The Santa Clara River is listed on the Clean Water Act Section 303(d) List as impaired by ammonia in Reach 3 and by nitrate plus nitrite in Reach

7. To address this impairment, the Regional Board established the Santa Clara River Nitrogen Compounds TMDL on August 7, 2003 by Regional Board Resolution No. 2003-011. The State Water Board approved the TMDL on November 19, 2003 (Resolution No. 2003-0073) and OAL approved it on February 27, 2004. The TMDL became effective upon approval of the U.S. Environmental Protection Agency on March 18, 2004. Concentration-based loads for nitrogen compounds are allocated for nonpoint sources. The Discharger is subject to the following assigned load allocation for nonpoint sources:

Table 7. Nonpoint Source Load Allocation for Santa Clara River Nitrogen Compounds TMDL
Nitrogen Compounds TMDL Monthly Average
(mg/L)
Combined ammonia (NH3-N), nitrite (NO2-N),
nitrate (NO3-N) loads as nitrogen 10

34. California Water Code section 13263 requires that the Regional Board, when prescribing waste discharge requirements, take into consideration the factors in section 13241. The Regional Board has considered those factors in establishing the WDRs in this Order.

35. State Water Board Resolution No. 68-16, Antidegradation Policy – State Water Board Resolution No. 68-16 “Statement of Policy with Respect to Maintaining High Quality of Waters in California” (also called the “Antidegradation Policy”) requires the Regional Board, in regulating the discharges of waste, to maintain high quality waters of the state unless it is demonstrated that any change in quality is consistent with maximum benefit to the people of the State, will not unreasonably affect beneficial uses, and will not result in water quality less than that described in the State Water Board’s policies (e.g., quality that exceeds water quality objectives).

Further, any activity that produces waste must meet waste discharge requirements that will result in the best practicable treatment or control (BPTC) of the discharge necessary to assure that (a) pollution or nuisance will not occur and (b) the highest water quality consistent with maximum benefit to the people of the State will be maintained.

Excepting chloride (discussed below), the SPWRF's discharge is high quality, tertiary-treated effluent meeting groundwater quality objectives in the Basin Plan and MCLs for drinking water. The Regional Board finds that the discharge, as allowed in 326
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17 this Order, is consistent with Resolution No. 68-16 since this Order: (1) requires compliance with the requirements set forth in this Order, including the use of best practicable treatment and control of the discharges, (2) requires implementation of a Monitoring and Reporting Program (MRP); and (3) requires that the discharges comply with effluent limits to meet water quality objectives. This Order establishes limitations and requirements that will not unreasonably threaten present and anticipated beneficial uses or result in receiving ground water quality that exceeds water quality objectives set forth in the Basin Plan. Limitations for each waste constituent are based on the most stringent applicable water quality objectives to protect the most sensitive beneficial use of the receiving waterbody; thus, all beneficial uses are protected. To ensure such protection, a vigorous monitoring plan is also adopted with this Order. This Order contains requirements for implementing Best Practicable Technology and Control (BPTC). Accordingly, the discharge is consistent with the antidegradation provisions of Resolution 68-16. Based on the results of wastewater treatment and monitoring of effluent and groundwater quality, the Regional Water Board may open this Order to reconsider groundwater limitations and other requirements to comply with Resolution 68-16, if necessary.

Untreated discharges of chloride over the last 10 years have resulted in elevated concentrations of chloride in the effluent and groundwater. The groundwater quality objective for chloride is 110 mg/L and the average effluent chloride concentration in 2016 was 137 mg/L. To comply with the chloride groundwater limitations in this Order, which are based on the chloride groundwater quality objective, the City intends to upgrade the SPWRF with reverse osmosis (RO) in lieu of the recycled water projects to reduce the chloride concentration in the effluent prior to discharge into the percolation pond. This will, in time, restore the impaired groundwater zone adjacent and downgradient to the percolation pond. However, implementation of the RO system will take time to fully implement, which will result in continued localized degradation in the immediate vicinity of the SPWRF percolation ponds. Construction and optimization of the RO system is due to be completed by March 30, 2025, at which time, a chloride concentration in the effluent from the SPWRF of 110 mg/L is required. However, a lag in groundwater quality improvement is expected following the improved quality of the discharge. While groundwater within the 150-foot mixing zone adjacent to the percolation ponds will temporarily exceed the chloride groundwater quality objective, this Order imposes limits on flow and chloride mass loading in the effluent to ensure receiving groundwater beneficial uses will be maintained and supported. Beneficial uses will be maintained as all wells utilized for crop irrigation are located outside the mixing zone. By the final CDO compliance date of February 8, 2028, the mixing zone is no longer allowed and compliance with chloride limitations of 110 mg/L at monitoring wells adjacent and downgradient to the boundaries of the percolation ponds is required.

The Regional Board recognizes that reducing chloride concentrations in the effluent or in the groundwater by using RO can be costly. The current estimated cost for the City to install a RO system is $26.6 million with annual operating and maintenance costs of $1.6 million, including brine waste disposal. These costs would be passed on to the ratepayers, who already pay one of the highest sewer rates in the State. 327
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18 The City is also a small low-income community. The costs of RO treatment depend on the volume of effluent or groundwater to be treated in order to meet the groundwater quality objectives specified in the Basin Plan. To defray the costs of the upgrade, the City has submitted a State Water Board Clean Water State Revolving Fund application with the State Water Board Division of Financial Assistance. The City plans to complete construction of the RO system within two years of receiving the Final Funding Agreement but no later than December 2024.

Incorporating an RO system to reduce chloride and other salts from the SPWRF effluent prior to discharge into the percolation pond will benefit water quality locally and effectively reduce the contribution of chloride and other salts to the Santa ClaraSanta Paula groundwater basin. This Order establishes limitations and requirements protective of the present and anticipated beneficial uses or result in receiving ground water quality that meets or exceeds water quality objectives set forth in the Basin Plan and is therefore, consistent with State Water Board Resolution No. 68-16.

36. California Water Code section 13267 authorizes the Regional Water Board to require the City to submit monitoring and technical reports as necessary to investigate the impact of a waste discharge on waters of the state. The monitoring and reporting requirements established in this Order are necessary to characterize the discharge, evaluate compliance with this Order, and evaluate groundwater quality and the extent of degradation, if any, caused by the discharge.

37. Publicly Owned Treatment Works (POTW) – The term POTW means a treatment works as defined by section 212 of the federal Clean Water Act, which is owned by a State or municipality (as defined by section 502(4) of the Act). This definition includes any devices and systems used in the storage, treatment, recycling and reclamation of municipal sewage or industrial wastes of a liquid nature. It also includes sewers, pipes and other conveyances only if they convey wastewater to a POTW treatment facility. The term also means the municipality as defined in section 502(4) of the Clean Water Act, which has jurisdiction over the indirect discharges to and the discharges from such treatment works. (40 C.F.R. section 403.3(q)). The SPWRF meets all of the above criteria and therefore is considered a POTW.

38. Pretreatment – The City is required to implement a Pretreatment Program and to comply with requirements for operation and maintenance of its sewer collection system. Pursuant to CCR, Title 23, section 2233 and Title 40, Code of Federal Regulations (C.F.R.), Part 403, the City has been implementing an approved industrial wastewater Pretreatment Program for the SPWRF since February 2012.

The Regional Board finds it appropriate to require the City to continue to implement its approved Pretreatment Program.

39. Endangered Species Act Requirements - This Order does not authorize any act that results in the taking of a threatened or endangered species or any act that is now prohibited, or becomes prohibited in the future, under either the California Endangered Species Act (Fish and Game Code, §§ 2050 to 2097) or the Federal Endangered Species Act (16 U.S.C. §§ 1531 to 1544). This Order requires 328
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19 compliance with effluent limits, groundwater quality objectives, and other requirements to protect the beneficial uses of waters of the state. The Discharger is responsible for meeting all requirements of the applicable Endangered Species Act.

40. California Environmental Quality Act - This Order involves the renewal of WDRs for an existing facility. Therefore, this action to prescribe WDRs is exempt from the provisions of CEQA (Public Resources Code section 21000 et seq.) in accordance with California Code of Regulations, Title 14, section 15301.

41. Pursuant to CWC section 13263, the requirements of this Order take into consideration the provisions of CWC section 13241, including the following factors.

A. Past, present, and probable future beneficial uses of water; The receiving water for discharges from the SPWRF is the Santa Clara Valley River Groundwater Basin-Santa Paula subbasin-West of Peck Road. The receiving water limitations in this Order are specified to maintain the beneficial uses of this basin: municipal and domestic water supply (MUN), industrial service supply (IND), industrial process supply (PROC), and agricultural supply (AGR). This Order also specifies effluent limitations protective of the beneficial uses and includes effluent and receiving water monitoring and reporting requirements to verify that discharges will not adversely affect the beneficial uses of groundwater.

B. Environmental characteristics of the hydrographic unit under consideration, including the quality of the water available thereto;
This Order incorporates the site-specific water quality objectives for groundwater in the Basin Plan considering geology, hydrogeology, and hydrology. Based on recent and historical data, the regional groundwater basin currently has high quality water, but is experiencing increases in salt and nitrogen loading from natural and anthropogenic sources. The SPWRF will produce effluent quality that is better than or equivalent to the groundwater quality objectives and will comply with the state’s Antidegradation Policy (Resolution No. 68-16). The project will therefore limit further groundwater degradation.

