Sewer Master Plan Report — Visalia City Council, November 3, 2025 (part 1 of 2)

City of Visalia

SANITARY SEWER SYSTEM

MASTER PLAN
FINAL | June 2025

City of Visalia

SANITARY SEWER SYSTEM MASTER PLAN
FINAL | June 2025

CONTENTS | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | i
pw://Carollo/Documents/Client/CA/Visalia/11246A00/Deliverables/Sewer Master Plan/ChES.docx Contents
Executive Summary
ES.1 Objectives ES-1
ES.2 Scope and Authorization ES-1
ES.3 Study Area ES-1
ES.4 Projected Sanitary Sewer Service Area Population ES-2 ES.5 Existing Sanitary Sewer Collection System ES-7
ES.6 Sanitary Sewer Flows ES-7
ES.7 Sanitary Sewer Hydraulic Model Development ES-11
ES.8 Sanitary Sewer System Improvements ES-11
ES.8.1 Available Capacity in the Existing System ES-11
ES.8.2 Collection System Expansion to Serve Future Growth ES-13 ES.8.3 City of Visalia’s Ongoing Sanitary Sewer Related Projects ES-18 ES.8.4 Additional Recommendations ES-19
ES.8.5 Project Prioritization ES-21
ES.8.6 Capital Improvement Project Implementation ES-27 ES.8.7 Existing Versus Future User Cost Share ES-27
Chapter 1 - Introduction

1.1 City Location 1-1

1.2 Previous Master Plan 1-1

1.3 Objectives 1-5

1.4 Scope and Authorization 1-5

1.5 Report Organization 1-5

1.6 Acknowledgments 1-6

1.7 Reference Material 1-6
Chapter 2 - Study Area Description

2.1 Study Area 2-1

2.2 Climate and Topography 2-2

2.3 Land Use 2-5

2.3.1 Future Land Use 2-9
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CONTENTS ii | JUNE 2025 | FINAL

2.3.2 Historical and Existing Sanitary Sewer Service Area Population 2-15

2.3.3 Projected Sanitary Sewer Service Area Population 2-15 Chapter 3 - Existing Sanitary Sewer Collection System

3.1 Existing Sanitary Sewer Collection System 3-1

3.1.1 Sewer Basins 3-1

3.1.2 Septic Users 3-3

3.1.3 Pipeline Distribution by Diameter 3-4

3.1.4 Lift Stations 3-10

3.2 Existing Water Conservation Plant 3-11
Chapter 4 - Sanitary Sewer Flows

4.1 Sanitary Sewer Flow Components 4-1

4.2 Flow Monitoring Data 4-2

4.2.1 Flow Monitoring Program 4-2

4.2.2 Flow Monitoring Sites and Tributary Areas 4-2

4.2.3 Flowmeter Installation and Flow Calculation 4-3

4.2.4 Flow Monitoring Results (V&A Consulting Engineers) 4-8

4.2.5 Flow Monitoring Capacity Analysis (V&A Consulting Engineers) 4-11

4.2.6 Inflow and Infiltration Analysis (V&A Consulting Engineers) 4-12

4.3 Historic and Design Flows 4-12

4.3.1 Historic Sanitary Sewer Flow 4-12

4.3.2 Per Capita Sanitary Sewer Generation 4-13

4.3.3 Equivalent Dwelling Units 4-13

4.3.4 Goshen Base Flows 4-13

4.3.5 Wastewater Unit Flow Factors 4-14

4.3.6 Existing Base Flow 4-15

4.3.7 Future Base Flow 4-16

4.3.8 Existing and Projected Design Flows 4-18
Chapter 5 - Collection System Hydraulic Model Development and Calibrations Sanitary Sewer Collection System Hydraulic Model Update 5-1

5.1.1 Hydraulic Modeling Software 5-1

5.1.2 Data Collection and Validation 5-1
CONTENTS | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | iii

5.1.3 Skeletonizing 5-2

5.1.4 Elements of the Hydraulic Model 5-2

5.1.5 Hydraulic Model Conversion, Update, and Review 5-5 Sanitary Sewer Load Allocation 5-5
Hydraulic Model Calibration 5-6

5.3.1 Wastewater Calibration Standards 5-6

5.3.2 Dry Weather Flow Calibration 5-7

5.3.3 Wet Weather Flow Calibration 5-14

5.3.4 Collection System Hydraulic Model Calibration Summary 5-16 Chapter 6 - System Evaluation and Proposed Improvements

6.1 Gravity Sewer Criteria 6-1

6.1.1 Manning’s Coefficient (n) 6-1

6.1.2 Peak Flow Depth Criteria 6-1

6.1.3 Design Velocities and Minimum Slopes 6-2

6.1.4 Changes in Pipe Size 6-3

6.1.5 Lift Stations and Force Mains 6-3

6.2 Sanitary Sewer Collection System Capacity Evaluation 6-3

6.2.1 Gravity Collection System Evaluation 6-4

6.2.2 Lift Station and Force Main Evaluation 6-5

6.3 Available Capacity in the Existing System 6-9

6.4 Recommended Improvements 6-9

6.4.1 Existing Versus Future Improvements 6-9

6.4.2 Existing Capacity Improvements 6-9

6.4.3 Future Capacity Improvements 6-10

6.4.4 Collection System Expansion to Serve Future Growth 6-11

6.4.5 City’s Ongoing Sanitary Sewer Related Projects 6-15

6.4.6 Additional Recommendations 6-17

6.5 Project Prioritization 6-18
Chapter 7 - Capital Improvement Plan

7.1 Project Prioritization 7-1

7.2 Capital Improvement Project Costs 7-1

7.3 Cost Estimating Accuracy 7-1
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CONTENTS iv | JUNE 2025 | FINAL

7.4 Construction Unit Costs 7-2

7.4.1 Pipeline Unit Costs 7-2

7.4.2 Lift Station Unit Cost 7-3

7.4.3 Baseline Construction Cost 7-3

7.4.4 Estimated Construction Cost 7-3

7.4.5 Capital Improvement Cost 7-3

7.5 Capital Improvement Project Implementation 7-4

7.5.1 Existing Versus Future User Cost Share 7-11

7.6 Summary 7-13
Appendices
Appendix A LAND USE CLASIFICATION
Appendix B SEWER FLOW MONITORING AND INFLOW/INFILTRATION STUDY Appendix C WASTEWATER FLOW PROJECTIONS
Appendix D DRY WEATHER FLOW CALIBRATION SHEETS
Appendix E WET WEATHER FLOW CALIBRATION SHEETS
Appendix F DETAILED CIP SHEETS
Tables
Table ES.1 Historic and ES-2
Table ES.2 Design Flows ES-11
Table ES.3 Sanitary Sewer CIP Cost by Reimbursement Category ES-29 Table ES.4 Sanitary Sewer Collection System CIP Summary ES-29 Table 2.1 Study Area Climate 2-2
Table 2.2 General Plan Land Use 2-5
Table 2.3 Planned Development Summary 2-9
Table 2.4 Historic and Existing Population 2-15
Table 2.5 Historic and Existing Population 2-16
Table 3.1 Pipeline Diameter Overview 3-9
Table 3.2 Lift Station Information 3-11
Table 4.1 Flow Monitoring Locations 4-2
Table 4.2 Dry Weather Flow Summary 4-8
CONTENTS | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | v
Table 4.3 Summary of Rainfall Data (V&A) 4-10
Table 4.4 Capacity Analysis Summary (V&A) 4-11
Table 4.5 Historical WRF Flows 4-12
Table 4.6 Per Capita Generation 4-13
Table 4.7 Average Flow Generation Per Unit 4-13
Table 4.8 Wastewater Flow Factors by Land Use Category 4-15 Table 4.9 Known Development Flow Projections 4-16
Table 4.10 System Flows 4-19
Table 5.1 Dry Weather Flow Calibration Summary 5-11
Table 6.1 Sanitary Sewer Collection System Peak Flow Depth Criteria 6-2 Table 6.2 Minimum Slope for New Pipes 6-2
Table 6.3 Lift Station Capacity Analysis 6-5
Table 6.4 Lift Station Capacity 6-6
Table 6.5 Wastewater Collection System Capital Improvement Plan Phasing 6-25 Table 7.1 Sewer Pipeline Unit Costs 7-2
Table 7.2 Wastewater Collection System Capital Improvement Plan Summary 7-7 Table 7.3 Sanitary Sewer CIP Cost by Reimbursement Category 7-12 Table 7.4 Sanitary Sewer CIP Cost by Project Type and Reimbursement Category 7-12 Table 7.5 Sanitary Sewer Collection System CIP Summary 7-14 Figures
Figure ES.1 Study Area ES-3
Figure ES.2 General Plan Land Use ES-5
Figure ES.3 Historic and Projected Population Growth ES-7 Figure ES.4 Existing Sanitary Sewer Collection System ES-9 Figure ES.5 Capacity Improvements ES-23
Figure ES.6 Project Phasing ES-25
Figure ES.7 Sanitary Sewer Collection System CIP by Project Type ES-30 Figure 1.1 Regional Location Map 1-3
Figure 2.1 Study Area 2-3
Figure 2.2 General Plan Land Use 2-7
Figure 2.3 Known Developments 2-13
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CONTENTS vi | JUNE 2025 | FINAL
Figure 2.4 Historic and Projected Population Growth 2-16 Figure 3.1 Existing Sanitary Sewer Collection System 3-5 Figure 3.2 Septic Users 3-7
Figure 3.3 Pipelines by Diameter 3-10
Figure 3.4 City Wastewater Treatment Facility Process Flow Diagram (Source: CRWQCB) 3-12
Figure 4.1 Temporary Flow Monitoring Locations 4-5
Figure 4.2 Flow Monitoring Schematic 4-7
Figure 4.3 Typical Dry Weather Flow Variation (Meter FM-09) 4-9 Figure 4.4 Example Wet Weather Flow Response (FM-11) 4-11 Figure 5.1 Modeled Collection System 5-3
Figure 5.2 Example Weekday and Weekend ADWF Diurnal Patterns (Site FM-09) 5-8 Figure 5.3 Example of Dry Weather Calibration (FM-09) 5-13 Figure 5.4 Example RDII Unit Hydrograph 5-15
Figure 5.5 Example WWF Calibration Sheet (Site FM-06) 5-17 Figure 6.1 Sample Illustration of Backwater Effects in a Sewer 6-5 Figure 6.2 Capacity Deficiencies 6-7
Figure 6.3 Capacity Improvements 6-21
Figure 6.4 Project Phasing 6-23
Figure 7.1 Sanitary Sewer Collection System CIP by Project Type 7-15 ABBREVIATIONS | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | vii
Abbreviations
A Agricultural
AAF average annual flow
AB Assembly Bill
ADWF average dry weather flow
BRP Business Research Park
BWF base wastewater flow
C Conservation
Carollo Carollo Engineers
CDP Census Designated Place
CIP capital improvement plan
City City of Visalia
CMU Commercial Mixed Use
CN Commercial Neighborhood
CR Commercial Regional
CS Commercial Service
d/D flow depth to pipe diameter ratio
DMU Downtown Mixed Use
DWF dry weather flow
EDU equivalent dwelling unit
ENR Engineering News-Record
EPA Environmental Protection Agency
F Fahrenheit
ft/s feet per second
GIS geographic information system
Goshen CPU Goshen Community Plan 2018 Update
gpcd gallons per capita per day
gpd gallons per day
gpd/ac gallons per day per acre
gpm gallons per minute
gpud gallons per unit per day
GWI groundwater infiltration
I Industrial
I/I infiltration/inflow
IL Light Industrial
Master Plan Sanitary Sewer Master Plan Update
MDDWF maximum day dry weather flow
mgd million gallons per day
NA not applicable
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | ABBREVIATIONS viii | JUNE 2025 | FINAL
O Office
PDWF peak dry weather flow
PI Public/Institutional
PR Parks/Recreation
PWWF peak wet weather flow
R Reserve
RDII rain-derived infiltration and inflow
RHD Residential High Density
RLD Residential Low Density
RMD Residential Medium Density
RVLD Residential Very Low Density
SOI sphere of influence
SSO sanitary sewer overflow
SWMM Storm Water Management Model
UGB Urban Growth Boundary
V&A V&A Consulting Engineers
WaPUG Wastewater Planning Users Group
WRF water reclamation facility
WWF wet weather flow
WWFF wastewater flow factors
EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-1

EXECUTIVE SUMMARY
This Executive Summary presents a brief background of the City of Visalia (City) sanitary sewer collection system. It describes the need for this Sanitary Sewer Master Plan Update (Master Plan), proposed improvements to mitigate system deficiencies, and improvements to serve future growth. A summary of capital improvement project costs is also included.

ES.1 Objectives
The purpose of this Master Plan is to provide an updated planning document for the City’s wastewater collection system. Overall, the Master Plan will assist the City in their approach to optimize their collection system infrastructure. The objectives include:
• Update the City’s existing hydraulic model.
• Determine existing and future wastewater flows.
• Define planning and evaluation criteria for the City’s wastewater collection system. • Perform capacity analyses and identify deficiencies in the collection system under existing and future conditions.
• Identify preliminary infrastructure to serve future growth. • Prepare a capital improvement plan (CIP) for the collection system.