C. Water quality conditions that could reasonably be achieved through the coordinated control of all factors that affect water quality in the area; The water quality conditions that can be reasonably achieved are those consistent with the site-specific water quality objectives necessary to protect the beneficial uses of the groundwater basin identified in A, above. through the coordinated control of all factors that affect water quality in the area. The City’s plans to upgrade the SPWRF with an advanced treatment system, including RO, is part of the coordinated control of all factors that affect water quality in the areas.
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20 D. Economic considerations;
The City of Santa Paula is identified as a disadvantaged community as defined in CWC section 79505.5. A “disadvantaged community means a community with an annual median household income that is less than 80 percent of the statewide annual median household income.” According to the United States Census Bureau, the 2019 California median household income is $80,440 and the City of Santa Paula median household income is $60,468.

Based on the City’s Water and Sewer Rate Study dated September 2019, the monthly wastewater user rate at monthly water use of 8.1 hundred cubic feet is $98.55 per single family residence in the fiscal year 2021-2022.

Therefore, the implementation of the RO system may cause significant economic impact to the community. The City continuously investigates solutions to minimize economic impact, including submittal of an application to the State Revolving Fund to defray costs to the community.

E. The need for developing housing within the region;
According to the United States Census Bureau, the total population in the City of Santa Paula is 30,657 in 2019. The SPWRF is designed to treat 4.2 MGD of wastewater and currently discharges approximately 2 MGD. The SPWRF has sufficient capacity to treat additional wastewater generated from newly developed residential, commercial, and industrial districts.

F. The need to develop and use recycled water;
The State Water Board adopted the Water Quality Control Policy for Recycled Water (Recycled Water Policy) in 2018 and encourages the increased use of recycled water in California: 714,000 acre-feet per year (AFY) in 2015 to 1.5 million AFY by 2020 and to 2.5 million AFY by 2030. The Recycled Water Policy categorizes recycled water use as agricultural irrigation, landscape irrigation, golf course irrigation, commercial application, industrial application, geothermal energy production, non-potable uses, groundwater recharge, seawater intrusion barrier, reservoir water augmentation, raw water augmentation, and potable uses.

On June 14, 2017, the City enrolled under State Water Board Water Reclamation Requirements for Recycled Water Use Order No. WQ 2016-0068- DDW. The City may distribute the disinfected tertiary-treated wastewater for recycled water applications, as appropriate, consistent with the Recycled Water Policy when the RO system is implemented at the SPWRF. This will help offset the need for potable water.
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21 NOTIFICATION

42. The Regional Board has notified the Discharger and interested agencies and persons of its intent to prescribe WDRs for the discharge and has provided them with an opportunity to submit their written comments and recommendations.

43. The Regional Board, in a public meeting, heard and considered all comments pertaining to the discharge.

44. Any person aggrieved by this action of the Regional Board may petition the State Water Board to review the action in accordance with California Water Code section 13320 and California Code of Regulations, title 23, section 2050 and following. The State Water Board must receive the petition by 5:00 p.m., 30 days after the Regional Board’s action, except that if the thirtieth day following the date of this Order falls on a Saturday, Sunday, or state holiday, the petition must be received by the State Water Board by 5:00 p.m. on the next business day. Copies of the law and regulations applicable to filing petitions will be provided upon request or may be found on the Internet at:
http://www.waterboards.ca.gov/public_notices/petitions/water_quality IT IS HEREBY ORDERED that, in order to meet the provisions contained in Division 7 of the California Water Code (commencing with section 13000) and regulations adopted thereunder, the City of Santa Paula shall comply with the following requirements, including all attachments, in all operations and activities at the SPWRF:

I. INFLUENT LIMITATIONS AND REQUIREMENTS
Influent wastewater shall be limited to wastewater generated within the jurisdiction of the City.

II. EFFLUENT LIMITATIONS
A. Discharges from the SPWRF shall not exceed the maximum effluent volume of

4.2 MGD and the quarterly average effluent volume of 2.6 MGD.

B. Tertiary-treated effluent shall not exceed the effluent limitations in Table 8 below.

Table 8. Effluent Limits
Constituents Units Monthly Average Daily Maximum
Oil and grease mg/L 10[1] 15[1]
Total suspended solids
mg/L 10[1] 15[1]
%removal ≥85[2] None
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22 Constituents Units Monthly Average Daily Maximum
BOD5@20°C
mg/L 10[1] 15[1]
%removal ≥85[2] None
Ammonia as nitrogen +
nitrate as nitrogen +
nitrite as nitrogen
mg/L 10[3] None
Nitrite as nitrogen mg/L 1 None
Total dissolved solids mg/L 2,000[4] None
Sulfate mg/L 800[4] None
Boron mg/L 1.0[4] None
Chloride mg/L 110[4] None
Table Notes:
[1] Limit is based on best professional judgment. Limits adopted by this Regional Board exist in the permits for tertiary-treated wastewater treatment plants. [2] Limit is based on secondary treatment requirements, 40 C.F.R. section 133.102. [3] Limit is based on the Load Allocations for nonpoint sources set forth in the Santa Clara River Nitrogen Compounds TMDL, Resolution No. 2003-011. [4] Limit based on Basin Plan Groundwater Quality Objective.

C. The pH of effluent discharged shall at all times be within the range of 6.5 to 8.5.

Excursion from this range shall not be considered a violation provided the duration is not more than 10 minutes in a 24-hour period, and pH shall at all times be within 6 to 9.

D. Effluent shall, at all times, be adequately disinfected and oxidized and shall meet the following effluent limitations:

1. the median concentration of total coliform bacteria shall not exceed a most probable number (MPN) of 23 per 100 milliliters utilizing the bacteriological results of the last seven days for which analyses have been completed; and

2. the number of total coliform bacteria shall not exceed an MPN of 240 per 100 milliliters in more than one sample in any 30 day period.

Samples shall be collected at a time when wastewater flow and characteristics are most demanding (e.g., during peak flows) on treatment facilities and disinfection processes.
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23 E. A filtered wastewater shall be an oxidized wastewater that has been passed through a membrane so that the turbidity of the filtered wastewater does not exceed any of the following:

1. An average of 2 Nephelometric Turbidity Units (NTU) within a 24-hour period;

2. 5 NTU more than 5 percent of the time within a 24-hour period; and

3. 10 NTU at any time.

F. Maximum Contaminant Levels: The effluent shall not contain trace, toxic and other constituents in concentrations that exceed the applicable maximum contaminant levels for drinking water established by the State Water Board’s Division of Drinking Water (DDW) in sections 64431, 64442, 64443, 64444, 64449, and 64533 of CCR, Title 22, Division 4, or subsequent revisions, or at levels that adversely affect the beneficial uses of receiving groundwater. The effluent shall, at all times, not exceed the following MCLs (Attachment A). In the event of a violation of any primary or secondary MCL, the City shall notify and submit a report in accordance with Provision VI.F. of this Order.

1. Primary MCLs specified in CCR, Title 22, Division 4, Chapter 15 (Domestic Water Quality and Monitoring Regulations):
i. Inorganic chemicals in CCR, Title 22, Division 4, Chapter 15, Section 64431, Table 64431-A, except for nitrogen compounds (Attachment A-1 of this Order);
ii.. Radionuclides in CCR, Title 22, Division 4, Chapter 15, Section 64442, Table 64442 (Attachment A-2 of this Order) and Section 64443, Table 64443 (Attachment A-3 of this Order); and
iii. Organic chemicals in CCR, Title 22, Division 4, Chapter 15, Section 64444, Table 64444-A (Attachment A-4 of this Order).

2. Secondary MCLs specified in CCR, Title 22, Division 4, Chapter 15 (Domestic Water Quality and Monitoring Regulations), Section 64449, Table 64449-A (Attachment A-5 of this Order).

3. Primary MCLs for disinfection byproducts specified in CCR, Title 22, Division 4, Chapter 15.5 (Disinfectant Residuals, Disinfection Byproducts, and Disinfection Byproduct Precursors) Article 2, Section 64533, Table 64533-A (Attachment A-6 of this Order).

III. GROUNDWATER LIMITATIONS
A. The City is prohibited from negatively altering the quality or elevation of the underlying groundwater.
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24 B. The discharge of treated wastewater from the SPWRF shall not cause an exceedance of the following groundwater limitations in Table 9 below. Except for chloride, compliance with the groundwater limitations will be determined by the groundwater samples collected from monitoring wells located within or on the boundary of the percolation pond. Compliance with the chloride groundwater limitation will be determined by the groundwater samples collected from monitoring wells located 150 feet away from the percolation pond. The specific monitoring well locations will be determined through the Monitoring and Reporting Program (MRP) (Attachment E). Per Section IV.C.3 of the MRP, the City is required to submit a work plan proposing a modified groundwater monitoring network by May 1, 2018.

Table 9. Groundwater Limitations
Constituents Units Monthly Average
Nitrate as nitrogen + nitrite as nitrogen mg/L 10[1]
Nitrite as nitrogen mg/L 1
[1]
Total dissolved solids mg/L 2,000[1]
Sulfate mg/L 800[1]
Chloride mg/L 110[1]
Boron mg/L 1.0[1]
Total coliform MPN/100mL 1.1[1]
Fecal coliform MPN/100mL 1.1[1]
Table Note:
[1] Limit based on Basin Plan Groundwater Quality Objective.

C. Groundwater shall not exceed the MCLs specified in Attachments A-1 to A-6.

E. The minimum vertical separation between the bottom of the percolation pond and groundwater table shall be five feet.

IV. GENERAL REQUIREMENTS
A. The SPWRF and areas where any potential pollutants are stored shall be adequately protected from inundation and damage by storm flows and runoff.

B. Adequate facilities shall be provided to protect the SPWRF, treatment system devices, sewer collection system and recycling/disposal facilities from damage by storm flows and run-off or run-on generated by a 100-year return storm/24 hour duration.
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25 C. The SPWRF and the collection system that is a part of the treatment and disposal system shall be maintained in such a manner that prevents sewage from surfacing or overflowing at any location.

D. A minimum of two feet of freeboard shall be maintained in the percolation/evaporation ponds at all time to ensure that direct rainfall will not cause overtopping.

E. No disposal areas with treated wastewater shall be located within 600 feet of any domestic water supply well unless all of the following conditions have been met:

1. A geological investigation demonstrates that an aquitard exists at the well between the uppermost aquifer being drawn from and the ground surface;

2. The well contains an annular seal that extends from the surface into the aquitard;

3. The well is housed to prevent any treated wastewater spray from coming into contact with the wellhead facilities;

4. The ground surface immediately around the wellhead is contoured to allow surface water to drain away from the well; and

5. The owner of the well approves of the elimination of the buffer zone requirement.

F. There shall be no storage or impoundment of treated wastewater within 600 feet of any domestic water supply well.

G. No disposal of sludge, waste, and treated wastewater shall take place within 600 feet of any reservoir or stream used as a source of domestic water.

H. Any wastes that do not meet the foregoing requirements shall be held in impervious containers and discharged at a legal point of disposal.

I. Percolation ponds shall be maintained to ensure that percolation rate at the pond bottom shall not decrease over time.

J. The Discharger shall notify well owners within 500 feet radius from the boundary of percolation ponds when there is any exceedance on the effluent limitations and/or groundwater limitations.

K. The City shall, at all times, properly operate and maintain all treatment facilities and control systems (and related appurtenances), which are installed or used by the City to achieve compliance with the conditions of this Order. Proper operation and maintenance include effective performance, adequate funding, 335
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26 adequate operator staffing and training, and adequate laboratory and process controls (including appropriate quality assurance procedures).

V. PROHIBITIONS
A. Any discharge of wastewater from the SPWRF (including the wastewater collection system) at any point other than specifically described in this Order is prohibited.

B. There shall be no waste overflows or discharge of untreated or partially-treated waste from the SPWRF’s treatment, storage or disposal facilities to adjacent drainage or water ways, adjacent properties, or to waters of the State at any time. The discharge of any wastewater to surface waters or surface water drainage courses is prohibited without a NPDES permit.

C. Industrial wastewater subject to the Prohibited Discharge Standards in 40 C.F.R. section 403.5 shall not be accepted by the SPWRF.

D. Wastes discharged shall not contain tastes, odors, color, foaming, any materials, or other objectionable characteristics in concentrations that would:

1. Affect human, animal, or plant life;

2. Cause nuisance or adversely affect any beneficial uses and quality of the receiving groundwater; and

3. Impact the Santa Clara River that may be in hydraulic connection with groundwater.

E. Odors originating at the SPWRF, including of sewage origin, shall not be perceivable any time outside the boundary of the SPWRF property owned by the City.

F. The percolation pond shall not contain floating materials, including solids, foams, or scum in concentrations that cause nuisance, adversely affect beneficial uses, or serve as a substrate for undesirable bacterial or algae growth or insect vectors. The wastewater treatment shall not result in nuisance conditions caused by breeding of mosquitoes, gnats, midges, or other pests.

G. Discharge of waste classified as “hazardous waste,” as defined in CCR, Title 23, section 2521(a), is prohibited. Discharge of waste classified as “designated waste,” as defined in California Water Code section 13173, in a manner that causes violation of receiving water limits is prohibited.

H. The percolation/evaporation ponds, drying beds, and the berms surrounding the ponds shall not contain plants, shrubs, or bushes that may damage the berms and the ponds.
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27 I. The percolation pond shall not be altered without the approval by the Regional Board.

J. There shall be no onsite disposal of sludge. Sludge-drying activities are allowed, but only as an intermediate treatment prior to offsite disposal. Any offsite disposal of wastewater or sludge shall be made only to a legal point of disposal. For purposes of this Order, a legal disposal site is one for which requirements have been established by USEPA, and which is in full compliance therewith. Any wastewater or sludge handling shall be in such a manner as to prevent its reaching surface waters or watercourses.

K. Bypass (the intentional diversion of waste streams from any portion of the SPWRF) is prohibited. The Regional Board may take enforcement action against the City for bypass, unless:

1. Bypass was unavoidable to prevent loss of life, personal injury, or severe property damage. “Severe property damage” means substantial physical damage to property, damage to the SPWRF that cause it to become inoperable, or substantial and permanent loss of natural resources that can reasonably be expected to occur in the absence of a bypass.

2. There were no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated waste, or maintenance during normal periods of equipment downtime. This condition is not satisfied if adequate back-up equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass that occurred during normal periods of equipment downtime or preventive maintenance.

3. Notice
i. Anticipated bypass: If the City knows in advance of the need for a bypass, it shall submit written notice to the Regional Board, if possible at least 10 days before the date of the bypass. ii. Unanticipated bypass: The City shall provide verbal notice to the Regional Board Executive Officer of an unanticipated bypass within 24 hours from the time the City becomes aware of the circumstances.

A written submission shall also be provided within five (5) days of the time the City becomes aware of the circumstances.

L. The wastewater treatment and percolation ponds shall not result in nuisance conditions caused by breeding of mosquitoes, gnats, midges, or other pests.

VI. PROVISIONS
A. This Order includes “Attachment B - Standard Provisions Applicable to Waste Discharge Requirements” (Standard Provisions). If there is any conflict 337
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28 between provisions stated herein and the Standard Provisions, the provisions stated herein prevail.

B. The City shall operate and maintain facilities, treatment operations, associated collection systems and outfalls in ways that preclude adverse impacts to surface or groundwater from impacts predicted to occur due to climate change.

C. The City shall evaluate the need to revise its Climate Change Effects Vulnerability Assessment and Management Plan (Climate Change Plan) when conditions change that may impact water quality. The City shall periodically submit a report of its evaluation or a revised Climate Change Plan based on its evaluation. Submittal of the Climate Change Plan is required pursuant to California Water Code section 13267. As required by this provision, a regional board may require a person to submit technical or monitoring program reports that the regional board requires. The Climate Change Plan is needed in order to assess and manage climate change related-effects associated with City operations that may affect water quality.

The Climate Change Plan shall include an assessment of short and long term vulnerabilities of the facility(ies) and operations as well as plans to address vulnerabilities of collection systems, facilities, treatment systems, and outfalls for predicted impacts in order to ensure that facility operations are not disrupted, compliance with permit conditions is achieved, and receiving waters are not adversely impacted by discharges. Control measures shall include, but are not limited to, emergency procedures, contingency plans, alarm/notification systems, training, backup power and equipment, and the need for planned mitigations to ameliorate climate-induced impacts including, but not limited to, changing influent and receiving water quality and conditions, as well as the impact of rising sea level (where applicable) storm surges and back-to-back severe storms that are expected to become more frequent.

D. The City shall comply with MRP No. CI-9259 (Attachment E), which is part of this Order, and any revisions thereto as ordered by the Executive Officer. The submittal dates of Discharger self-monitoring reports shall be no later than the submittal date specified in the MRP. If there is any conflict between the provisions stated herein and the MRP, the provisions stated herein prevail.

E. The City shall file with the Regional Board, under penalty of perjury, annual and quarterly reports on self-monitoring work performed according to the detailed specifications contained in the MRP attached hereto and incorporated herein by reference, as directed by the Executive Officer. The results of any monitoring done in addition to what is required or done more frequently than required at the location and/or times specified in the MRP shall be reported to the Regional Board. The City shall comply with all of the provisions and requirements of the MRP.
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29 F. The City shall notify this Regional Board by telephone or electronic means within 24 hours of knowledge of any discharge exceeding the effluent limits prescribed in this Order from the SPWRF; written confirmation shall follow within 5 working days from date of notification, unless otherwise specified in this Order. The report shall include, but is not limited to, the following information, as appropriate:

1. Nature and extent of the violation;

2. Date and time: when the violation started, when compliance was achieved, and when injection was suspended and restored, as applicable;

3. Duration of violation;

4. Cause(s) of violation;

5. Corrective and/or remedial actions taken and/or will be taken with a time schedule for implementation to prevent future violations; and

6. Impact of the violation.

G. This Order does not exempt the City from compliance with any other laws, regulations, or ordinances that may be applicable; they do not legalize the recycling and use facilities; and they leave unaffected any further constraint on the use of recycled water at certain site(s) that may be contained in other statutes or required by other agencies.

H. This Order does not alleviate the responsibility of the City to obtain other necessary local, state, and federal permits to construct facilities necessary for compliance with this Order; nor does this Order prevent imposition of additional standards, requirements, or conditions by any other regulatory agency.

Expansion of the recycled water distribution facility shall be contingent upon issuance of all necessary requirements and permits, including a conditional use permit.