ES.2 Scope and Authorization
In September 2018, the City approved a professional service agreement with Carollo Engineers (Carollo) to prepare an update to the Master Plan. The professional services agreement included the following main tasks:
• Task 1 – Review of Existing Data and Collection of New Data (RFP Section A). • Task 2 – Model Development (RFP Section B).
• Task 3 – Development of Master Plan Update (RFP Main Goal Sections C and D). • Task 4 – Nexus Study (RFP Section E).
• Task 5 – Stakeholder Involvement Program (RFP Section F). • Task 6 – Project Management.

Carollo performed a Nexus Study to update the sanitary sewer impact fees for new development in compliance with Assembly Bill (AB) 1600 and other California legal requirements. This document is a standalone report and is not included in the Master Plan.

ES.3 Study Area
In accordance with the City’s 2014 General Plan, the main study area consists of the Tier 3 Urban Growth Boundary (UGB) plus the Community of Goshen Urban Development Boundary.

The area beyond Tier 3 UGB was analyzed as part of this Master Plan. Outside of Tier 3 UGB, farmland is the most prominent land use within the City’s Planning Area. The future land use between Tier 3 and the Planning Area will need a broader analysis to determine future use of CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-2 | JUNE 2025 | FINAL
this area. Depending on future land use of the Planning Area, sizing and sanitary sewer alignments may be impacted.

The City’s current General Plan assumes that through the year 2030, the annual average growth rate will be 2.6 percent, resulting in a Tier 3 UGB buildout population of 210,000.

The City’s study area consists of multiple boundaries that are shown on Figure ES.1 and Figure ES.2. Area for the boundaries is based on geographic information system (GIS) data provided by the City and are described below:
• City Limits: The City limits encompass roughly 24,000 acres (37.74 square miles).

Figure ES.1 shows the City limits. The City has septic users within county islands and within City limits.
• Service Area: Sewer services are provided to residential, commercial, and industrial customers within the City limits and nearby Goshen, which is northwest of the City. • UGB: The General Plan defines this area as an administrative boundary which urban development is not allowed beyond during the time period for which it is effective.

The total area consists of approximately 32,000 acres (49 square miles) and could support a target future population of 210,000. Figure ES.1 illustrates the UGB. • Sphere of Influence (SOI): The SOI is a planning boundary outside of an agency's legal boundary (such as the city limit line) that designates the agency's probable future boundary and service area.
• Planning Area: The Planning Area encompasses the UGB, SOI, and provides an open space buffer around the City. The area beyond the UGB is mainly comprised of agricultural land use. Long-term planning for this area is not considered in the General Plan. However, the previous master plan considered portions of the planning area (generally north of UGB) as potentially developable. For the purposes of this Master Plan the Planning Area will be considered, and preliminary infrastructure will be recommended. This Master Plan will continue the preliminary analysis of the Planning Area. Figure ES.2 shows the Planning Area, as well as the areas considered developable for the purposes of this Master Plan.

ES.4 Projected Sanitary Sewer Service Area Population
This Master Plan assumes a growth rate of 2.6 percent per year for the City (based on input from City staff) and 1.3 percent for Goshen (per Goshen Community Plan 2018 Update [Goshen CPU]), under the assumption that the service area population will match the City-wide growth rate. Figure ES.3 shows the projected water service area population according to a growth rate of 2.6 percent. The projected population growth is summarized in Table ES.1.

Table ES.1 Historic and
Year Visalia
Population
Goshen
Population Total Population Visalia Growth (%)
2020 141,276 3,420 144,697 -
2025 160,622 3,649 164,271 2.6
2030 182,617 3,892 186,510 2.6
2035 207,625 4,152 211,776 2.6
2040 236,056 4,429 240,485 2.6
Demaree St
N Plaza Dr/Road 80
Ben Maddox Way/Rd 132
Shirk St/ Rd 92
Akers St/Rd 100
Lovers Ln
Mooney Blvd
Riggin Ave
Road 68
Dinuba Blvd/Rd 124
Rd 148
Goshen Ave/Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Goshen Ave
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Study_Area.mxd CHAPTER ES | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
Sphere of Influence
City of Goshen
Urban Growth Boundary
Parcels
St Johns River
City Limits
Not Identified for Development
Planning Area
Figure ES.1 Study Area
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CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-4 | JUNE 2025 | FINAL
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Demaree St
Plaza Dr/Road 80
Ben Maddox Way/Rd 132
Shirk St/ Rd 92
Akers St/Rd 100
Lovers Ln
Mooney Blvd
Riggin Ave
Road 68
Dinuba Blvd/Rd 124
Rd 148
Goshen Ave/ Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
American Ave/Rd 76
Kelsey St
St Johns River
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\General Plan Land Use.mxd CHAPTER ES | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Figure ES.2 General Plan Land Use
¬«99
¬«198
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Legend
Sphere of Influence
City Limits
St Johns River
Streets
Land Use Description
Residential Very Low Density
Residential Low Density
Residential Medium Density
Residential High Density
Office/ Business Research Park
Commercial/Reserve
Commercial
Mixed Use
Parks/Recreation
Agricultural
Conservation/Reserve
Light Industrial
Industrial
Goshen
Public/Institutional
¬«198
¬«99
¬«63
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-6 | JUNE 2025 | FINAL
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EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-7
Figure ES.3 Historic and Projected Population Growth
ES.5 Existing Sanitary Sewer Collection System
The existing wastewater collection system consists of approximately 493 miles of gravity sanitary sewer pipelines. Pipelines range in diameter from 4 inches to 48 inches. The City operates 13 wastewater lift stations and associated force mains. Wastewater discharge from residential, commercial, industrial, and other users are conveyed to the City’s Water Reclamation Facility (WRF). In addition, Goshen, a Census Designated Place (CDP) located northwest of the City, conveys wastewater flows to the WRF via a lift station and 24-inch pipeline. Figure ES.4 presents the City’s existing wastewater collection system.

A small portion of wastewater generated in the service area is disposed of through private septic systems. These septic systems are located in county islands and within City Limits.

ES.6 Sanitary Sewer Flows
Peak wet weather flow (PWWF) typically defines the peak flow within a sanitary sewer collection system. However, wet weather data and hydraulic model calibration show peak flow during the dry months was greater. Therefore, peak dry weather flow (PDWF) represents peak flow with the collection system.

The design maximum day dry weather flow (MDDWF) was established by reviewing the historic data and a flow rate of 13.0 million gallons per day (mgd) was selected. The hydraulic model was updated to reflect the MDDWF. Projected MDDWF was determined by applying a peaking factor to the future average flow. Within the model, 24-hour diurnal patterns were applied to the MDDWF and the PDWF was established. The diurnal patterns were developed from the flow monitoring data and reflect real-time flow patterns. 0 50,000
100,000
150,000
200,000
250,000
300,000
2000 2005 2010 2015 2020 2025 2030 2035 2040
Population
Year
Historic Visalia and Goshen
Projected Population (2.6% Visalia, 1.3%
Goshen)
Projected Buildout of UGB
210,000
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-8 | JUNE 2025 | FINAL
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WWTP
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Plaza Dr/Road 80
Shirk St/Rd 92
Akers St/Rd 100
Demaree St
Mooney Blvd
Dinuba Blvd/Rd 124
Ben Maddox Way/Rd 132
Lovers Ln
Road 144
Riggin Ave
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Kelsey St
Rd 68
Goshen Ave
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Existing Collection System.mxd CHAPTER ES | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
Sewer Lift Stations
")
= Existing Lift Station
")
= Abandoned Lift Station
WWTP Treatment Facility
St Johns River
City of Goshen
Sewer Main by Diameter
12" and Smaller
14" - 18"
20" - 27"
30" - 36"
> 42"
Parcels
Sewer Drainage Basins
1 2
3 4
5 6
7 8
9 10
Figure ES.4 Existing Sanitary Sewer Collection System
¬«99
¬«198
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-10 | JUNE 2025 | FINAL
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EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-11
Table ES.2 presents a summary of existing and projected flows for average annual flow (AAF), MDDWF, and PDWF. As shown, the existing PDWF is estimated at 17.4 mgd and is projected to increase to 30.0 mgd at buildout of the UGB. Ultimate buildout is estimated to increase flows by 9.3 mgd
Table ES.2 Design Flows
Flow Condition AAF
(mgd)
MDDWF
Peaking Factor
MDDWF
(mgd)
PDWF
(mgd)
Existing 10.5 1.24 13.0 17.4
UGB Buildout 18.5 1.24 22.9 30.0
SOI 19.4 1.24 24.1 32.3
Ultimate Buildout 28.7 1.24 35.6 47.8
ES.7 Sanitary Sewer Hydraulic Model Development
The City’s previous hydraulic model was developed by Carollo using H2OMAP Sewer, by Innovyze. The H2OMAP Sewer modeling platform was retired in 2017.

InfoSWMM®, developed by Innovyze, was selected as the new software platform for the City’s updated hydraulic model. The hydraulic modeling engine for InfoSWMM® uses the Environmental Protection Agency’s (EPA) Storm Water Management Model (SWMM), which is widely used throughout the world for planning, analysis, and design related to stormwater runoff, combined sewers, sanitary sewers, and other drainage systems. InfoSWMM® routes flow through the model using the Dynamic Wave method, which solves the complete Saint Venant, one dimensional equations of fluid flow.

The existing collection system was mainly transferred from the previous model and updated with available drawings, as-builts, and GIS data. For the City’s hydraulic model, pipelines 10 inches in diameter or larger were included as well as some smaller diameter pipelines for connectivity. Otherwise, pipelines 8 inches or smaller were excluded.

ES.8 Sanitary Sewer System Improvements
ES.8.1 Available Capacity in the Existing System
This section summarizes the capacity analysis performed for the City’s collection system and provides recommendations to mitigate deficiencies. To calculate the timing of these improvements it’s necessary to determine the available capacity in the collection system. The equivalent dwelling units (EDUs) provide capacity in terms of remaining dwelling units that can be served before capacity expansion is required.

For the City, 150 gallons per unit per day (gpud) was used to estimate sewage flows from a single-family detached residential home. To calculate the available capacity in terms of EDUs, the difference between the maximum capacity (based on size, slope, and maximum flow depth to pipe diameter ratio [d/D]), and the existing design flow was calculated and reduced to average flows. The average flow was then divided by 150 gpud to quantify remaining EDUs.

This method only applies to existing infrastructure.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-12 | JUNE 2025 | FINAL
ES.8.1.1 Existing System
One existing system deficiency was identified. This deficiency (located on West Goshen Avenue and North Ranch Street) has been observed by City maintenance staff, and is associated with the peak discharge rates from an upstream industrial customer. To mitigate this deficiency, the following is recommended:
• North Ranch Street/Visalia Country Club (Project WWGM-0A): This project will replace approximately 3,400 feet of 18-inch diameter pipeline in North Ranch Street and through the Visalia Country Club with a new 24-inch sewer, extending from West Mineral King Avenue to West Goshen Avenue.
• West Goshen Avenue (Project WWGM-0B): This project will replace approximately 3,200 feet of 12-inch diameter pipeline in West Goshen Avenue with an 18-inch sewer, extending from the Visalia Country Club to approximately 400 feet east of North Leslie Street.

ES.8.1.2 Urban Growth Boundary Buildout
Following the completion of the future capacity analysis under buildout of the UGB, no additional capacity deficiencies were identified.

ES.8.1.3 Sphere of Influence Buildout
Following the completion of the future capacity analysis under buildout of the SOI, no additional capacity deficiencies were identified.

ES.8.1.4 Ultimate Buildout
The proposed improvements to address ultimate buildout deficiencies are shown on Figure ES.5 and are summarized below. These projects are preliminary and recommended to serve buildout of the Planning Area.
• North American Street (Project WWGM-1): The pipeline currently has more than half its capacity remaining. With construction of the Shirk Avenue Trunk, flows would be split between the two trunks and extend the pipeline’s ability to convey future flows.

Existing average flows within the trunk are estimated at approximately 2.95 mgd. It’s estimated that the pipeline has capacity for an additional average flow of 3.6 mgd.

This equates to approximately 10,000 additional EDUs and buildout of the industrial park. Given the project’s location, most of the remaining capacity would be taken by industrial users and the available residential EDUs would be significantly reduced.

This project will replace approximately 7,500 feet of 36-inch diameter pipeline in American Street, extending from Ferguson Avenue to Camp Drive. Under ultimate peak flow conditions, the 36-inch pipeline surcharges and exceeds the maximum d/D criteria. To mitigate the capacity deficiency, it is recommended that the existing pipeline be replaced with a 42-inch diameter pipeline.
• Frontage Road (Project WWGM-2): The pipeline currently has more than half its capacity remaining. With construction of the Shirk Avenue Trunk, flows would be split between the two trunks and extend the pipelines ability to convey future flows.

Existing average flows within the trunk are estimated at approximately 3.29 mgd. It’s EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-13
estimated that the pipeline has capacity for an additional average flow of 3.9 mgd.

This equates to approximately 9,900 additional EDUs and buildout of industrial park.

Given the project’s location, most of the remaining capacity would be taken by industrial users.