I. After notice and opportunity for a hearing, this Order may be modified, revoked and reissued, or terminated for cause, that includes, but is not limited to: failure to comply with any condition in this Order, endangerment of human health, adverse impacts on water quality and/or beneficial uses of the receiving water resulting from the permitted activities in this Order, obtaining this Order by misrepresentation or failure to disclose all relevant facts, and acquisition of new information that could have justified the application of different conditions if known at the time of Order adoption.

The filing of a request by the City for modification, revocation and reissuance, or termination of this Order; or a notification of planned changes or anticipated noncompliance does not stay any condition of this Order. 339
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30 J. The City shall furnish, within a reasonable time, any information that the Regional Board may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this Order. The City shall also provide the Regional Board, upon request, with copies of records required to be kept under this Order for at least three (3) years.

K. Spill Clean-Up Contingency Plan (SCCP) Requirements – The City is required to periodically submit an updated and revised SCCP, which describes the activities and protocols to address clean-up of spills, overflows, and bypasses of untreated or partially treated wastewater from the City’s collection system or treatment facilities. At a minimum, this SCCP shall include sections on spill clean-up and containment measures, public notification, and monitoring. The City shall review and amend this SCCP as appropriate after each spill from the SPWRF or in the service area of the SPWRF. The City shall include a discussion in the annual summary report of any modifications to the SCCP and the application of the SCCP to all spills during the year.

L. Construction, Operation, and Maintenance Requirements

1. The City shall, at all times, properly operate and maintain the SPWRF, including its wastewater collection, treatment, and disposal facilities (and related appurtenances) to ensure compliance with this Order, as well as provide adequate and reliable transport, treatment, and disposal of all wastewater from planned future wastewater sources under the City’s responsibilities. Proper operation and maintenance includes, but is not limited to: effective performance, repairs and upgrades when needed, adequate funding, adequate operator staffing and training, adequate operator supervision, and adequate laboratory and process controls (including appropriate quality assurance/quality control procedures).

2. The SPWRF shall be supervised and operated by persons possessing certificates of appropriate grade in accordance with CCR, Title 23, Division 3, Chapter 26 and California Water Code sections 13625 - 13633.

3. The SPWRF shall be operated and maintained in accordance with the operation and maintenance manual prepared by the municipality through the Clean Water Grant Program. The City’s Operation, Maintenance, and Monitoring Plan (OMM Plan) shall be available for reference and use by all applicable personnel. The City shall maintain, regularly review, and revise or update as necessary the OMM Plan in order for the document(s) to remain useful and relevant to current equipment and operation practices. Reviews shall be conducted annually, and revisions or updates shall be completed as necessary and submitted to the Regional Board on an annual basis.

4. The City shall maintain in good working order a sufficient alternate power source for operating the wastewater treatment and disposal facilities. All 340
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31 equipment shall be located to minimize failure due to moisture, liquid spray, flooding, and other physical phenomena. The alternate power source shall be designed to permit inspection and maintenance and shall provide for periodic testing. If such alternate power source is not in existence, the City shall halt, reduce, or otherwise control all discharges upon the reduction, loss, or failure of the primary source of power.

5. The City shall provide standby or emergency power facilities and/or sufficient storage capacity or other means so that in the event of plant upset, outage due to power failure or other cause, or heavy rainfall, discharge of raw or inadequately treated sewage does not occur and infiltration ponds do not exceed their hydraulic capacity.

M. Sludge Disposal Requirements

1. All sludge generated at the wastewater treatment plant shall be disposed of, treated, or applied to land in accordance with federal regulations contained in 40 C.F.R. Part 503. These requirements are enforceable by USEPA.

2. The City shall comply with requirements in State Water Board Order No. 2004-10-DWQ, “General Waste Discharge Requirements for the Discharge of Biosolids to Land for Use as a Soil Amendment in Agricultural, Silvicultural, Horticultural and Land Reclamation Activities” for those sites receiving the City's biosolids that a regional water board has placed under this general order, and with the requirements in individual waste discharge requirements issued by a regional water board for sites receiving the City's biosolids.

3. The City shall comply, if applicable, with WDRs issued by other regional water boards to which jurisdiction the biosolids are transported and applied.

4. The City shall provide this Regional Board with a copy of any report(s) submitted to USEPA, the State Water Board, or other regional water boards, with respect to municipal sludge or biosolids.

N. Collection System Requirements
The City must properly enroll under the applicable General WDRs for Sanitary Sewer Systems and comply with the requirements specified in the General WDRs. The State Water Board adopted General WDRs for Sanitary Sewer Systems (Order No. 2006-0003-DWQ) on May 2, 2006 and amended the WDRs by Order No. WQ 2008-0002-EXEC and Order No. WQ 2013-0058- EXEC, to provide a consistent and statewide approach to regulating sanitary sewer systems to prevent and/or reduce sanitary sewer overflows (SSOs).

Order No. 2006-0003-DWQ requires public agencies that own or operate sanitary sewer systems to develop and implement sewer system management 341
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32 plans and report all SSOs to the State Water Board’s online SSO database.

The City’s collection system is part of the system that is subject to Order No. 2006-0003-DWQ. The City enrolled in Order No. 2006-0003-DWQ on July 27, 2006. As such, the City must properly operate and maintain its collection system. The City must also report any non-compliance and mitigate any discharge from the collection system in violation of this Order.

O. Spill Reporting Requirements

1. Initial Notification – Although State and Regional Board staff do not have duties as first responders, this requirement is an appropriate mechanism to ensure that the agencies that do have first responder duties are notified in a timely manner in order to protect public health and beneficial uses.

For certain spills, overflows and bypasses, the City shall make notifications as required below:
i. In accordance with the requirements of Health and Safety Code section 5411.5, the City shall provide notification to the local health officer or the director of environmental health with jurisdiction over the affected water body of any unauthorized release of sewage or other waste that causes, or probably will cause, a discharge to any waters of the state as soon as possible, but no later than two (2) hours after becoming aware of the release.
ii. In accordance with the requirements of California Water Code section 13271, the City shall provide notification to the California Emergency Management Agency (Cal EMA) of the release of reportable quantities of hazardous substances or sewage that causes, or probably will cause, a discharge to any waters of the state as soon as possible, but not later than two (2) hours after becoming aware of the release. CCR, Title 23, section 2250 establishes 1,000 gallons or more as a reportable quantity of sewage. The phone number for reporting these releases to the Cal EMA is (800) 852- 7550.
iii. The City shall notify the Regional Board of any unauthorized release of sewage from the SPWRF that causes, or probably will cause, a discharge to a water of the state as soon as possible, but not later than two (2) hours after becoming aware of the release. This initial notification does not need to be made if the City has notified Cal EMA and the local health officer or the director of environmental health with jurisdiction over the affected waterbody. The phone number for reporting these releases of sewage to the Regional Board is (213) 576-6683. The phone numbers for after hours and weekend reporting of releases of sewage to the Regional Board are (213) 305- 2284 and (213) 305-2253.
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33 At a minimum, the following information shall be provided to the Regional Board:
a. The location, date, and time of the release;
b. The water body that may be impacted by the discharge; c. An estimate of the amount of sewage or other waste released and the amount that reached the receiving water at the time of notification;
d. If ongoing, the estimated flow rate of the release at the time of the notification;
e. The name, organization, phone number, and email address of the reporting representative; and
f. A certification that the State Office of Emergency Services and the local health officer or directors of environmental health with jurisdiction over the possibly affected water bodies have been notified of the discharge.

2. Monitoring – For spills, overflows and bypasses reported under Section VI.O.1., the City shall monitor as required below:

To define the geographical extent of the spill’s impact, the City shall obtain grab samples (if feasible, accessible, and safe) for all spills, overflows or bypasses of any volume that reach any waters of the State (including surface and ground waters). The City shall analyze the samples for total and fecal coliforms, E. coli (if fecal coliform test shows positive), enterococcus, and relevant pollutants of concern, upstream and downstream of the point of entry of the spill (if feasible, accessible and safe). This monitoring shall be done on a daily basis from the time the spill is known until the results of two (2) consecutive sets of bacteriological monitoring indicate the return to the background level or the County Department of Public Health authorizes cessation of monitoring.

3. Reporting – The initial notification required under Section VI.O.1. shall be followed by:
i. As soon as possible, but not later than twenty-four (24) hours after becoming aware of an unauthorized discharge of sewage or other waste from its wastewater treatment plant to a water of the state, the City shall submit a statement to the Regional Board via email. If the discharge is 1,000 gallons or more, this statement shall certify that Cal EMA has been notified of the discharge in accordance with California Water Code section 13271. The statement shall also certify that the local health officer or director of environmental health 343
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34 with jurisdiction over the affected water bodies has been notified of the discharge in accordance with Health and Safety Code section 5411.5. The statement shall also include at a minimum the following information:
a. Agency, Order No., and MRP CI No.;
b. The location, date, and time of the discharge;
c. The water body that received the discharge;
d. A description of the level of treatment of the sewage or other waste discharged;
e. An initial estimate of the amount of sewage or other waste released and the amount that reached the impacted water body; f. The Cal EMA control number and the date and time that notification of the incident was provided to Cal EMA; and g. The name of the local health officer or director of environmental health representative notified (if contacted directly); the date and time of notification; and the method of notification (e.g., phone, fax, email).
ii. A written preliminary report shall be submitted to the Regional Board within five (5) working days after disclosure of the incident via the State Water Board GeoTracker database under Global ID
WDR100000359. The final written report shall be included in the next quarterly monitoring report submitted to the GeoTracker database above. The written report shall document the information required in Section VI.O.4. below, monitoring results and any other information required in provisions of the Standard Provisions (Attachment B) including corrective measures implemented or proposed to be implemented to prevent/minimize future occurrences.
iii. The City shall include a certification in the annual summary report (due according to the schedule in the MRP) that states that the sewer system emergency equipment, including alarm systems, backup pumps, standby power generators, and other critical emergency pump station components were maintained and tested in accordance with the City’s preventive maintenance plan. Any deviations from or modifications to the preventive maintenance plan shall be approved by the Executive Officer.

4. Records – The City shall prepare and maintain a record of all spills, overflows or bypasses of raw or partially treated sewage from its collection system or the SPWRF. This record shall be made available to the 344
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35 Regional Board upon request and a spill summary shall be included in the annual report, as required in the MRP. The record shall contain:
i. The date and time of each spill, overflow, or bypass; ii. The location of each spill, overflow, or bypass;
iii. The estimated volume of each spill, overflow, or bypass including gross volume, amount recovered and amount not recovered, monitoring results as required by Section VI.O.2.;
iv. The cause of each spill, overflow, or bypass;
v. Whether each spill, overflow, or bypass entered a receiving water and, if so, the name of the water body and whether it entered via storm drains or other man-made conveyances;
vi. Any corrective measures implemented or proposed to be implemented to prevent/minimize future occurrences; and vii. The mandatory information included in Sanitary Sewer Overflows (SSO) online reporting for finalizing and certifying the SSO report for each spill, overflow, or bypass under State Water Board Order No. 2006-0003-DWQ.

5. Activities Coordination – The Regional Board expects that the City will coordinate their compliance activities for consistency and efficiency with other entitles that have responsibilities to implement: (i) this Order, and (ii) State Water Board Order No. 2006-0003-DWQ.

6. Consistency with State Water Board Order No. 2006-0003-DWQ – The requirements contained in this Order in Sections VI.K. (SCCP Requirements), VI.L. (Construction, Operation, and Maintenance Requirements), and VI.O. (Spill Reporting Requirements) are intended to be consistent with the requirements of Order No. 2006-0003-DWQ. The Regional Board recognizes that there may be some overlap between this Order and Order No. 2006-0003-DWQ. The requirements of Order No. 2006-0003-DWQ are considered the minimum thresholds (see Finding 11 of Order No. 2006-0003-DWQ). To encourage efficiency, the Regional Board will accept the documentation prepared by the City under Order No. 2006-0003-DWQ for compliance purposes, as satisfying the requirements in Sections VI.K., VI.L., and VI.O. provided the more stringent provisions enumerated in this Order have also been addressed.

P. Pretreatment Requirements

1. This Order includes the City’s Pretreatment Program, as previously submitted to this Regional Board and specified in Order No. R4-2007- 345
City of Santa Paula File No. 06-189
Order No. R4-2018-0022-A01
36 0028-R2, adopted by this Regional board on February 2, 2012. Any change to the Program shall be reported to the Regional Board in writing and shall not become effective until approved by the Executive Officer in accordance with procedures established in 40 C.F.R. section 403.18.

2. The City shall enforce the requirements under Sections 307(b), 307(c), 307(d), and 402(b) of the Federal Clean Water Act with timely, appropriate, and effective enforcement actions. The City shall require industrial users to comply with Federal Categorical Standards and shall initiate enforcement actions against those users who do not comply with the standards. The City shall require industrial users subject to the Federal Categorical Standards to achieve compliance no later than the date specified in those requirements or, in the case of a new industrial user, upon commencement of the discharge.

3. The City shall perform the pretreatment functions as required in 40 C.F.R.

Part 403 including, but not limited to:
i. Implement the necessary legal authorities as provided in 40 C.F.R. section 403.8(f)(1);
ii. Enforce the pretreatment requirements under 40 C.F.R. sections 403.5 and 403.6;
iii. Implement the programmatic functions as provided in 40 C.F.R. section 403.8(f)(2); and
iv. Provide the requisite funding of personnel to implement the Pretreatment Program as provided in 40 C.F.R. section 403.8(f)(3).

4. The City shall submit an annual report of effectiveness of the City’s Pretreatment Program. This annual report shall be submitted to the Regional Board, with copies to the State Water Board and USEPA Region 9, describing the City's pretreatment activities over the period and whether such activities have been effective. If the City is not in compliance with any conditions or requirements of this Order, the City shall include the reasons for noncompliance and shall state how and when the City will comply with such conditions and requirements.

5. The City shall be responsible and liable for the performance of all control authority pretreatment requirements contained in 40 C.F.R. Part 403, including subsequent regulatory revisions thereof. Where Part 403 or subsequent revision places mandatory actions upon the City as Control Authority, but does not specify a timetable for completion of the actions, the City shall complete the required actions within six months from the effective date of this Order or the effective date of Part 403 revisions, whichever comes later. For violations of pretreatment requirements, the City shall be subject to enforcement actions, penalties, fines, and other 346
City of Santa Paula File No. 06-189
Order No. R4-2018-0022-A01
37 remedies by the Regional Board, USEPA, or other appropriate parties, as provided in the Federal Clean Water Act. The Regional Board or USEPA may initiate enforcement action against an industrial user for noncompliance with acceptable standards and requirements as provided in the Federal Clean Water Act and/or the California Water Code.

VII. REOPENER
The Regional Water Board will review this Order periodically and will revise requirements when necessary. The waste discharge requirements and monitoring and reporting requirements in this Order were developed based on currently available technical information and applicable water quality laws, regulations, policies, and plans, and are intended to assure compliance with them. If applicable laws and regulations change, including but not limited to, establishment of total maximum daily loads, or once new information is obtained that will change the overall discharge and its potential to impact waters of the state, it may be appropriate to reopen this Order. This Order may also specifically be reopened to make revisions consistent with an approved salt and nutrient management plan.

VIII. TERMINATION
Except for enforcement purposes, Order No. R4-2007-0028, adopted by the Regional Board on May 3, 2007, and amended on May 6, 2010, February 2, 2012, April 6, 2017 and December 21, 2017, is hereby terminated.

The Regional Board’s termination of prior waste discharge requirements and/or monitoring and reporting requirements do not extinguish any violations that may have occurred during the time those requirements were in effect. The Regional Board reserves the right to take enforcement actions to address violations of prior prohibitions, limitations, specifications, requirements, or provisions of rescinded requirements as allowed by law.

IX. EFFECTIVE DATE
This Order becomes effective immediately upon its adoption.

I, Renee Purdy, Executive Officer, do hereby certify that the foregoing is a full, true, and correct copy of an Order originally adopted on February 8, 2018 and amended and adopted by the California Regional Water Quality Control Board, Los Angeles Region on May 12, 2022.

Renee Purdy
Executive Officer
347
City of Santa Paula File No. 06-189
Order No. R4-2018-0022-A01
38 Figure 1 – The Vicinity of Santa Paula Water Recycling Facility (SPWRF) 348
39 Figure 2 – Santa Paula Groundwater Basin
349
40 Figure 3 – Process Flow Schematic of Santa Paula Wastewater Recycling Facility 350
41 Figure 4 – Process Flow Schematic of Reverse Osmosis Advanced Wastewater Treatment System at Santa Paula Water Recycling Facility
351
42 Figure 5 – Locations of Groundwater Monitoring Wells 352
43 Figure 6 – Santa Clara River Watershed Surface Reaches 353
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Attachment A – Maximum Contaminant Levels
Attachment A-1 Inorganic Chemicals
Table 64431-A
Chemical Maximum Contaminant Levels
(mg/L)
Reporting Detection Limit
(mg/L)
Aluminum 1 0.05
Antimony 0.006 0.006
Arsenic 0.010 0.002
Asbestos 7 MFL [1] 0.2 MFL [2]
Barium 1 0.1
Beryllium 0.004 0.001
Cadmium 0.005 0.001
Chromium 0.05 0.01
Cyanide 0.15 0.1
Fluoride 2.0 0.1
Mercury 0.002 0.001
Nickel 0.1 0.01
Nitrate (as nitrogen) 10 0.4
Nitrate+Nitrite (sum
as nitrogen) 10 Not applicable
Nitrite (as nitrogen) 1 0.4
Perchlorate 0.006 0.002

0.001 [3]
Selenium 0.05 0.005
Thallium 0.002 0.001
Note: [1] MFL = million fibers per liter; MCL for fibers exceeding 10 µm in length. [2] Reporting detection limit for fibers exceeding 10 µm in length. [3] Effective January 1, 2024.
354
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Attachment A-2 Radioactivity
Gross alpha and gross beta analysis must be performed. If gross alpha is greater than 1 picocurie per liter (pCi/L), uranium analysis must be performed. Compliance with this Order shall then be based on comparing gross alpha minus total uranium to the gross alpha limit of 15 pCi/L.

Radium-226 and radium-228 analysis must be performed, and combined Radium-226 and radium-228 activity must be less than or equal to 5 pCi/L. If gross alpha is less than 50 pCi/L, one can assume radium-226 activity is equal to gross alpha activity for purposes of meeting the 5 pCi/L limit.