This project will replace approximately 6,200 feet of 36-inch diameter pipeline along an unimproved area and in Frontage Road. The existing pipeline parallels Highway 99 and is west of the airport. The project extends from downstream of the Airport Lift Station to Walnut Avenue. Under ultimate peak flow conditions, the 36-inch pipeline surcharges and exceeds the maximum d/D criteria. To mitigate the capacity deficiency, it is recommended that the existing pipeline be replaced with a 42-inch diameter pipeline.
• Walnut Trunk Bypass (Project WWGM-3): The existing 42-inch pipeline crossing Highway 99 has capacity to serve approximately 12,000 additional EDUs.

This project includes the installation of a 24-inch diameter pipeline extending from the Walnut Lovers Lane Trunk to the Walnut Outfall Trunk. The overflow is recommended to alleviate surcharging within the 42-inch pipeline crossing Highway 99 and minimize the backwater effect occurring upstream. This project would eliminate capacity improvement projects extending under Highway 99. The Walnut Outfall Trunk has capacity to allow for overflow from the parallel trunk.

An alternative location to this project is located at the intersection of Walnut and Akers which would allow the City to divert flows upstream. • Airport Lift Station (Project WWLS-1): The existing lift station has capacity to serve approximately 1,700 additional EDUs and buildout of industrial park.

Modeling results project the firm capacity of this lift station is not adequate to convey peak ultimate buildout flows. The City’s Airport Lift Station will need to be replaced in the future to accommodate growth in the planning area. This lift station provides service to Sewer Drainage Basin 7, which includes Industrial Park. In addition, the CDP Goshen discharges upstream of the lift station. This project is considered long term and would be required after buildout of the UGB. It is recommended to increase the firm capacity to 17.0 mgd.
• Airport Lift Station Force Main (Project WWFM-1): The Airport Lift Station’s 20-inch diameter force main exceeds velocity criteria under ultimate buildout conditions. It is recommended to parallel the 20-inch diameter pipeline with an additional 21-inch pipeline.

ES.8.2 Collection System Expansion to Serve Future Growth The following recommendations are preliminary sewer trunk alignments and lift stations that will serve future growth. The location of the new trunks and lift stations are conceptual and should be refined as more data becomes available.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-14 | JUNE 2025 | FINAL
ES.8.2.1 Ultimate Growth Boundary Tier 1
• American Street Trunk Extension (Project WWGM-6): This project consists of 5,200 feet of 30-inch diameter pipeline in American Street. The project extends from Avenue 320 to Riggin Avenue. The pipeline is sized to convey projected flows from ultimate buildout of UGB and Planning Area.

ES.8.2.2 Ultimate Growth Boundary Tier 2
• North Shirk Trunk Extension (Project WWGM-7): This project will extend the Shirk Trunk to the northern UGB Tier 2 boundary. The project is recommended under buildout of the UGB Tier 2 and consists of 2,600 feet of 42-inch diameter pipeline in Shirk Street. The pipeline is sized to convey projected flows from ultimate buildout. • South Lovers Lane Main (Project WWGM-8): This project consists of 2,500 feet of 12-inch diameter pipeline in Avenue 280 and 2,500 feet of 12-inch pipeline in Lovers Lane. The project would extend the Caldwell Trunk east and require crossing a ditch. A preliminary analysis shows the pipeline has depth to cross the waterway and maintain spacing.

ES.8.2.3 Ultimate Growth Boundary Tier 3
• Visalia Parkway Trunk Extension (Project WWGM-9): This project consists of 5,300 feet of 24-inch diameter pipeline in Visalia Parkway. The project extends from Road 148 to Lovers Lane. The pipeline is sized to convey projected flows from ultimate buildout. • North Shirk Trunk Extension (Project WWGM-10): This project will extend the Shirk Trunk North to Avenue 320. The project is recommended under buildout of the UGB Tier 3 and consists of 2,700 feet of 42-inch diameter pipeline in Shirk Street. The pipeline is sized to convey projected flows from ultimate buildout. • Avenue 320 Trunk: This project will construct a new trunk in Avenue 320 and serve future growth within the UGB. The pipelines are sized to convey projected flows from ultimate buildout.
(Project WWGM-11A): This project consists of 10,500 feet of 30-inch diameter pipeline in Avenue 320. The project extends from North Demaree Street (Road 108) to Shirk Street.
(Project WWGM-11B): This project consists of 5,200 feet of 27-inch diameter in 320 Avenue. The project extends west of the St. Johns River to North Demaree Street (Road 108).
• North Akers Main (Project WWGM-12): This project consists of 4,600 feet of 12-inch diameter pipeline in Akers Street. The project extends south of Avenue 328 to Avenue 320.
• Houston-Ivanhoe Main: The project is recommended to serve growth in Tier 3 boundaries and growth within the Planning Area:
(Project WWGM-13A): This project consists of 3,600 feet of new 12-inch diameter pipeline in Houston Avenue and Ivanhoe Drive. The project extends from Road 152 to Citrus Court. The pipeline is sized to convey projected flows from buildout of the Planning Area.

EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-15
(Project WWGM-13B): This project will replace approximately 2,300 feet of existing 10-inch diameter pipeline in East Houston Avenue and in the alignment of East Auburn Drive. The project extends from Comstock Road to McAuliff Street. It is recommended that the existing pipeline be replaced with a 12-inch diameter pipeline. The pipeline is sized to convey projected flows from buildout of the Planning Area.

ES.8.2.4 Sphere of Influence Buildout
• South Shirk Main: This project extends from Caldwell Avenue to Walnut Avenue. The project is recommended to serve future growth within the SOI:
(Project WWGM-14A): This project consists of 3,600 feet of new 12-inch diameter pipeline in Shirk Street. The project extends from north from Caldwell Avenue to south of Wagner Avenue.
(Project WWGM-14B): This project consists of 600 feet of new 15-inch diameter pipeline in Shirk Road. The project extends from Wagner Avenue to Walnut Avenue.
• Visalia Parkway Extension (Project WWGM-15A): This project consists of 5,700 feet of new 30-inch diameter pipeline. This segment of the project is located on the west side of Highway 99. The project continues west along Whitendale Avenue and extends north across an unimproved surface owned by the City. The pipeline is sized to convey buildout flows from the surrounding SOI and as a bypass for the Visalia Parkway trunk, with capacity to convey all buildout flow of the Visalia Parkway Trunk basin. • Visalia Parkway Extension (Project WWGM-15B): This project consists of 500 feet of 30-inch diameter pipeline, crosses Highway 99 and Railroad tracks. It is estimated the project will require trenchless technology to cross the highway and railroad. Due to crossing of the Highway and railroad, a steel casing would be required. • Visalia Parkway Extension (Project WWGM-15C): This project consists of 10,300 feet of 30-inch diameter pipeline. The project extends from the existing system at the intersection of Visalia Parkway and Akers Street. The project continues west to Shirk Street, west on Caldwell Avenue, and runs parallel to Highway 99. The project would connect to WWGM-15B.

ES.8.2.5 Ultimate Buildout
• Avenue 320 Trunk Extension: This project will extend the proposed Avenue 320 Trunk east. The project is recommended to serve future growth within the Planning Area.

This project has been carried forward from previous master plans. These projects require crossing the St. Johns River and will need trenchless construction. A lift station may be required to avoid construction of a siphon when crossing the river:
(Project WWGM-16A): Will consist of 5,300 feet of 27-inch diameter pipeline in Avenue 320. The project will extend from Road 124 to the St. Johns River. (Project WWGM-16B): This project will consist of 5,400 feet of 24-inch diameter pipeline in Avenue 320. The project extends from Ben Maddox Way (Road 132) to Dinuba Boulevard.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-16 | JUNE 2025 | FINAL
(Project WWGM-16C): This project will consist of 5,300 feet of 21-inch diameter pipeline in Avenue 320. The project extends from a future extension of Lovers Lane to Ben Maddox Way.
(Project WWGM-16D): This project will consist of 9,300 feet of 15-inch diameter pipeline in Avenue 320. The project extends west from Road 156 to the future extension of Lovers Lane.
(Project WWGM-16E): This project consists of 4,500 feet of 12-inch diameter pipeline in north Shirk Street. The project extends from Avenue 328 to Avenue 320.
(Project WWGM-16F): This project will consist of 4,500 feet of 12-inch diameter pipeline in Road 108 (Demaree Street). The project extends from Avenue 328 to Avenue 320.
(Project WWGM-16G): This project will consist of 5,700 feet of 12-inch diameter pipeline in an unimproved area. The project extends from Avenue 328 to Avenue 320, with a segment parallel to the St Johns River. (Project WWGM-16H): This project will consist of 4,500 feet of 12-inch diameter pipeline in Road 124 (Dinuba Boulevard). The project extends from Avenue 328 to Avenue 320.
(Project WWGM-16I): This project will consist of 4,500 feet of 12-inch diameter pipeline in Ben Maddox Way. The project extends from Avenue 328 to Avenue 320.
(Project WWGM-16J): This project will consist of 4,500 feet of 12-inch diameter pipeline in Lovers Lane (Future Extension), north of the St. Johns River. The project extends from Avenue 328 to Avenue 320.
(Project WWLS-2): This project will consist of a new lift station with a firm capacity of 3.6 mgd. The project is located in Avenue 320, east of the St. Johns River. A preliminary analysis estimates a lift station will be required to cross the St. Johns River. Further analysis is recommended to determine flood zone and best method to cross the river.
(Project WWFM-2): This project consists of 1,900 feet of 14-inch diameter force main crossing the St. Johns River. The project will convey flows for project WWLS2. • Kelsey Street Main (Project WWGM-17): This project consists of 10,000 feet of 12-inch diameter pipeline in Kelsey Street and Avenue 320.
• Highway 99 - West Avenue 320 Trunk: This project will construct a new trunk parallel to Highway 99 and extend to Avenue 320. The project will serve future growth within the northwest Planning Area. This project has been carried forward from previous master plans with adjustments made to the alignment:
(Project WWGM-18A): This project will consist of 8,000 feet of 24-inch diameter pipeline in Avenue 320. The project extends from Highway 99 to American Street. (Project WWGM-18B): This project will consist of 11,000 feet of 18-inch diameter pipeline and runs parallel to Highway 99. The project extends north of Avenue 328 to Avenue 320.

EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-17
(Project WWGM-18C): This project consists of 1,000 feet of 18-inch diameter pipeline and crosses Highway 99 along Avenue 320. It is estimated the project will require a 30-inch steel casing.
(Project WWGM-18D): This project consists of 6,400 feet of 18-inch diameter pipeline in Avenue 320. The project extends from Highway 99 to Road 52. (Project WWGM-18E): This project will consist of 9,800 feet of 21-inch diameter pipeline in American Street. The project extends from Avenue 328 to Avenue 320. (Project WWLS-4): This project will consist of a new lift station with a firm capacity of 6.0 mgd. The project is located at the intersection Avenue 320 and American Street. The lift station will serve the northwest quadrant of the planning area. (Project WWFM-4): This project consists of 100 feet of 21-inch diameter force main in American Street. The project will convey flows for project WWLS-4. • East Riggin Extension Trunk: This project will construct a new trunk, lift station, and force main in the northeastern quadrant of the City and extend the Riggin trunk. This project has been carried forward from previous master plans with adjustments made to the alignment:
(Project WWGM-19A): This project consists of 800 feet of 24-inch diameter pipeline in the Santa Fe Street/trail alignment, west of the St. Johns River and downstream of the proposed lift station WWLS-3. The project connects to the existing system in Riggin Avenue.
(Project WWGM-19B): This project consists of 6,000 feet of 24-inch diameter pipeline in an unimproved area east of St. Johns River. This project is upstream of the proposed lift station WWLS-3.
(Project WWGM-19C): This project consists of 2,600 feet of 21-inch diameter pipeline in an unimproved area. The project extends west from Lovers Lane. (Project WWGM-19D): This project consists of 5,800 feet of 18-inch diameter pipeline in an unimproved area. The project extends from Road 148 to Lovers Lane (future extension).
(Project WWGM-19E): This project consists of 3,400 feet of 15-inch diameter pipeline in Avenue 313. The project extends west of Oak Ranch Drive to Road 148. (Project WWLS-3): This project will consist of a new lift station with a firm capacity of 3.0 mgd. The project is located in an unimproved area, east of the St. Johns River. A preliminary analysis estimates a lift station will be required to cross the St.

Johns River. Further analysis is recommended to determine the surrounding flood zone, and best method to cross the river.
(Project WWFM-3): This project consists of 600 feet of 12-inch diameter force main crossing the St. Johns River. The project will convey flows for project WWLS4. • Road 148 Trunk: This project will construct a new trunk in the southeastern quadrant of the City. This project has been carried forward from previous master plans with adjustments made to the alignment:
(Project WWGM-20A): This project consists of 7,900 feet of 21-inch diameter pipeline in Road 148. The project extends from Walnut Avenue to Visalia Parkway.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-18 | JUNE 2025 | FINAL
(Project WWGM-20B): This project consists of 5,100 feet of 15-inch diameter pipeline in Road 148. The project extends from Mineral King Avenue to Walnut Avenue.
(Project WWGM-20C): This project consists of 4,000 feet of 12-inch diameter pipeline in Caldwell Avenue. The project extends from Road 156 to Road 148. (Project WWGM-20D): This project consists of 5,000 feet of 12-inch diameter pipeline in Walnut Avenue. The project extends from Road 156 to Road 148. (Project WWGM-20E): This project consists of 5400 feet of 15-inch diameter pipeline in Noble Avenue. The project extends from Road 156 to Road 148. (Project WWGM-20F): This project consists of 500 feet of 15-inch diameter pipeline in Road 156 with 30-inch steel casing. The project connects from WWGM20E and extends from Noble Avenue to Avenue 296. The alignment crosses under Highway 198 bridge and is estimated to be open trench. This project will be serving users north of Highway 198.
• Houston-Ivanhoe Main Extension (Project WWGM-21): This project consists of 2,800 feet of 12-inch diameter pipeline in Ivanhoe Drive. The project extends east from Road 152.

ES.8.3 City of Visalia’s Ongoing Sanitary Sewer Related Projects The City’s current five-year CIP has a number of sanitary sewer projects listed. The following projects are related to the sanitary sewer collection system and include pipeline/lift station construction and maintenance.
• Shirk Capacity Enhancement (CP0369): The project includes installation of 8,200 feet of 48-inch diameter pipeline in Shirk Avenue. The project will increase sanitary sewer capacity and accommodate future development. This project is shown in Figure ES.5. • Caldwell Widening (CP8268): This project will extend the 15-inch diameter pipeline in Caldwell across the Lovers Lane intersection and provide a stub to the north. A preliminary analysis shows the pipeline has depth to cross the waterway and maintain spacing.
• Shirk Street and Walnut Avenue (CP0045): The project will extend the sanitary sewer trunk line in Shirk Street approximately 200 feet north. This project is in conjunction with the installation of a traffic signal and will prevent retrenching the street for future expansion of the Shirk Trunk. This project is shown in Figure ES.5. • Sanitary Sewer Developer Reimbursement (CP9318): The annual project reimburses developers for additional costs incurred when constructing sanitary sewer infrastructure.
• Sewer Line Preliminary Engineering (CP9324): The annual project will accommodate preliminary engineering and design work necessary to provide developers and engineers with adequate information to construct master planned sewer lines. • Shirk Street Sanitary Sewer Trunkline (CP0567): The project will install a 48-inch trunk in Shirk Avenue, south of Highway 198. The project will extend from Noble Avenue to Walnut Avenue. The project also includes removal of the Shirk Lift Station and 6-inch force main. This project is shown in Figure ES.5.

EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-19
• Visalia Parkway Trunkline – Santa Fe to Lovers Lane (CPNew): The project will construct a new 30-inch diameter sanitary sewer pipeline between Santa Fe Street and Lovers Lane. This project will extend the existing pipeline in Visalia parkway. This project is shown in Figure ES.5.
• Riggin Widening – Kelsey to Shirk (CPO398): This project consists of 4,000 feet of 15-inch diameter pipeline in Riggin Avenue and extends from east of Kelsey Street to Shirk Road. The project is located in Industrial Park and would serve industrial users.

ES.8.3.1 Maintenance Related Projects
The following projects are in the City’s CIP as maintenance related projects and are included to avoid any duplication of projects from the Master Plan. These projects are not included in the CIP.
• Replace and Relocate Sanitary Sewer Mains (CP9456): The annual program will replace mains that have deteriorated and relocate pipelines as necessary to accommodate development.
• Sanitary Sewer Lift Station Rehabilitation (CP8266): The project will rehabilitate two lift stations with new piping, valves, pump bases, entry hatches, and concrete surface. The Golf Course and Mooney/Ave 272 lift stations have been identified for this project.

This project is shown in Figure ES.5.
• Sanitary Pump Replacement (CP0324): The annual project will provide for replacement of sanitary sewer lift station pumps with greater efficiency. Pumps will be replaced once life expectancy has been exceeded.
• Sewer Lateral Connection/Replacement/Installation (CP9228): The annual project will provide customer requested hookups to the sanitary sewer. • Sanitary Sewer Manhole Repair Citywide (CP0580): The annual project will repair and raise manholes throughout the City sanitary sewer system. The project is budgeted to allow for replacement of one brick and mortar manhole per year.

Capital projects related to the WRF are not included in this Master Plan.

ES.8.4 Additional Recommendations
• Septic Removal by Sewer Extension: These projects provide a preliminary alignment to extend sanitary sewer service to residents currently on septic and located in the City limits or county islands. These projects were identified due to their proximity to existing sewer lines. Residents who connect would pay connection fee to reimburse construction fees. These projects would not be incorporated into development impact fees.

Areas outside of the City limits and located in Tier 1 of the UGB have several septic users; however, septic removal projects in these areas were not identified. These areas are expected to connect as new development/redevelopment extends. Projects located within county islands would not occur until the area was annexed into City limits. These projects are shown on Figure ES.5, with detail maps in Appendix F.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-20 | JUNE 2025 | FINAL
(Project WWO-1): This project consists of 2,600 feet of 8-inch diameter pipeline in Linwood Road, Oakridge Court, and Kent Street. The project extends to the intersection of West Ferguson Avenue. This project is currently a county island. (Project WWO-2A): This project consists of 1,400 feet of 8-inch diameter pipeline in El Cajon Street at the intersection of Goshen Avenue. (Project WWO-2B): This project consists of 2,600 feet of 8-inch diameter pipeline in Mae Carden Street and Pershing Avenue the project extends to the intersection of South Goshen Avenue and Mae Carden Street.
(Project WWO-2C): This project consists of 4,700 feet of 8-inch diameter pipeline.

The project extends from West Steward Avenue to Tommy Street, and west in Pershing Avenue to the intersection of Akers. To maintain a minimum recommended slope, a lift station is required.
(Project WWO-2D): A preliminary analysis shows to maintain a minimum slope upstream a lift station is required. This project would serve existing users transitioning from septic to the collection system. The lift station is recommended to have a firm capacity of 0.031 mgd (21.2 gallons per minute [gpm]). (Project WWO-3A): This project consists of 1,300 feet of 8-inch diameter pipeline in South Peppertree Court. The project extends to the intersection of Caldwell Avenue.
(Project WWO-3B): This project consists of 300 feet of 8-inch diameter pipeline in South Aspen Street.
(Project WWO-4): This project consists of 800 feet of 8-inch diameter pipeline in James Avenue. The project extends to an existing pipeline at the intersection of Divisadero Street.
(Project WWO-5A): This project consists of 1,300 feet of 8-inch diameter pipeline in Tulare Avenue at the intersection Ben Maddox Way.
(Project WWO-5B): This project consists of 500 feet of 8-inch diameter pipeline in an access road located south of Pinkham Road and Tulare Avenue intersection. (Project WWO-6): This project consists of 1,200 feet of 8-inch diameter pipeline in Noble Avenue and would connect to the existing system in McAuliff Street. (Project WWO-7): This project consists of 600 feet of 8-inch diameter pipeline in an access road south of Goshen Avenue and Lovers Lane.
(Project WWO-8A): This project consists of 2,600 feet of 8-inch diameter pipeline in Sol Road. Based on preliminary data, the pipeline would not maintain a minimum recommended slope. Therefore, a lift station is recommended. (Project WWO-8B): A preliminary analysis shows to maintain a minimum slope upstream a lift station is required. This project would serve existing users transitioning from septic to the collection system. The lift station is recommended to have a firm capacity of 0.02 mgd (15.7 gpm) and would provide service to residential very low density.
(Project WWO-9): Connection of this area would likely occur as the surrounding area is developed or redeveloped. Vista Del Sol has begun development on the adjacent lot west of the septic area and would likely be the point of connection. (Project WWO-10): This project consists of 400 feet of 8-inch diameter pipeline in South Dans Street.

EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-21
• Sewer Master Plan Update (WWO-11): It is recommended that the City undergoes a Sewer Master Plan Update every five years to evaluate the wastewater collection system.
• Collection System GIS Update (Project WWO-12): The City may consider updating their GIS data to include pipeline inverts, diameter, material, and installation dates. A pipeline age and material summary can be accomplished with a combination of installation dates and approved dates outlined in drawings. To further expand on probable installation dates, the City may utilize upstream and downstream pipelines with known data to approximate or review nearby utilities such as water lines. Having this data available will assist the City in identifying pipelines approaching their probable useful life. An age-based analysis can be performed to provide a statistical evaluation of decay and potential failure of pipelines based on material. This type of analysis typically uses assumed “useful life” values, which are based on industry literature.

ES.8.5 Project Prioritization
Prioritizing the required capital improvements for the City’s sanitary sewer system is an important part of this study. The improvement projects were prioritized in the following order:
• Upgrade existing facilities to mitigate current capacity deficiencies. • Plans for pipeline and lift station rehabilitation projects. • Upgrade existing facilities and plan for future facilities to accommodate increased wastewater flows associated with buildout of the UGB Tiers. • Upgrade existing facilities and plan for future facilities to convey flows associated with buildout of the SOI area.
• Upgrade existing facilities and plan for future facilities to convey flows associated with buildout of the Planning Area.

Implementation of future projects ultimately depends on growth. Phasing assumptions presented are estimates and changes in growth projections or planning assumptions may change the priority of each improvement. Figure ES.6 shows the project phasing. • Phase 1 Projects (2026 - 2030): Improvements target for Phase 1 include projects to address existing capacity deficiencies and projects identified by the City. These include pipeline capacity improvements, rehabilitation projects, and pump replacements. • Phase 2 Projects(2031 - 2035): Improvements targeted for Phase 2 include projects to address buildout of UGB Tier 1, buildout of Tier 2, and City identified projects. • Phase 3 Projects (2036 - 2040): Improvements targeted for Phase 3 include projects to address buildout of UGB Tier 3.
• Phase 4 Projects (2041 - 2045): Improvements targeted for Phase 4 include projects to address buildout of UGB Tier 3 and buildout of SOI.
• Phase 5 Projects (2046 And Beyond): Improvements targeted for Phase 5 include projects to address buildout of the Planning Area.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-22 | JUNE 2025 | FINAL
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Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City ofVisalia, ESRI
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Last Revised:April 09, 2025 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Capital Improvements.mxd CHAPTER ES | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
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Ongoing Pipeline Project
Capacity Improvement
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Urban Growth Boundary
Parcels
Figure ES.5 Capacity Improvements
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CP 8266
CP0567 CP0369
Inset A
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St R/ d
9 2
A
k
ers
St R/ d/10
0 L
o
v
ers
L
n
M
o
o
n
e
y
Blv
d
Riggin Ave
R
o
a
d
6 8
D
ni u
b
a
Blv
d/12
4 R
d 14
8 Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
K
els
y
St
A
m
eric
a
n
Av
e/R
d
7 6
Goshen Ave
")
=
WWLS-1
WWFM-1, 20''
WWLS-3
WWFM-3 12''
WWLS-2
WWGM-8 12''
WWFM-2 14''
Airport LS
Golf Course LS
Preson &
Hillshade LS
Shirk & 198 LS
Demaree &
Pryor LS
Country Center
& Mary LS
Sunnyside &
Mooney LS
Evergreen &
Cherry LS
Mill Creek &
Main St LS
Borderlinkst LS
St John Parkway
& Moac LS
Comstock &
Houston LS
CP0398
WWGM-18C 18"
WW
G
M-16J 12''
WW
G
M-16I 12''
WW
G
M-16H 12''
WW
G
M-16F 12''
WW
G
M-12 12''
WWO-2D
WWGM-15B 30''
WWLS-4
WW
O-8A
CP8268
")
=
WWO-8B
WWGM-17 12''
WWGM-15C 30''
Cap Rock
WWO-2C
WWO-2B
WW
O-2A
WW
G
M-7 42''
WWGM-16A 24''
WWGM-19A 24''
WWO-5A 8''
WWO-5B 8''
WWO-4A
WW
O-10
WW
O-3A
WW
O-3B
WWO-6 8''
WWO-7 8''
WWO-1 8"
WWGM-13B 12''
WW
G
M-20F 18''
WWGM-0B 18"
W
W
G
M-0A 24"
WW
G
M-1 42''
WWGM-2 42''
WWGM-15C 30''
WWGM-15A 30''
WWGM-19D 18''
WW
G
M-14 12'' & 15''
W
WWGM-20C 12'' W
G
M-8 12''
WWGM-18A 24''
WWGM-20E 15''
WW
G
M-6 30''
WWGM-20D 12''
WW
G
M-17 12''
WW
G
M-19C 18''
WW
G
M-10 42''
WW
G
M-18E 21''
WWGM-21 12''
WWGM-13A 12''
WWGM-19E 15'' WWGM-19B 24''
WWGM-16D 15'' WW
G
M-16E 12''
WW
G
M-20B 15''
WWGM-11B 27''
WW
G
M-20A 21''
WWGM-16C 21''
WWGM-9 24''
WWGM-11A 30'' WWGM-16B 24''
WW
G
M-16G 12''
WWGM-18D 18''
WWGM-18B
18''
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

ES.8.6 Capital Improvement Project Implementation
The proposed capital improvements are prioritized based on their urgency to mitigate existing deficiencies and other factors. The capital improvements were phased into one of the following phases:
• Phase 1 Projects (2026 - 2030): Improvements targeted for Phase 1 include projects to address existing capacity deficiencies and projects identified by the City. These include pipeline capacity improvements, rehabilitation projects, and pump replacements. • Phase 2 Projects (2031 - 2035): Improvements targeted for Phase 2 include projects to address buildout of UGB Tier 1, UGB Tier 2, and City identified projects. • Phase 3 Projects (2036 - 2040): Improvements targeted for Phase 3 include projects to address buildout of UGB Tier 3.
• Phase 4 Projects (2041 -2045): Improvements targeted for Phase 4 include projects to address buildout of UGB Tier 3 and address buildout of the SOI. • Phase 5 Projects (2046 And Beyond): Improvements targeted for Phase 5 include projects to address the Planning Area.