Table 64442
Radionuclide Maximum Contaminant Level
(pCi/L)
Reporting Detection Limit
(pCi/L)
Radium-226 None 1
Radium-228 None 1
Combined radium226 and radium-228 5 Not applicable
Gross Alpha particle
activity (excluding
radon and uranium)
15 3
Uranium 20 1
Note: pCi/L = picocuries per liter
Table 64443
Radionuclide Maximum Contaminant Level
(pCi/L)
Reporting Detection Limit
(pCi/L)
Beta/photon emitters
4 millirem per year annual dose
equivalent to the total body or
any internal organ
Gross Beta particle activity:
4 Strontium-90
8 (= 4 millirem per year dose to
bone marrow)
2 Tritium
20,000
(=4 millirem per year dose to
total body)
1,000
355
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Attachment A-3 Organic Chemicals
Table 64444-A
(a) Volatile Organic Chemicals (VOCs)
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Benzene 0.001 0.0005
Carbon Tetrachloride 0.0005 0.0005
1,2-Dichlorobenzene 0.6 0.0005
1,4-Dichlorobenzene 0.005 0.0005
1,1-Dichloroethane 0.005 0.0005
1,2-Dichloroethane 0.0005 0.0005
1,1-Dichloroethylene 0.006 0.0005
cis-1,2-Dichloroethylene 0.006 0.0005
trans-1,2-Dichloroethylene 0.01 0.0005
Dichloromethane 0.005 0.0005
1,2-Dichloropropane 0.005 0.0005
1,3-Dichloropropene 0.0005 0.0005
Ethylbenzene 0.3 0.0005
Methyl-tert-butyl ether 0.013 0.003
Monochlorobenzene 0.07 0.0005
Styrene 0.1 0.0005
1,1,2,2-Tetrachloroethane 0.001 0.0005
Tetrachloroethylene 0.005 0.0005
Toluene 0.15 0.0005
1,2,4-Trichlorobenzene 0.005 0.0005
1,1,1-Trichloroethane 0.200 0.0005
1,1,2-Trichloroethane 0.005 0.0005
Trichloroethylene 0.005 0.0005
Trichlorofluoromethane 0.15 0.005
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1,1,2-Trichloro-1,2,2-
Trifluoroethane 1.2 0.01
Vinyl Chloride 0.0005 0.0005
Xylenes 1.750 [1] 0.0005
(b) Synthetic Organic Chemicals (SOCs)
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Alachlor 0.002 0.001
Atrazine 0.001 0.0005
Bentazon 0.018 0.002
Benzo(a)pyrene 0.0002 0.0001
Carbofuran 0.018 0.005
Chlordane 0.0001 0.0001
2,4-D 0.07 0.01
Dalapon 0.2 0.01
Dibromochloropropane 0.0002 0.00001
Di(2-ethylhexyl)adipate 0.4 0.005
Di(2-ethylhexyl)phthalate 0.004 0.003
Dinoseb 0.007 0.002
Diquat 0.02 0.004
Endothall 0.1 0.045
Endrin 0.002 0.0001
Ethylene Dibromide 0.00005 0.00002
Glyphosate 0.7 0.025
Heptachlor 0.00001 0.00001
Heptachlor Epoxide 0.00001 0.00001
Hexachlorobenzene 0.001 0.0005
Hexachlorocyclopentadiene 0.05 0.001
Lindane 0.0002 0.0002
357
A-5
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Methoxychlor 0.03 0.01
Molinate 0.02 0.002
Oxamyl 0.05 0.02
Pentachlorophenol 0.001 0.0002
Picloram 0.5 0.001
Polychlorinated Biphenyls 0.0005 0.0005
Simazine 0.004 0.001
Thiobencarb 0.07 0.001
Toxaphene 0.003 0.001
1,2,3-Trichloropropane 0.000005 0.000005
2,3,7,8-TCDD (Dioxin) 3×10-8 5×10-9
2,4,5-TP (Silvex) 0.05 0.001
Note: [1] MCL is for either a single isomer or the sum of the isomers. 358
A-6
Attachment A-4 Secondary Maximum Contaminant Levels
Table 64449-A
Chemical Levels/Units
Aluminum 0.2 mg/L
Color 15 Units
Copper 1.0 mg/L
Foaming Agents (MBAS) 0.5 mg/L
Iron 0.3 mg/L
Manganese 0.05 mg/L
Methyl-tert-butyl ether (MTBE) 0.005 mg/L
Odor -Threshold 3 Units
Silver 0.1 mg/L
Thiobencarb 0.001 mg/L
Turbidity 5 Units
Zinc 5.0 mg/L
359
A-7
Attachment A-5 Disinfection Byproducts
Table 64533-A
Chemical
Maximum Contaminant
Levels
(mg/L)
Reporting Detection
Limit
(mg/L)
Total trihalomethanes
(TTHM) 0.080 None
Bromodichloromethane None 0.0010
Bromoform None 0.0010
Chloroform None 0.0010
Dibromochloromethane None 0.0010
Haloacetic acids (five)
(HAA5) 0.060 None
Monochloroacetic Acid None 0.0020
Dichloroacetic Acid None 0.0010
Trichloroacetic Acid None 0.0010
Monobromoacetic Acid None 0.0010
Dibromoacetic Acid None 0.0010
Bromate [1] 0.010 0.0050

0.0010 [2]
Chlorite [3] 1.0 0.020
Notes: [1] Bromate is listed for plant using ozone disinfection only. [2] For analysis performed using EPA Method 317.0 Revision 2.0, 321.8, or 326.0.
[3] Chlorite is listed for plant using chlorine dioxide only. 360
B-1
Attachment B – Standard Provisions
Applicable to Waste Discharge Requirements

1. Duty to Comply
The discharger must comply with all conditions of these waste discharge requirements. A responsible party has been designated in the Order for this project, and is legally bound to maintain the monitoring program and permit. Violations may result in enforcement actions, including Regional Board orders or court orders requiring corrective action or imposing civil monetary liability, or in modification or revocation of these waste discharge requirements by the Regional Board. (California Water Code, Sections 13261, 13263, 13265, 13268, 13300, 13301, 13304, 13340, and 13350). Failure to comply with any waste discharge requirement, monitoring and reporting requirement, or other order or prohibition issued, reissued or amended by the Los Angeles Water Board or State Water Resources Control Board is a violation of these waste discharge requirements and the Water Code, which can result in the imposition of civil liability. (California Water Code, Section 13350, subdivision (a).)

2. General Prohibition
Neither the treatment nor the discharge of waste shall create a pollution, contamination or nuisance, as defined by California Water Code section 13050. In addition, the discharge of waste classified as hazardous, as defined in California Code of Regulations, Title 23, Section 2521, subdivision (a) is also prohibited.

3. Availability
A copy of these waste discharge requirements shall be maintained at the discharge facility and be available at all times to operating personnel. (California Water Code, Section 13263)

4. Change in Ownership
The discharger must notify the Executive Officer, in writing at least 30 days in advance of any proposed transfer of this Order’s responsibility and coverage to a new discharger containing a specific date for the transfer of this Order’s responsibility and coverage between the current discharger and the new discharger.

This agreement shall include an acknowledgement that the existing discharger is liable for violations up to the transfer date and that the new discharger is liable from the transfer date forward. (California Water Code, Sections 13267 and 13263)

5. Change in Discharge
In the event of a material change in the character, location, or volume of a discharge, the discharger shall file with this Regional Board a new Report of Waste Discharge. 361
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(California Water Code, Section 13260, subdivision (c)). A material change includes, but is not limited to, the following:
(a) Addition of a major industrial waste discharge to a discharge of essentially domestic sewage, or the addition of a new process or product by an industrial facility resulting in a change in the character of the waste. (b) Significant change in disposal method, e.g., change from a land disposal to a direct discharge to water, or change in the method of treatment which would significantly alter the characteristics of the waste.
(c) Significant change in the disposal area, e.g., moving the discharge to another drainage area, to a different water body, or to a disposal area significantly removed from the original area potentially causing different water quality or nuisance problems.
(d) Increase in flow beyond that specified in the waste discharge requirements. (e) Increase in the area or depth to be used for solid waste disposal beyond that specified in the waste discharge requirements. (California Code of Regulations, Title 23, Section 2210)

6. Revision
These waste discharge requirements are subject to review and revision by the Regional Board. (California Water Code, Sections 13263)

7. Notification
Where the discharger becomes aware that it failed to submit any relevant facts in a Report of Waste Discharge or submitted incorrect information in a Report of Waste Discharge or in any report to the Regional Board, it shall promptly submit such facts or information. (California Water Code, Sections 13260 and 13267)

8. Vested Rights
This Order does not convey any property rights of any sort or any exclusive privileges. The requirements prescribed herein do not authorize the commission of any act causing injury to persons or property, do not protect the discharger from his liability under Federal, State or local laws, nor do they create a vested right for the discharger to continue the waste discharge. (California Water Code, Section 13263, subdivision (g).)

9. Severability
Provisions of these waste discharge requirements are severable. If any provisions of these requirements are found invalid, the remainder of the requirements shall not be affected.
362
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10. Operation and Maintenance
The discharger shall, at all times, properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the discharger to achieve compliance with conditions of this Order. Proper operation and maintenance include effective performance, adequate funding, adequate operator staffing and training, and adequate laboratory and process controls including appropriate quality assurance procedures. This provision requires the operation of backup or auxiliary facilities or similar systems only when necessary to achieve compliance with the conditions of this Order. (California Water Code, Section 13263, subdivision (f).)