ES.8.7 Existing Versus Future User Cost Share
Improvement costs within this study can be categorized as beneficial to existing users or future users, with some of the costs distributed between both categories. Costs are assigned to existing users if the improvement is related to an existing deficiency. Existing projects also benefit future users, which are assigned a portion of the cost. Projects that solely benefit future users such as new development will be assigned 100 percent of the cost. For Visalia, existing user costs are also referred to as “operational costs” and future user costs are referred to as “development related.” For the purposes of this Master Plan, “existing user costs” and “operational costs” are interchangeable, as are “future user costs” and “development related costs.”
The hydraulic modeling results were used to determine the ratio of existing average flows and future average flows. With the ratio, project costs are divided between existing and future users. For example, the Shirk Capacity Project (CP0369) will convey flows from existing users and flows from future users. Cost was assigned based on the percentage of total flows contributed by existing users and future users. Capacity projects created by future users are assigned to future customers.

Projects assigned to existing users include City related projects for the Shirk capacity enhancement and master plan updates. Shirk capacity projects replace existing infrastructure required to serve existing users and will increase capacity for future users. Future master planning is a benefit to existing and future users.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY ES-28 | JUNE 2025 | FINAL
A summary of existing and future user cost share for the proposed projects by phase is summarized in Table ES.3, while Table ES.4 summarizes user cost by project type.

A summary of the CIP costs is provided in Table ES.4 and Figure ES.5 which shows the distribution of capital costs by project type. As shown in Table ES.4, out of the total $245.3 million in capital projects, $26.8 million is targeted for implementation in Phase 1 (2026-2030), and another $16.3 million is targeted for Phase 2 (2031-2035). Phase 3 projects (2036-2040) account for $26.2 million and Phase 4 (2041-2045) projects account for $23.7 million.

EXECUTIVE SUMMARY | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | ES-29
Table ES.3 Sanitary Sewer CIP Cost by Reimbursement Category Reimbursement Category Phase 1
(2026-2030)
($)
Phase 2
(2031-2035)
($)
Phase 3
(2036-2040)
($)
Phase 4
2041-2045
($)
Phase 5
2046-Beyond
($)
Total
($)
Existing Users $9,054,000 $155,000 $155,000 $155,000 $- $9,519,000 Future Users $17,749,000 $16,147,000 $26,001,000 $23,582,000 $152,315,000 $235,794,000 Total $26,803,000 $16,302,000 $26,156,000 $23,737,000 $152,315,000 $245,313,000 Table ES.4 Sanitary Sewer Collection System CIP Summary Project Type Existing User ($) Future User ($) Total ($) Capacity Improvements
Gravity Mains $6,276,000 $16,083,000 $22,359,000
Lift Stations $- $25,360,000 $25,360,000
Force Mains $- $58,000 $58,000
Subtotal $6,276,000 $41,501,000 $47,777,000
New Service Related Improvements
Gravity Mains $- $139,822,000 $139,822,000
Lift Stations $- $18,796,000 $18,796,000
Force Mains $- $1,218,000 $1,218,000
Subtotal $- $159,836,000 $159,836,000
City Related Projects
Ongoing Projects $2,627,000 $25,227,000 $27,854,000
Other Projects
Sewer Master Plan Update $619,000 $617,000 $1,236,000
Septic Removal by Sewer Extension $- $8,607,000 $8,607,000 Subtotal $619,000 $9,224,000 $9,843,000
Total $9,522,000 $235,788,000 $245,310,000
Notes:
(1) Engineering News-Record (ENR) 20 City Average Construction Cost Index for March 2025 is 13,782. (2) Estimated Construction Cost includes a 30 percent contingency of the baseline construction cost. (3) Total project costs include a 10 percent markup for engineering, a 10 percent markup for construction management and a 7.5 percent markup for project administration of the estimated construction cost.
(4) The total markup is 65.8 percent of the baseline construction cost.

INTRODUCTION
This Master Plan has been prepared by Carollo. This document is intended to help the City develop an integrated approach to prioritizing wastewater infrastructure improvements and upgrades. The Master Plan identifies constraints within the existing system, provides recommendations, and prioritizes improvements thought the development of a CIP.

1.1 City Location
The City is located within the San Joaquin Valley of California approximately 40 miles south of the City of Fresno and 70 miles north of the City of Bakersfield. State Route 198 bisects the City in an east-west direction and State Route 99 runs along the western edge of the City (see Figure 1.1).

Visalia was incorporated in 1874. The City provides wastewater and storm drainage service to its customers within the City limits, as well as some small areas outside of the City limits. California Water Service Company provides potable water to the City. The City is home to approximately 138,000 residents and the City limits encompass 35 square miles.

1.2 Previous Master Plan
The City’s previous sewer system Master Plan was completed in 2005 by Carollo. The objective of the 2005 Master Plan was to review the existing capacity of the sewer collection system and recommend improvements needed to service anticipated future growth. The 2005 Master Plan included the development of a water system hydraulic model, developed in H2OMAP Sewer, and a capital improvement program for the City’s sewer system.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 1 1-2 | JUNE 2025 | FINAL
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Visalia
Lindsay
Woodlake
Farmersville
Exeter
Tulare
Porterville
Last Revised: June 22, 2023 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Regional Location Map.mxd O
04 2
Miles
Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied.Data Sources: City of Visalia, ESRI, Figure 1.1 Regional Location Map
CHAPTER 1 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
Other City LimitsCounty BoundaryVisalia City Limits
¬«99
¬«99
¬«137
¬«137
¬«63
¬«198
¬«190
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 1 1-4 | JUNE 2025 | FINAL
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CHAPTER 1 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 1-5

1.3 Objectives
The purpose of this Master Plan is to provide an updated planning document for the City’s wastewater collection system. Overall, the Master Plan will assist the City in their approach to optimize their collection system infrastructure. The objectives include:
• Update the City’s existing hydraulic model.
• Determine existing and future wastewater flows.
• Define planning and evaluation criteria for the City’s wastewater collection system. • Perform capacity analyses and identify deficiencies in the collection system under existing and future conditions.
• Identify preliminary infrastructure to serve future growth. • Prepare a CIP for the collection system.

1.4 Scope and Authorization
In September 2018, the City approved a professional service agreement with Carollo to prepare an update to the Master Plan. The professional services agreement included the following main tasks:
• Task 1 – Review of Existing Data and Collection of New Data (RFP Section A). • Task 2 – Model Development (RFP Section B).
• Task 3 – Development of Master Plan Update (RFP Main Goal Sections C and D). • Task 4 – Nexus Study (RFP Section E).
• Task 5 – Stakeholder Involvement Program (RFP Section F). • Task 6 – Project Management.

Carollo performed a Nexus Study to update the sanitary sewer impact fees for new development in compliance with AB 1600 and other California legal requirements. This document is a standalone report and is not included in the Master Plan.

1.5 Report Organization
The Master Plan contains seven chapters, followed by appendices that provide supporting documentation for the information presented in the report. The chapters are briefly described below:
• Chapter 1 - Introduction. This chapter presents the need for this Master Plan and the objectives of the study.
• Chapter 2 - Study Area Description. This chapter presents a description of the study area, defines the planning horizon for this study, and summarizes the land use classifications and future development of the study area. • Chapter 3 - Existing Collection System. This chapter provides an overview of the collection system and existing treatment facility.
• Chapter 4 - Wastewater Flows. This chapter summarizes the City's historical and projected wastewater flows. This chapter also defines the typical components of wastewater in a collection system as they pertain to this Master Plan. The flow monitoring data and results from the flow monitoring program are summarized and discussed.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 1 1-6 | JUNE 2025 | FINAL
• Chapter 5 - Wastewater Collection System Hydraulic Model. This chapter describes the update and calibration of the City’s collection system hydraulic model. A detailed summary of the hydraulic model calibration steps, standards, and results for both dry weather flow (DWF) and wet weather flow (WWF) conditions is also provided. • Chapter 6 - Wastewater Collection System evaluation Criteria and System Analysis. This chapter discusses the hydraulic evaluation of the sanitary sewer collection system and the proposed projects that correct capacity deficiencies and serve future users. • Chapter 7 - Capital Improvement Plan. This chapter presents the capital improvement projects, a summary of the capital costs, and a basic assessment of the possible financial impacts on the City. This chapter presents the recommended CIP for the City’s sanitary sewer collection system and a summary of the capital costs.

1.6 Acknowledgments
Carollo would like to thank the following City staff for their assistance and oversight of this project:
• Christopher Crawford, P.E.; City Engineer.
• Katherine Woodhull-Fuget, EIT; Associate Civil Engineer.

The following Carollo staff members were principally involved in this project:
• Tim Loper, P.E.; Principal In Charge.
• Ryan Orgill, P.E.; Project Manager.
• Joaquin Ramirez, P.E.; Project Engineer.
• Kevin Christensen; GIS/Graphics.
• Candice Padilla; Document Processing.

1.7 Reference Material
The following documents were referenced in the preparation of this Master Plan:
• California Regional Water Quality Control Board Central Valley Region, Water Discharge Requirements for the City of Visalia Water Conservation Plant Tulare County. • City of Visalia Sewer System Master Plan, Carollo, December 2005. • Alden, D. (2019, March). Visalia’s new wastewater facility is greener, safer. Valley Voice https://www.ourvalleyvoice.com/2019/03/22/visalias-new-wastewater-facility-isgreener-safer/. • Goshen CPU, Tulare County Resource Management Agency, Economic Development and Planning Branch.

CHAPTER 2 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 2-1
Chapter 2

STUDY AREA DESCRIPTION
This chapter presents a discussion of the City’s planning area characteristics, the land use classifications, and historical and projected population trends.

2.1 Study Area
In accordance with the City’s 2014 General Plan, the main study area consists of the Tier 3 Urban Growth Boundary (UGB) plus the Community of Goshen Urban Development Boundary. The area beyond Tier 3 UGB is classified as the Planning Area and was analyzed as part of this Master Plan. Outside of Tier 3 UGB, farmland is the most prominent land use within the City’s Planning Area. The future land use between Tier 3 and the Planning Area will need a broader analysis to determine future use of this area. Depending on future land use of the Planning Area, sizing and sanitary sewer alignments may be impacted.

The City’s current General Plan assumes that through the year 2030, the annual average growth rate will be 2.6 percent, resulting in a Tier 3 UBG buildout population of 210,000.

The City’s study area consists of multiple boundaries that are shown on Figure 2.1 and Figure 2.2.

Area for the boundaries is based on GIS data provided by the City and are described below:
• City Limits: The City limits encompass approximately 32,000 acres (49 square miles).

Figure 2.1 shows the City limits.
• Service Area: Sewer services are provided to residential, commercial, and industrial customers within city limits and nearby Goshen, which is northwest of the City. • UGB: The General Plan defines this area as an administrative boundary which urban development is not allowed beyond during the time period for which it is effective. The total area consists of approximately 32,000 acres (49 acres) and could support a target future population of 210,000. Figure 2.1 illustrates the UGB. • Sphere of Influence (SOI): The SOI is a planning boundary outside of an agency's legal boundary (such as the city limit line) that designates the agency's probable future boundary and service area.
• Planning Area: The Planning Area encompasses the UGB, SOI, and provides an open space buffer around the City. The area beyond the UGB is mainly comprised of agricultural land use. Long-term planning for this area is not considered in the General Plan. However, the previous master plan considered portions of the planning area (generally north of UGB) as potentially developable. For the purposes of this Master Plan the Planning Area will be considered, and preliminary infrastructure will be recommended. This Master Plan will continue the preliminary analysis of the Planning Area. Figure 2.1 shows the Planning Area, as well as the areas considered developable for the purposes of this Master Plan.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 2 2-2 | JUNE 2025| FINAL

2.2 Climate and Topography
The City is characterized as a cold semi-arid (steppe) climate with warm, dry summers, and short, moderately cold winters. The low humidity leads to a wide daily range in temperatures, with an average difference between maximum and minimum daily temperatures of 19 to 34 degrees Fahrenheit (°F). Table 2.1 summarizes the average maximum and average minimum monthly temperatures as well as the average monthly precipitation for the City. The average high temperature varies throughout the year, with averages ranging between 36.9 °F and

97.5 °F. July is the City’s hottest month, with an average high temperature of 97.5 °F and an average low temperature of 63.5 °F. January is the wettest month with an average 1.97 inches of precipitation. The average annual rainfall is 10.15 inches, with approximately 80 percent occurring between December and April.

The study area terrain slopes from higher elevation in the western reaches of the Sierra Nevada to the low flatlands of the San Joaquin Valley. The surface elevations within the study area are, on average, approximately 330 feet above mean sea level.

Table 2.1 Study Area Climate
Month Average Maximum
Temperature(1) (°F)
Average Minimum
Temperature(1) (°F)
Average Monthly
Rainfall(1) (inches)
Average
Monthly ETo(2)
(inches)
January 56.0 36.9 1.97 1.55
February 62.6 40.8 1.83 2.24
March 68.0 43.7 1.72 3.10
April 74.6 47.5 0.98 4.50
May 82.6 53.1 0.36 5.89
June 91.1 59.0 0.09 7.20
July 97.5 63.5 0.01 8.06
August 96.2 61.6 0.01 7.44
September 90.1 57.3 0.13 5.70
October 80.2 50.2 0.48 3.72
November 67.3 41.6 0.98 2.10
December 56.8 36.8 1.57 1.55
Annual 76.9 49.3 10.15 53.1
Notes:
(1) Source: Western Regional Climate Center, Visalia, California (049367). (2) Source: CIMIS Reference ETo Zones, Zone 11. Visalia, CA (36.338, -119.2929).

Demaree St
N Plaza Dr/Road 80
Ben Maddox Way/Rd 132
Shirk St/ Rd 92
Akers St/Rd 100
Lovers Ln
Mooney Blvd
Riggin Ave
Road 68
Dinuba Blvd/Rd 124
Rd 148
Goshen Ave/Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Goshen Ave
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

2.3 Land Use
Land use information is an integral component in determining the sewer generation within a given service area. The type of land use in an area will affect the volume and character of the wastewater generated. Therefore, adequately estimating wastewater loads from various land use types is important in sizing and maintaining the sanitary sewer collection system facilities.

An important tool for determining land use projections is the City’s General Plan. The land use assumption provided in the General Plan were used for the purpose of the Master Plan. The General Plan identifies 18 land use categories which are listed in Table 2.2. The General Plan identifies a southwestern area as Reserve; however, the City is in the process of allowing this area to be changed to commercial use. This area is listed as Commercial/Reserve in Table 2.2.

Figure 2.2 shows the land use within the City’s Planning Area. Land use descriptions from the General Plan are included in Appendix A for reference.

Table 2.2 General Plan Land Use
Land Use Category
Area Within the SOI(1)(2)(acres)
Land Use Code Developed Vacant Total
Residential
Residential Very Low
Density
RVLD 307 1,033 1,339
Residential Low Density RLD 10,700 4,809 15,509
Residential Medium
Density
RMD 788 764 1,552
Residential High Density RHD 267 270 538
Commercial/Industrial
Business Research Park BRP 61 88 148
Commercial Mixed Use CMU 820 315 1,135
Commercial
Neighborhood
CN 148 77 225
Commercial Regional CR 307 233 539
Commercial/Reserve - 870 870
Commercial Service CS 446 76 522
Industrial I 1,336 2,455 3,792
Light Industrial IL 226 167 392
Office O 386 55 441
Other
Downtown Mixed Use DMU 215 2 218
Public/Institutional PI 1,351 1,046 2,397
Parks/Recreation PR 844 789 1,633
Reserve R 1 10 11
Conservation C 604 417 1,021
Agricultural A - 435 435
Total 18,805 13,889 32,694
Notes:
(1) Land use areas based on GIS data and aerial analysis of the City’s current service area (as of October 2021). (2) The land use totals in this table exclude Goshen.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 2 2-6 | JUNE 2025 | FINAL
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Demaree St
Plaza Dr/Road 80
Ben Maddox Way/Rd 132
Shirk St/ Rd 92
Akers St/Rd 100
Lovers Ln
Mooney Blvd
Riggin Ave
Road 68
Dinuba Blvd/Rd 124
Rd 148
Goshen Ave/ Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
American Ave/Rd 76
Kelsey St
St Johns River
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\General Plan Land Use.mxd CHAPTER 2 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Figure 2.2 General Plan Land Use
¬«99
¬«198
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

2.3.1 Future Land Use
Urban Growth Boundary Land Use
Future land use includes the development of vacant or underdeveloped areas. This includes growth outside the current City limits and encompassed by Tier 3 UGB. It is assumed that development and redevelopment will occur according to the land use designations as depicted on Figure 2.2.

Sphere of Influence
Land use within the SOI extends beyond Tier 3 UGB. This boundary includes the Reserve area which is modeled as commercial in compliance with the City’s 2014 General Plan Environmental Impact Report. The SOI area south of the WRF is owned by the City and currently designated as agriculture. This area was not considered in the analysis.

Planning Area
Land use within the Planning Area is currently designated as predominately agriculture. The City’s General Plan has not evaluated specific land use for this area. The Planning Area is considered ultimate buildout and occurs beyond development of the UGB. Development within this area is considered 70 percent residential, 20 percent commercial, and 10 percent open space. These percentages were developed from existing users which are estimated at 60 percent residential, 30 percent commercial and industrial. Future development in the Planning Area was assumed to have greater residential users, while industrial users remain within the City limits.

Known Developments
The City has plans for development of new residential communities as shown in Table 2.3. The City has currently identified 70 residential developments. Figure 2.3 shows the location of each development, which is expected to result in 3,126 new single- and multi-family residential units.

The information provided in Table 2.3 and shown on Figure 2.3 was obtained from the City’s Planning Division, Residential Development Activity – Final Maps. An aerial review of each development was performed in GIS to determine if lots are vacant during the hydraulic model calibration period. Existing land use is based on the General Plan and may vary from actual use.

Table 2.3 Planned Development Summary
No.

Planned
Development
Name(1)
Type Existing
Land Use
Single-Family
Units
Multi-Family
Units Acreage
1 Wood Ranch Duplexes/
Triplexes Low Density 0 38 3.59
2 Luisi Acres Single-Family Medium
Density 56 0 12.24
3 Lance Lane
Estates Single-Family Low Density 84 0 19.95
4 Willow Springs Single-Family Low Density 140 0 39.66
5 Walnut Park
Estates Single-Family Low Density 34 0 11.97
6 Highland Park
Estates at
Shannon Ranch
Single-Family Medium
Density 223 0 14.34
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 2 2-10 | JUNE 2025 | FINAL
No.

Planned
Development
Name(1)
Type Existing
Land Use
Single-Family
Units
Multi-Family
Units Acreage
7 Highland Park
Estates Single-Family Low Density 54 0 38.80
8 River Run
Ranch 5-7 Single-Family Low Density 104 0 28.28
9 Visalia Palms
Senior
Citizen
Duplexes
Medium
Density 0 66 4.16
10 Maddox at
Caldwell VII Single-Family Medium
Density 43 0 8.35
11 Shannon
Ranch 3 Single-Family Low Density 182 0 14.01
12 Diamond Oaks Single/
Multi-Family
Medium
Density 124 0 29.55
13 Campo Estates Single-Family Low Density 51 0 10.19
14 The Grove
SingleFamily/
Apartments
Medium
Density 53 44 11.22
15 Houdini Acres
SingleFamily/
Duplexes
Low Density 8 4 2.15
16 Lowery West Single-Family Low Density 60 0 14.16
17 Cherry Creek Single-Family Low Density 45 0 9.7
18 Rose Estates Single-Family Low Density 6 0 3.0
19 Teagan Ranch Single-Family Low Density 8 0 1.58
20 River Island
Ranch Single-Family Low Density 239 0 61.4
21 Quintana De
Oro Single-Family Low Density 14 0 5.0
22 Orchard Walk Single-Family Low Density 104 0 24.7
23 Diamond Oaks
Unit 1 Single-Family Low Density 44 24 13.89
24 Luisi Acres
Unit 5 Phase 2 Single-Family Low Density 24 0 5.1
25 Los Pinos
Senior
Citizen
Duplexes
Low Density 21 0 7.0
26 Quail River
Apartments Apartments Medium
Density 0 146 7.1
27 Diamond Oaks
Multi-Family Apartments Low Density 0 182 13.2
28 East Haven
Duplexes Duplexes Low Density 0 14 1.78
29 Visalia
Apartments Apartments Medium Density 0 200 15.9
CHAPTER 2 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 2-11
No.

Planned
Development
Name(1)
Type Existing
Land Use
Single-Family
Units
Multi-Family
Units Acreage
30 Bonadventure
Unit 2 Phase 2(2) Single-Family Low Density 3 0 1.5
31 La Valencia(2) Single-Family Low Density 3 0 1.5
32 Northgate
Estates(2) Single-Family Low Density 4 0 2.0
33 Da Vinci at
Bella Sera(1) Single-Family Low Density 6 0 3
35 Oak Meadow
Estates No. 5(2) Single-Family Very Low Density 2 0 1.5 36 Riggin Ranch(2) Single-Family Low Density 5 0 2.5
37 Stonegate
Estates(1) Single-Family Low Density 1 0 0.5
38 Hall Estates Single-Family Low Density 30 0 8.3
39 Pinkham
Ranch(1) Single-Family Low Density 7 0 1.4
40 Los Gatos(2) Single-Family Low Density 5 0 2.2
41 Oakglen
Estates(2) Single-Family Low Density 3 0 0.7
42 Cobblestone
Estates II, Unit 3 Single-Family Low Density 18 0 7.1
43 Pheasant Ridge
Unit No. 2,
Phase 1(1)
Single-Family Low Density 4 0 1
44 Quail River Single-Family Low Density 323 0 45.3
45 Shannon Ranch
3 Units 1-4 &
6(2)
Single-Family Low Density 14 0 2.0
47 Pine River
Ranch Estates
Phase 1(2)
Single-Family Low Density 5 0 1.2
48 Rancho Santa
Fe Estates Unit
3 Phase 1(2)
Single-Family Low Density 5 0 1
50 Shannon Ranch
3 Units 13 & 14
Duplexes/
Triplexes Low Density 63 38 10.1
51 Kayenta
Crossing Single-Family Low Density 90 0 19.95
55 San Sebastian
III Single-Family Low Density 9 0 1.5
56 Eagle Meadows Single-Family Low Density 94 0 13.8
57 Shannon Ranch
3 Units 5, 7-8 Single-Family Low Density 81 0 17.2
58 Luisi Acres
Unit 5 Phase 1 Single-Family Low Density 30 0 4.7
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 2 2-12 | JUNE 2025 | FINAL
No.

Planned
Development
Name(1)
Type Existing
Land Use
Single-Family
Units
Multi-Family
Units Acreage
59 Quail Park
Senior
Independent
Living
Senior
Citizen
Independent
Living
Medium
Density 0 100 3.7
60 Sterling Oaks
Unit 1 Single-Family Low Density 91 0 36.3
64 Emerald Creek Single/MultiFamily Low Density 40 18 10.2 65 Willow Springs
Unit 1 Single-Family Low Density 26 0 3.7
66 Lowery West
Phase 1A Single-Family Low Density 65 0 16.3
67 Lowery West
Phase 1B Single-Family Low Density 93 0 17.5
68 Southern
Highlands/
Rancho Verde
Single/MultiFamily Low Density 71 48 14.3
69 Candelas Single-Family Low Density 149 0 32.8
70 Reimer Single-Family Low Density 65 0 11.2
Total - - 3,126 922 728
Notes:
(1) Known development list as of October 2021.
(2) Based on an aerial analysis in GIS, a number of units have been developed as of 2021. The remaining units and approximate acreage during the sewer loading of the hydraulic model are shown in units column.

Plaza Dr/Road 80
Shirk St/Rd 92
Akers St/Rd 100
Demaree St
Mooney Blvd
Dinuba Blvd/Rd 124
Ben Maddox Way/Rd 132
Lovers Ln
Road 144
Riggin Ave
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Kelsey St
Rd 68
Goshen Ave
Maddox at
Caldwell VII
The Grove
Hall Estates
Los Gatos
Quintana
Wood Ranch
Luisi
Acres
Lance Lane
Estates
Willow
Springs
Walnut Park
Estates
Highland
Park Estates
River run
Ranch 5-7
Visalia Palms
Shannon
Ranch 3
Diamond
Oaks
Campo
Estates
Houdini Acres
Cherry Creek
Rose Estates
Teagan
Ranch
River Island
Ranch
Orchard
Walk
Los Pinos
Visalia
Apartments
Bonadventure
Unit 2 Phase 2
La Valencia
Northgate Estates
Da Vinci at
Bella
Sera
Oak Meadow
Estates
No. 5
Riggin
Ranch
Stonegate
Estates
Pinkham
Ranch
Oakglen
Estates
Cobblestone
Estates,
II, Unit 3
Pheasant
Ridge Unit No
2 Phase 1
Quail
River
Pine River Ranch
Estates Phase 1
Rancho
Santa Fe Estates
Unit 3 Phase 1
Kayenta Crossing Eagle
Meadows
Reimer
Quail
Sterling
Oaks Unit 1
Emerald Creek
Lowery West
Southern Highlands/
Rancho Verde
Candelas
San
Sebastian
III
HEast
Haven
Duplex
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Known Developments.mxd CHAPTER 2 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
St Johns River
Sphere of Influence
City of Goshen
City Limits
Planned Development*
Parcels
Figure 2.3 Known Developments
¬«198
¬«99
*Known Developments as of October
2021
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 2 2-14 | JUNE 2025 | FINAL
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CHAPTER 2 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 2-15

2.3.2 Historical and Existing Sanitary Sewer Service Area Population Historical population estimates are from the California Department of Finance. Table 2.4 shows the historical population for the City of Visalia and the City of Goshen. The total existing population within the service area (Visalia and Goshen) boundaries was estimated at 141,073 people. From 2000 to 2019 (20 years) the growth rate for Visalia has averaged

2.15 percent.