11. Notification Requirement
Except for a discharge which is in compliance with these waste discharge requirements, any person who, without regard to intent or negligence, causes or permits any hazardous substance or sewage to be discharged in or on any waters of the State, or discharged or deposited where it is, or probably will be, discharged in or on any waters of the State, shall, as soon as (a) that person has knowledge of the discharge, (b) notification is possible, and (c) notification can be provided without substantially impeding cleanup or other emergency measures, immediately notify the Office of Emergency Services of the discharge in accordance with the spill reporting provision of the State toxic disaster contingency plan adopted pursuant to Article 3.7 (commencing with Section 8574.7) of Chapter 7 of Division 1 of Title 2 of the Government Code, and immediately notify the State Board or the appropriate Regional Board of the discharge. This provision does not require reporting of any discharge of less than a reportable quantity as provided for under subdivisions (f) and (g) of Section 13271 of the Water Code unless the discharger is in violation of a prohibition in the applicable Water Quality Control plan. (California Water Code, Section 13271, subdivision (a).)

12. Oil or Petroleum Releases
Except for a discharge which is in compliance with these waste discharge requirements, any person who without regard to intent or negligence, causes or permits any oil or petroleum product to be discharged in or on any waters of the State, or discharged or deposited where it is, or probably will be, discharged in or on any waters of the State, shall, as soon as (a) such person has knowledge of the discharge, (b) notification is possible, and (c) notification can be provided without substantially impeding cleanup or other emergency measures, immediately notify the Office of Emergency Services of the discharge in accordance with the spill reporting provision of the State oil spill contingency plan adopted pursuant to Article

3.5 (commencing with Section 8574.1) of Chapter 7 of Division 1 of Title 2 of the Government Code. This provision does not require reporting of any discharge of less than 42 gallons unless the discharge is also required to be reported pursuant to Section 311 of the Clean Water Act or the discharge is in violation of a prohibition in the applicable Water Quality Control Plan. (California Water Code, Section 13272) 363
B-4

13. Investigations and Inspections
The discharger shall allow the Regional Board, or an authorized representative upon the presentation of credentials and other documents as may be required by law, to:
(a) Enter upon the discharger’s premises where a regulated facility or activity is located or conducted, or where records must be kept under the conditions of this Order;
(b) Have access to and copy, at reasonable times, any records that must be kept under the conditions of this Order;
(c) Inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices, or operations regulated or required under this Order; and
(d) Sample or monitor at reasonable times, for the purposes of assuring compliance with this Order, or as otherwise authorized by the California Water Code, any substances or parameters at any location. (California Water Code, Section 13267)
(e) Except for material determined to be confidential in accordance with applicable law, all reports prepared in accordance with the terms of this Order shall be available for public inspection at the office of the Los Angeles Water Board.

Data on waste discharges, water quality, geology, and hydrogeology shall not be considered confidential.

14. Monitoring Program and Devices
The discharger shall furnish, under penalty of perjury, technical monitoring program reports; such reports shall be submitted in accordance with specifications prepared by the Executive Officer, which specifications are subject to periodic revisions as may be warranted. (California Water Code, Section 13267) All monitoring instruments and devices used by the discharger to fulfill the prescribed monitoring program shall be properly maintained and calibrated as necessary to ensure their continued accuracy. All flow measurement devices shall be calibrated at least once per year, or more frequently, to ensure continued accuracy of the devices. Annually, the discharger shall submit to the Executive Office a written statement, signed by a registered professional engineer, certifying that all flow measurement devices have been calibrated and will reliably achieve the accuracy required.

The analysis of any material required pursuant to Division 7 of the Water Code shall be performed by a laboratory that has accreditation or certification pursuant to Article 3 (commencing with Section 100825) of Chapter 4 of Part 1 of Division 101 of the Health and Safety Code. However, this requirement does not apply to field tests, such as test for color, odor, turbidity, pH, temperature, dissolved oxygen, 364
B-5
conductivity, and disinfectant residual chlorine. (California Water Code, Section 13176). Unless otherwise permitted by the Regional Board Executive officer, all analyses shall be conducted at a laboratory certified for such analyses by the State Water Resources Control Board’s Division of Drinking Water. All analyses shall be required to be conducted in accordance with the latest edition of “Guidelines Establishing Test Procedures for Analysis of Pollutants” (40 CFR Part 136) promulgated by the United States, Environmental Protection Agency (USEPA). (California Code of Regulation, Title 23, Section 2230) The Quality Assurance-Quality Control Program must conform to the USEPA Guidelines “Laboratory Documentation Requirements for Data Validation”, January 1990, USEPA Region 9) or procedures approved by the Los Angeles Regional Water Quality Control Board.

All quality assurance and quality control (QA/QC) analyses must be run on the same dates when samples were actually analyzed. All QA/QC data shall be reported, along with the sample results to which they apply, including the method, equipment, analytical detection and quantitation limits, the percent recovery, and explanation for any recovery that falls outside the QC limits, the results of equipment and method blanks, the results of spiked and surrogate samples, the frequency of quality control analysis, and the name and qualifications of the person(s) performing the analyses.

Sample results shall be reported unadjusted for lank results or spike recoveries. In cases where contaminants are detected in QA/QC samples (e.g., field, trip, or lab blanks); the accompanying sample results shall be appropriately flagged.

The Discharger shall make all QA/QC data available for inspection by Regional Board staff and submit the QA/QC documentation with its respective quarterly report. Proper chain of custody procedures must be followed and a copy of that documentation shall be submitted with the quarterly report.

15. Treatment Failure
In an enforcement action, it shall not be a defense for the discharger that it would have been necessary to halt or to reduce the permitted activity in order to maintain compliance with this Order. Upon reduction, loss, or failure of the treatment facility, the discharger shall, to the extent necessary to maintain compliance with this Order, control production or all discharges, or both, until the facility is restored or an alternative method of treatment is provided. This provision applies, for example, when the primary source of power of the treatment facility fails, is reduced, or is lost. (California Water Code, Section 13263, subdivision (f).)

16. Discharge to Navigable Waters
A person who discharges pollutants or proposes to discharge pollutants or proposes to discharge pollutants to the navigable waters of the United States within the jurisdiction of this state or a person who discharges dredged or fill material or proposes to discharge dredged or fill material into the navigable waters of the United 365
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States within the jurisdiction of this state shall file a report of waste discharge in compliance with the procedures set forth in Water Code section 13260. (California Water Code, Section 13376)

17. Endangerment to Health and Environment
The discharger shall report any noncompliance which may endanger health or the environment. Any such information shall be provided verbally to the Executive Officer within 24 hours from the time the discharger becomes aware of the circumstances. A written submission shall also be provided within five days of the time the discharger becomes aware of the circumstances. The written submission shall contain a description of the noncompliance and its cause; the period of noncompliance, including exact dates and times, and if the noncompliance has not been corrected; the anticipated time it is expected to continue and steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance. The Executive officer, or an authorized representative, may waive the written report on a case-by-case basis if the oral report has been received within 24 hours. The following occurrence(s) must be reported to the Executive Office within 24 hours:
(a) Any bypass from any portion of the treatment facility. (b) Any discharge of treated or untreated wastewater resulting from sewer line breaks, obstruction, surcharge or any other circumstances. (c) Any treatment plan upset which causes the effluent limitation of this Order to be exceeded. (California Water Code, Sections 13263 and 13267)

18. Maintenance of Records
The discharger shall retain records of all monitoring information including all calibration and maintenance records, all original strip chart recordings for continuous monitoring instrumentation, copies off all reports required by this Order, and record of all data used to complete the application for this Order. Records shall be maintained for a minimum of three years from the date of the sample, measurement, report, or application. This period may be extended during the course of any unresolved litigation regarding this discharge or when requested by the Regional Board Executive Officer.

Records of monitoring information shall include:
(a) The date, exact place, and time of sampling or measurement; (b) The individual(s) who performed the sampling or measurement; (c) The date(s) analyses were performed;
(d) The individual(s) who performed the analyses;
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(e) The analytical techniques or method used; and
(f) The results of such analyses.

19. (a) All application reports or information to be submitted to the Executive Office shall be signed and certified as follows:
(1) For a corporation – by a principal executive officer or at least the level of vice president.
(2) For a partnership or sole proprietorship – by a general partner or the proprietor, respectively.
(3) For a municipality, state, federal, or other public agency – by either a principal executive officer or ranking elected official. (b) A duly authorized representative of a person designated in paragraph (a) of this provision may sign documents if:
(1) The authorization is made in writing by a person described in paragraph (a) of this provision.
(2) The authorization specifies either an individual or position having responsibility for the overall operation of the regulated facility or activity; and
(3) The written authorization is submitted to the Executive Officer.