Table 2.4 Historic and Existing Population
Year Visalia
Population
Goshen
Population
Total
Population
Visalia Growth
(%)
1999 90,072 2,351 92,423 --
2000 91.891 2,394 94,285 2.02
2001 93,309 2,435 95,744 1.54
2002 95,730 2,476 98,206 2.59
2003 98,740 2,518 101,258 3.14
2004 102,236 2,561 104,797 3.54
2005 106,054 2,605 108,659 3.73
2006 108,950 2,649 111,599 2.73
2007 115,243 2,694 117,937 5.78
2008 118,848 2,740 121,588 3.13
2009 121,885 2,786 124,671 2.56
2010 124,442 3,006 127,448 2.10
2011 125,531 3,045 128,576 0.88
2012 126,926 3,085 130,011 1.11
2013 128,500 3,125 131,625 1.24
2014 129,470 3,165 132,635 0.75
2015 130,660 3,207 133,867 0.92
2016 132,397 3,248 135,645 1.33
2017 133,872 3,290 137,162 1.11
2018 135,892 3,333 139,225 1.51
2019 137,696 3,377 141,073 1.33
20-Year Average 2.15
10-Year Average 1.23
5-Year Average 1.24

2.3.3 Projected Sanitary Sewer Service Area Population
This Master Plan assumes a growth rate of 2.6 percent per year for the City of Visalia (based on input from City staff) and 1.3 percent for Goshen (per Goshen Community Plan 2018 Update [Goshen CPU]), under the assumption that the service area population will match the City-wide growth rate. Figure 2.4 shows the projected service area population according to a growth rate of 2.6 percent. The projected population growth is summarized in Table 2.5.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 2 2-16 | JUNE 2025 | FINAL
Table 2.5 Historic and Existing Population
Year Visalia Population Goshen Population Total Population Visalia Growth (%) 2020 141,276 3,420 144,697 -
2025 160,622 3,649 164,271 2.6
2030 182,617 3,892 186,510 2.6
2035 207,625 4,152 211,776 2.6
2040 236,056 4,429 240,485 2.6
Figure 2.4 Historic and Projected Population Growth
0 50,000
100,000
150,000
200,000
250,000
300,000
2000 2005 2010 2015 2020 2025 2030 2035 2040
Population
Year
Historic Visalia and Goshen
Projected Population (2.6% Visalia, 1.3% Goshen)
Projected Buildout of UGB
210,000
CHAPTER 3 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 3-1
Chapter 3

EXISTING SANITARY SEWER COLLECTION
SYSTEM
This chapter presents an overview of the City’s existing sanitary sewer collection system and a brief summary of the WRF.

3.1 Existing Sanitary Sewer Collection System
The existing wastewater collection system consists of approximately 493 miles of gravity sanitary sewer pipelines. Pipelines range in diameter from 4 inches to 48 inches. The City operates 13 wastewater lift stations and associated force mains. Wastewater discharge from residential, commercial, industrial, and other users are conveyed to the City’s WRF. In addition, Goshen, a CDP located northwest of the City, conveys wastewater flows to the WRF via a lift station and 24-inch pipeline. Figure 3.1 presents the City’s existing wastewater collection system.

A small portion of wastewater generated in the service area is disposed of through private septic systems. These septic systems are located in former county islands.

3.1.1 Sewer Basins
The existing sanitary sewer collection system is divided into 10 sewer basins. Each basin is served by a trunk line which identifies with a major street alignment. Figure 3.1 shows the general area for each sewer basin. Wastewater from Goshen is conveyed to the WRF; however, a sewer basin was not developed for the area. The trunk sewers are described from upstream to downstream.

The sewer basins differ from the temporary flow monitoring basins outlined in Chapter 4.

Basin 1 – Caldwell Akers Trunk
Basin 1 is served by the Caldwell Akers Trunk and sub trunks. The trunk begins in Caldwell Avenue, west of Lovers Lane with a 15-inch pipeline and extends west. The pipeline transitions to an 18-inch at Ben Maddox Way, then a 24-inch at Santa Fe Street. The 24-inch segment continues to Mooney Boulevard and increases to a 27-inch. The remainder of the Caldwell segment consists of a 27-inch pipeline from Mooney Boulevard to Akers Street. In Akers Street the trunk transitions to a parallel 12-inch and 36-inch pipeline. The Caldwell Akers Trunk terminates at Walnut Avenue with the 36-inch connection to a 48-inch and the 12-inch connecting to a 36-inch .

Basin 2 – Walnut Lovers Lane Trunk (Walnut Outfall)
Basin 2 is served by the Walnut Lovers Lane Trunk, a parallel Walnut Outfall Trunk, and sub trunks. The Walnut Lovers Lane trunk begins in Lovers Lane and Houston Avenue with a 15-inch pipeline. The trunk extends south on Lovers Lane and transitions to an 18-inch at Race Avenue.

The pipeline cross highway 198 and transitions to a 21-inch, which extends to Walnut Avenue.

The Trunk continues west on Walnut Avenue and transitions from 21-inch to a 36-inch pipeline.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 3 3-2 | JUNE 2025 | FINAL
The pipeline crosses Highway 99 as a 42-inch and terminates at the WRF. The Walnut Lovers Lane Trunk is downstream of tributary Basins 2, 3, 4, 7, 8, and portions of 1, 5, and 10.

The Walnut Outfall is a 48-inch pipeline that extends west from Akers Street to the WRF. The pipeline runs parallel to the Walnut Avenue Lovers Lane Trunk and is downstream of tributary Basins 6, 9, and portions of 1, 5, and 10.

Basin 3 – Tulare Trunk
Basin 3 is served by the Tulare Trunk and sub trunks. The trunk begins in Tulare Avenue and Ben Maddox Way with a 12-inch pipeline. The trunk extends west to Church Street, transitioning from 12-inch to a 21-inch pipeline. Pipeline turns north onto Church Street, transitions from 21 inches to 18 inches at the intersection of Church Street and Sequoia Avenue, turns west at Noble Avenue and decreases to a 15-inch until Encina Street where it goes back to 18-inch until Divisadero. The pipeline continues south in Divisadero Street as a 21-inch and West on Tulare Avenue, transition from 27 inches to 33 inches in pipeline diameter. The Basin terminates at the intersection of Laurel Avenue and Noyes Street.

Basin 4 – Akers Mineral King Trunk
Basin 4 is served by the Akers Mineral King Trunk and sub trunks. The trunk begins in the intersection of Houston Avenue and Lovers Lane with a 15-inch diameter pipeline. The trunk extends west in Houston Avenue, where it transitions to an 18-inch diameter pipeline at Cain Street. The trunk continues west on Houston Avenue then goes south on Burke Street, where it transitions to a 21-inch just north of Center Avenue. The 21-inch trunk continues south on Burke Street, then heads west on Mineral King Avenue, north on Santa Fe Avenue, west on Willow Street (where it transitions to a 24-inch diameter pipeline), and then south again to Mineral King Avenue at the Marriott Hotel. The 24-inch trunk continues west on Mineral King Avenue where it transitions to a 36-inch diameter at Locust Street, and a 42-inch at Divisadero Street. The trunk decreases in size to a 30-inch as it crosses south across Highway 198, west of Woodland Drive.

The 30-inch trunk then continues west along Noble Avenue and then south to Tulare Avenue, and then along Akers Street, where it connects to the Walnut Lovers Lane Trunk on Walnut Avenue.

Basin 5 – Ranch Houston Trunk
Basin 5 is served by the Ranch Houston Trunk and sub trunks. The trunk begins east of the Houston Avenue and Burkes Street intersection with a 12-inch diameter pipeline. The trunk extends west in Houston Avenue transitioning to an 18-inch at the intersection of Conyer Street and continuing to Ranch Street. The Trunk extends south in Ranch Street to Mineral King Trunk.

Basin 6 – Akers Houston Trunk
Basin 6 is served by the Akers Houston Trunk and sub trunks. The trunk begins in Giddings Street and Vine Avenue, south of the abandoned Sunnyview/Giddings lift station with a 15-inch. The trunk extends south in Demaree, then east in Goshen Avenue. The pipeline zigzags through a residential area to Chinowth Street, then to Hurley Avenue, south on Crenshaw Street. The pipeline continues south to Mineral King as a 21-inch pipeline and parallels the Mineral King Trunk. The trunk crosses Highway 198 as a 24-inch and continues south to Akers Street and Walnut Street.

CHAPTER 3 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 3-3
Basin 7 – Road 76 Ferguson Trunk
Basin 7 is served by the Road 76 Ferguson Trunk and sub trunks. The trunk begins east of Riggin Avenue and Dinuba Avenue, with a 24-inch pipeline. The pipeline extends west on Riggin Avenue and continues south on Mooney Boulevard as a 30-inch pipeline. The 30-inch pipeline continues south on Mooney to Ferguson Avenue. The 30-inch pipeline extends east on Ferguson and transitions to a 27-inch at Zachary Street intersection and back to a 33-inch at Demaree Street.

The 33-inch pipeline continues east on Ferguson Avenue and transitions to Sunnyview Avenue, reducing to a 30-inch at Shirk Street intersection, to Road 76. The segment in Road 76 extends south, crosses Highway 198 and continues to the Airport Lift Station, with diameters varying from 30 inches to 42 inches. Downstream of the lift station the pipeline reduces to a 36-inch and terminates in the Walnut Lovers Lane Trunk.

Basin 8 – Kelsey Street Trunk
Basin 8 is served by the Kelsey Street Trunk and sub trunks. The trunk begins near Kelsey Street and Goshen Avenue intersection with an 18-inch pipeline. The trunk continues south, transitions to a 21-inch, crosses Highway 198 and enters the Golf Course Lift Station. Downstream of the lift station the 21-inch trunk terminates at the Walnut Lovers Lane Trunk.

Basin 9 – Shirk Street Trunk
Basin 9 is served by the Shirk Street Trunk and sub trunks. The trunk begins at the intersection of Shirk and School Avenue with a 48-inch pipeline. The trunk continues south in Shirk Avenue, crosses Highway 198 and enters the Shirk Lift Station. Downstream of the lift station a 6-inch force main extends to Walnut Street and terminates at the Walnut Outfall Trunk.

The Shirk Capacity Enhancement Project will extend this trunk north and expand the basin in the future.

Basin 10 – Visalia Parkway Akers Trunk
Basin 10 is served by the Visalia Parkway Trunk and sub trunks. The trunk begins at the intersection of Visalia Parkway and Santa Fe Street with a 33-inch pipeline. The trunk extends west, transitioning to a 36-inch south of Mooney Boulevard. The pipeline continues to Akers Street and heads north to Caldwell Avenue. The trunk terminates at the Caldwell Akers Trunk.

The Parkway Trunkline Project will extend the trunk to Lovers Lane.

3.1.2 Septic Users
Septic users within the City limits have been identified. Properties that are located inside county islands were also identified. Areas outside of the city limits and located in Tier 1 of the UGB have several septic users, however, these users were not identified. These areas are expected to be connected as new development/redevelopment extends. Figure 3.2 shows the location of septic users within the service area and located within county islands. Septic users were identified by reviewing an overlay of the City’s sewer pipelines on GIS onto an imagery map. Areas where pipelines don’t extend are identified as septic users. Judgement was used on areas where GIS did not indicate pipelines; however, the imagery map showed new development, then this area was not considered septic.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 3 3-4 | JUNE 2025 | FINAL
Method shortcomings could occur with areas where pipelines do extend through, but the existing unit is not connected. Nevertheless, this scenario was not common, and any misrepresentation of septic users would be minimal and not impact the hydraulic analysis.

Figure 3.2 shows the location of septic users that were identified for this master plan.

3.1.3 Pipeline Distribution by Diameter
Table 3.1 summarizes the total length of gravity pipeline for each diameter in the domestic collection system. The table is based on GIS data and available drawings provided by City staff.

The table excludes private sewer pipelines within the study area and does not account for pipelines within the WRF.

As shown in Table 3.1 , the majority of the City’s gravity sewers are 8 inches in diameter, with the largest being 48 inches in diameter. Figure 3.2 illustrates the distribution of all pipeline diameters.

GIS data provided by the City did not contain pipeline material and age. The City should update the GIS to include installation dates and pipeline material, if possible, which will allow the City to perform an age-based analysis to provide an evaluation of pipeline decay and potential failure.

This knowledge will assist the City in identifying critical areas.