Any person signing a document under this Section shall make the following certification:
“I certify under penalty of law that I have personally examined and am familiar with the information submitted in this document and all attachments and that, based on my inquiry of those individuals immediately responsible for obtaining the information, I believe that the information is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment. [California Water Code Sections 13263, 13267, and 13268]”

20. Operator Certification
Supervisors and operators of municipal wastewater treatment plants and privately owned facilities regulated by the Public Utilities Commission, used in the treatment or reclamation of sewage and industrial waste shall possess a certificate of appropriate grade in accordance with California Code of Regulations, Title 23, section 3680. State Boards may accept experience in lieu of qualification training. (California Code of Regulations, Title, 23, Sections 3680 and 3680.2.) In lieu of a properly certified wastewater treatment plant operator, the State Board may approve 367
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use of a water treatment plant operator of appropriate grade certified by the State Department of Public Health where reclamation is involved. (California Code of Regulations, Title, 23, Section 3670.1, subdivision (b).)

ADDITIONAL PROVISIONS APPLICABLE TO PUBLICLY OWNED TREATEMENT WORKS’ ADEQUATE CAPACITY

21. Whenever a regional board finds that a publicly owned wastewater treatment plant will reach capacity within four years, the board shall notify the discharger. Such notification shall inform the discharger that the regional board will consider adopting a time schedule order pursuant to Section 13300 of the Water Code or other enforcement order unless the discharger can demonstrate that adequate steps are being taken to address the capacity problem. The notification shall require the discharger to submit a technical report to the regional board within 120 days showing how flow volumes will be prevented from exceeding existing capacity or how capacity will be increased. A copy of such notification shall be sent to appropriate local elected officials, local permitting agencies and the press. The time for filing the required technical report may be extended by the regional board. An extension of 30 days may be granted by the executive officer. Longer extensions may be granted by the regional board itself. (California Code of Regulations, Title, 23, Section 2232.) 368
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Attachment C – Monitoring for Constituents of Emerging Concern (CECs) Table C-1. Health-based and Performance Indicator CECs and Required Reporting Limits [1]
Constituent Constituent Group Reporting Limit
(µg/L)
1,4-Dioxane Industrial chemical 0.1
N-Nitrosodimethylamine
(NDMA) Disinfection byproduct 0.002
N-Nitrosomorpholine
(NMOR) Industrial chemical 0.002
Perfluorooctane sulfonate
(PFOS)
Consumer/industrial
chemical 0.0065
Perfluorooctanoic acid
(PFOA)
Consumer/industrial
chemical 0.007
Sucralose Food additive 0.1
Sulfamethoxazole Antibiotic 0.01
Note: [1] Water Quality Control Policy for Recycled Water (Recycled Water Policy), effective April 8, 2019.
369
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Attachment D – Monitoring for Priority Pollutants
Acenaphthene
Acrolein
Acrylonitrile
Benzene
Benzidine
Carbon tetrachloride
Chlorobenzene
1,2,4-trichlorobenzene
Hexachlorobenzene
1,2-dichloroethane
1,1,1-trichloreothane
Hexachloroethane
1,1-dichloroethane
1,1,2-trichloroethane
1,1,2,2-tetrachloroethane
Chloroethane
Bis(2-chloroethyl) ether
2-chloroethyl vinyl ethers
2-chloronaphthalene
2,4,6-trichlorophenol
Parachlorometa cresol
Chloroform
2-chlorophenol
1,2-dichlorobenzene
1,3-dichlorobenzene
1,4-dichlorobenzene
3,3-dichlorobenzidine
1,1-dichloroethylene
1,2-trans-dichloroethylene
2,4-dichlorophenol
1,2-dichloropropane
1,3-dichloropropylene
2,4-dimethylphenol
2,4-dinitrotoluene
2,6-dinitrotoluene
1,2-diphenylhydrazine
Ethylbenzene
Fluoranthene
4-chlorophenyl phenyl ether
4-bromophenyl phenyl ether
Bis(2-chloroisopropyl) ether
Bis(2-chloroethoxy) methane
Methylene chloride
Methyl chloride
Methyl bromide
Bromoform
Dichlorobromomethane
Chlorodibromomethane
Hexachlorobutadiene
Hexachlorocyclopentadiene
Isophorone
Naphthalene
Nitrobenzene
2-nitrophenol
4-nitrophenol
2,4-dinitrophenol
4,6-dinitro-o-cresol
N-nitrosodimethylamine
N-nitrosodiphenylamine
N-nitrosodi-n-propylamine
Pentachlorophenol
Phenol
Bis(2-ethylhexyl) phthalate
Butyl benzyl phthalate
Di-N-Butyl Phthalate 2
Di-n-octyl phthalate
Diethyl Phthalate
Dimethyl phthalate
Benzo(a) anthracene
Benzo(a) pyrene
Benzo(b) fluoranthene
Benzo(k) fluoranthene
Chrysene
Acenaphthylene
Anthracene
Benzo(ghi) perylene
Fluorene
Phenanthrene
Dibenzo(,h) anthracene
Indeno (1,2,3-cd) pyrene
Pyrene
Tetrachloroethylene
Toluene
Trichloroethylene
Vinyl chloride
Aldrin
Dieldrin
Chlordane
370
D
-2
4,4-DDT
4,4-DDE
4,4-DDD
Alpha-endosulfan
Beta-endosulfan
Endosulfan sulfate
Endrin
Endrin aldehyde
Heptachlor
Heptachlor epoxide
Alpha-BHC
Beta-BHC
Gamma-BHC
Delta-BHC
PCB-1242 (Arochlor 1242)
PCB-1254 (Arochlor 1254)
PCB-1221 (Arochlor 1221)
PCB-1232 (Arochlor 1232)
PCB-1248 (Arochlor 1248)
PCB-1260 (Arochlor 1260)
PCB-1016 (Arochlor 1016)
Toxaphene
Antimony
Arsenic
Asbestos
Beryllium
Cadmium
Chromium
Copper
Cyanide, Total
Lead
Mercury
Nickel Selenium
Silver
Thallium
Zinc
2,3,7,8-TCDD
371
E-1 Adopted: February 8, 2018
Amended: May 12, 2022
Attachment E
MONITORING AND REPORTING PROGRAM NO. CI-9259
FOR

CITY OF SANTA PAULA
(SANTA PAULA WATER RECYCLING FACILITY)
(File No. 06-189)
This Monitoring and Reporting Program (MRP) No. CI-9259 is issued pursuant to California Water Code section 13267, which authorizes the Regional Water Quality Control Board, Los Angeles Region (Regional Board) to require the City of Santa Paula (City), who discharges tertiary-treated wastewater generated from the Santa Paula Water Recycling Facility (SPWRF) to groundwater via three percolation ponds, to furnish technical or monitoring reports.

The reports required herein are necessary to:
· Determine compliance with Waste Discharge Requirements (WDRs) Order No. R4- 2018-0022 and assure protection of the waters of the state and their beneficial uses. · Assess treatment plant performance, identify operational problems, and improve plant performance.
· Assess effectiveness of the City’s Pretreatment Program. · Provide information on wastewater characteristics and flows for use in interpreting water quality and biological data.
· Determine total maximum daily load (TMDL) effectiveness.

The evidence that supports the need for the reports is set forth in the WDRs and the Regional Board record.

I. SUBMITTAL OF REPORTS
A. The City shall comply with the Electronic Submittal of Information (ESI) requirements by submitting all reports required under this MRP, including electronic data format (EDF) groundwater and surface water monitoring data, injection location data, and monitoring reports. These reports shall be received by the Regional Board via the State Water Resources Control Board’s (State Water Board) GeoTracker database under Global ID WDR100000849 on the dates indicated as follows:

1. Quarterly Monitoring Reports shall be received by the Regional Board by the 30th day of the month following the end of each quarterly monitoring period according to Table 1 below. The first Quarterly Monitoring Report 372
City of Santa Paula Monitoring and Reporting Program No. CI-9259 Santa Paula Water Recycling Facility File No. 06-189
E-2
under this program must be received by the Regional Board by April 30, 2018.

Table 1. Reporting Period and Due
Reporting Period Report Due
January – March April 30
April – June July 30
July – September October 30
October - December January 30

2. Annual Summary Report shall be received by the Regional Board by March 1 of each year. The first Annual Summary Report under this program must be received by the Regional Board no later than March 1, 2018.

B. If there is no discharge during any reporting period, the report shall still be submitted and so state.

C. Data collected from monitoring wells shall be included in the quarterly monitoring reports and annual summary report. The data shall include the well specifications, ordinances, well heads elevation to mean sea level (MSL) and the method to develop the well. The California Department of Water Resources sets standards for the construction of groundwater wells, as described in California Well Standards Bulletin 74-90 (June 1991) and Water Well Standards: State of California Bulletin 74-81 (December 1981). These well standards, and any more stringent standards adopted by the state or county pursuant to Water Code section 13801, apply to all monitoring wells used to monitor the impacts of wastewater storage or disposal governed by waste discharge or monitoring and reporting requirements.

D. In accordance with California Business and Profession Code sections 6735, 7835, and 7835.1, engineering and geologic evaluations and judgments shall be performed by or under the direction of registered professionals competent and proficient in the fields pertinent to the required activities. All reports submitted to the Regional Board pursuant to waste discharge or monitoring and reporting requirements that contain work plans for investigations and studies, that describe the conduct of investigations and studies, or that contain technical conclusions and recommendations concerning engineering and geology shall be prepared by or under the direction of appropriately qualified professional(s), such a licensed engineer or a certified hydrogeologist in the State of California, even if not explicitly stated. Each report must submitted by the Discharger shall bear the professional’s signature and stamp.

Santa Paula City CouncilJune 17, 2026

Santa Paula City Council
June 17, 2026