WWTP
")
=
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=
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=
)"
=
")
=
")
=
")
=
")
=
")
=
")
=
")
=
")
=
)"
=
")
=
")
=
)"
=
")
=
)"
=
)"
=
Plaza Dr/Road 80
Shirk St/Rd 92
Akers St/Rd 100
Demaree St
Mooney Blvd
Dinuba Blvd/Rd 124
Ben Maddox Way/Rd 132
Lovers Ln
Road 144
Riggin Ave
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Kelsey St
Rd 68
Goshen Ave
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Existing Collection System.mxd CHAPTER 3 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
Sewer Lift Stations
")
= Existing Lift Station
")
= Abandoned Lift Station
WWTP Treatment Facility
St Johns River
City of Goshen
Sewer Main by Diameter
12" and Smaller
14" - 18"
20" - 27"
30" - 36"
> 42"
Parcels
Sewer Drainage Basins
1 2
3 4
5 6
7 8
9 10
Figure 3.1 Existing Sanitary Sewer Collection System
¬«99
¬«198
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 3 3-6 | JUNE 2025 | FINAL
-This Page Intentionally Left Blank-
WWTP
")
=
")
=
")
=
)"
=
)"
=
)"
=
")
=
")
=
)"
=
)"
=
")
=
")
=
")
=
")
=
")
=
)"
=
")
=
")
=
)"
=
Plaza Dr/Road 80
Shirk St/Rd 92
Akers St/Rd 100
Demaree St
Mooney Blvd
Dinuba Blvd/Rd 124
Ben Maddox Way/Rd 132
Lovers Ln
Road 144
Riggin Ave
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Kelsey St
Rd 68
Goshen Ave
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Existing Collection System.mxd CHAPTER 3 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
Sewer Lift Stations
")
= Existing Lift Station
")
= Abandoned Lift Station
WWTP Treatment Facility
St Johns River
Sewer Main
City Limits
Septic Users
Parcels
Figure 3.2 Septic Users
¬«99
¬«198
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 3 3-8 | JUNE 2025 | FINAL
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CHAPTER 3 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 3-9
Table 3.1 Pipeline Diameter Overview
Diameter Length
(feet)
Length
(miles)
Percent
(%)
Gravity
4 7,100 1.3 0.27
5 700 0.1 0.03
6 191,900 36.3 7.37
8 1,766,900 334.6 67.86
10 124,800 23.6 4.79
12 144,500 27.4 5.55
14 2,700 0.5 0.10
15 59,900 11.3 2.30
18 55,000 10.4 2.11
20 2,800 0.5 0.11
21 34,700 6.6 1.33
24 36,200 6.9 1.39
27 27,900 5.3 1.07
30 39,700 7.5 1.52
33 31,000 5.9 1.19
36 50,200 9.5 1.93
42 7,600 1.4 0.29
48 20,000 3.8 0.77
Total 2,603,600 493.1 100
Notes:
(1) Total only includes City owned pipelines, Goshen and abandoned pipelines are excluded. (2) Pipeline length in feet rounded to nearest hundred. (3) Force main data was not available.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 3 3-10 | JUNE 2025 | FINAL
Figure 3.3 Pipelines by Diameter

3.1.4 Lift Stations
The City owns and operates 15 lift stations that pump wastewater from low points in the collection system to manholes at higher elevation. Table 3.2 summarizes the available information on each lift station. Airport lift station includes four pumps, while the other lift stations include one duty pump and one standby pump.
6 " and Less
8%
8"
68%
10" - 12"
10%
14" - 18"
4%
20' - 27'
4%
30" - 36"
5%
42" - 48"
1%
CHAPTER 3 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 3-11
Table 3.2 Lift Station Information
No. Lift Station Name No. of
Pumps
Firm
Capacity
(gpm)
Firm
Capacity
(mgd)
1 Airport 4 6,100 8.78
2 Golf Course 2 1,200 1.73
3 Shirk & 198 2 950 1.37
4 Preston & Hillsdale 2 400 0.58
5 Mill Creek & Main Street 2 175 0.25
6 Border Links 2 180 0.26
7 St John’s Parkway and Modoc(1) 2 - -
8 Comstock & Houston(1) 2 - -
9 Demaree & Pryor 2 480 0.69
10 County Center & Mary 2 180 0.26
11 Evergreen & Cherry 2 480 0.69
12 Sunnyside & Mooney 2 580 0.84
13 Mooney and 272 2 190 0.27
- Caprock(1) 2 - -
- Virmargo/Goshen 2 - -
Notes:

Capacity of lift station is unknown.

3.2 Existing Water Conservation Plant
The City owns and operates the WRF which provides service to the City and the unincorporated community of Goshen. The City completed upgrades to the WRF in January 2017. The WRF now consists of:
• Two Parshall flumes.
• Two bar screens.
• Four grit tanks.
• Five rectangular primary clarifiers.
• Four fine screens.
• Four rectangular aeriation basins.
• Ten membrane bioreactor tanks.
• Recirculation lines.
• Ultraviolet light.

Figure 3.3 shows a process flow diagram of the WRF. The plant currently has a permitted capacity of 18 mgd. The plant has the capability to produce recycled water that meets Title 22 standards. Currently, the City is permitted to discharge to City owned land and contracted users.

SANITARY SEWER FLOWS
This chapter summarizes the flow monitoring program and establishes the flows characteristics that will be used to evaluate the collection system.

4.1 Sanitary Sewer Flow Components
This section describes the terminology used for the hydraulic analysis of the sanitary sewer collection system. Wastewater flows vary according to season and generally consist of DWF and WWF.

Groundwater infiltration (GWI) is an additional component of DWF. GWI enters the sewer system when the pipeline depth is lower than the groundwater. Because the water table is several hundred feet below the ground surface, GWI in the Central Valley should not be a significant contributor to the collection system under DWF conditions.

WWF includes inflow from storm water runoff and infiltration from saturated soil conditions. The storm water inflow and infiltration comprise the WWF component termed infiltration/inflow (I/I).

The response in the sewer system to rainfall is seen immediately (as with inflow) or within hours after the storm (as with infiltration).

Base Wastewater Flow
The base wastewater flow (BWF) is synonymous with DWF and is generated by the City’s customers independent of wet weather influences. BWF is estimated by measuring flows during dry weather conditions. The flow has a diurnal pattern that varies depending on the type of use.

Commercial and industrial flows, though they vary depending on the type of use, are typically higher during business hours and lower at night. Furthermore, the diurnal flow pattern experienced during a weekend may vary from the diurnal flow experienced during a weekday.

Average Annual Flow
The AAF is the average flow that occurs on a daily basis throughout the year, including both periods of dry and wet weather conditions.

Average Dry Weather Flow
The average dry weather flow (ADWF) is the average flow that occurs on a daily basis during the dry weather season, considered May through October. The ADWF includes the BWF generated by the City’s residential, commercial, and industrial users during the dry season.

Maximum Day Dry Weather Flow
The MDDWF is the highest daily average influent flow during the dry weather months.

Peak Dry Weather Flow
PDWF is the maximum hourly influent flow during the dry weather months.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-2 | JUNE 2025 | FINAL
Peak Wet Weather Flow
PWWF is the maximum influent flow during the wet weather months.

4.2 Flow Monitoring Data
This section describes the temporary flow monitoring program conducted as part of this study.

The data and results from the flow monitoring program are summarized and discussed.

4.2.1 Flow Monitoring Program
As part of the Scope of Services for this Master Plan, Carollo contracted with V&A Consulting Engineers (V&A) to conduct a temporary flow monitoring program within the City's sanitary sewer collection system. The purpose of the flow monitoring program was to assist in the development of design flow criteria and to correlate actual collection system flows to the hydraulic model predicted flows. The temporary flow monitoring program was conducted for a period of 42 days, from November 28, 2018, to January 08, 2019. The “City of Visalia 2018/2019 Sewer Flow Monitoring Study” prepared by V&A summarizes the flow monitoring program. A copy of the report is included in Appendix B.

4.2.2 Flow Monitoring Sites and Tributary Areas
A total of 15 open-channel flowmeters were installed at locations selected by Carollo and the City. The meter sites were selected to best isolate and model critical areas and subareas within the sewer system. Table 4.1 lists the flow monitoring locations and the sewer diameters where the meters were installed. The 15 flow monitoring locations, as well as the tributary area to each site, are shown on Figure 4.1. Figure 4.2 provides a schematic illustration of the flow monitoring locations.

Table 4.1 Flow Monitoring Locations
Site Pipe Diameter (inches) Location
FM-01 36 End of Drive 85
FM-02 21 Valley Oaks Golf Course
FM-03 48 West Walnut Avenue west of Road 92
FM-04 36 West Walnut Avenue and South Savannah Street
FM-05 36 3498 Akers Street north of West Caldwell Avenue FM-06 33 South Noyes Street and West Laurel Avenue
FM-07 30 South Akers Street north of West Cambridge Avenue FM-08 24 South Akers Street south of West Cambridge Avenue FM-09 27 West Walnut Avenue and South San Joaquin Drive FM-10 27 West Caldwell Avenue and Road 100
FM-11 42 West Mineral King Avenue west of South Woodland Drive FM-12 28 East Walnut Avenue and South Church Street
FM-13 18 Houston Avenue and North County Center Street
FM-14 18 West Cecil Avenue and North Ranch Court
FM-15 28.5 4425 West Ferguson Avenue west of North Chinowth Street CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-3

4.2.3 Flowmeter Installation and Flow Calculation
Teledyne Isco 2150 flowmeters were used for this project. Isco 2150 meters use a pressure transducer to collect depth readings and ultrasonic Doppler sensors on the probe to determine the average fluid velocity. The ultrasonic sensor emits high frequency sound waves, which are reflected by air bubbles and suspended particles in the flow. The sensor receives the reflected signal and determines the Doppler frequency shift, which indicates the estimated average flow velocity. The sensor is typically mounted at a manhole inlet to take advantage of smoother upstream flow conditions. The sensor may be offset to one side to lessen the chances of fouling and sedimentation where these problems are expected to occur. Manual level and velocity measurements were taken during installation of the flowmeters and again when they were removed and were compared to simultaneous level and velocity readings from the flowmeters to verify proper calibration and accuracy. The pipeline diameter was also verified in order to accurately calculate the flow cross-section. The continuous depth and velocity readings were recorded by the flowmeters on 5-minute intervals. The flow at each meter was calculated at 5-minute intervals based on the continuity equation:

Q = V x A
where,
Q = Pipeline flow rate, cubic feet per second
V = Average velocity, feet per second (ft/s)
A = Cross sectional flow area, square feet
Finally, the 5-minute flow, velocity, and level data were aggregated into 15-minute increments.

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Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
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Parcels
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15 Figure 4.1 Temporary Flow Monitoring Locations
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CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-7
Figure 4.2 Flow Monitoring Schematic
FM-13
FM-01 FM-02 FM-08
FM-05
FM-07
FM-15
FM-14
FM-09
FM-10
FM-11
FM-12
FM-03
FM-04
WWTP
FM-04
WWTP
Legend
Wastewater Treatment Plant
Flow Diversion
Flow Direction Arrow
Flow Meter
FM-06
Flow Diversion
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-8 | JUNE 2025 | FINAL

4.2.4 Flow Monitoring Results (V&A Consulting Engineers) This section summarizes the results of the flow monitoring program. Meter FM-09 is presented throughout this chapter as an example.

Dry Weather Flow Data
Characteristic dry weather 24-hour diurnal flow patterns for each site were developed based on the hourly data. This hourly flow data was then used to calibrate the hydraulic model for the observed DWFs during the flow monitoring period.

Hourly patterns for weekday and weekend flows were analyzed separately to better understand DWF. V&A provided estimates for the average weekday and weekend levels and velocities at each site, which are used in DWF calibration. Table 4.2 summarizes the DWFs at each meter.

Figure 4.3 illustrates a typical variation of wastewater flows in the City, which is based on the data collected from Meter 09. Similar graphics associated with the remaining sites are included in Appendix B.

As shown on Figure 4.3, flow patterns differ according to the day of the week. DWF for Monday through Thursday experienced the greatest peak during evening hours, while Saturday and Sunday show peaks later in the day. A majority of the dry weather hydrographs display a similar pattern to Meter FM-09.

Table 4.2 Dry Weather Flow Summary
Monitoring Site
DWF
(Mon - Thur)
(mgd)
(Friday)
(mgd)
(Saturday)
(mgd)
(Sunday)
(mgd)
Overall
(mgd)
FM-01 3.39 3.51 3.37 3.32 3.39
FM-02 0.07 0.05 0.04 0.04 0.06
FM-03 2.14 2.08 2.28 2.26 2.17
FM-04 5.69 5.81 5.83 5.69 5.73
FM-05 1.06 1.03 1.09 1.12 1.07
FM-06 1.23 1.21 1.22 1.22 1.23
FM-07 3.85 3.99 3.94 3.88 3.89
FM-08 0.62 0.63 0.67 0.66 0.64
FM-09 1.61 1.60 1.70 1.76 1.64
FM-10 0.71 0.71 0.74 0.78 0.72
FM-11 1.39 1.44 1.41 1.34 1.39
FM-12 0.85 0.78 0.88 0.86 0.85
FM-13 0.14 0.12 0.15 0.15 0.14
FM-14 0.57 0.55 0.57 0.58 0.57
FM-15 0.96 0.93 0.98 1.02 0.97
Total Influent 11.29 11.45 11.51 11.31 11.35
Notes:
(1) Source: Sanitary Sewer Flow Monitoring, V&A Consulting Engineers, Inc. (2018). (2) Overall DWF = ((4 x Monday - Thursday) +(Friday)+(2 x Weekend))/7. (3) Total influent is flow entering wastewater treatment plant and is equal to Sites 1+2+3+4.

CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-9
Figure 4.3 Typical Dry Weather Flow Variation (Meter FM-09) CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-10 | JUNE 2025 | FINAL
Rainfall Data
V&A received rainfall data from three private weather stations throughout the City. Even though V&A had no control over these gauges, V&A performed a quality assurance, and quality control review of the data from the rain gauge to ensure their accuracy for the purposes of this study.

Appendix B shows the location of the rain gauges utilized for this study.

The rainfall data collected by V&A was used to correlate the I/I response observed in the collection to specific storm recurrence intervals. Minor rainfall events occurred during the flow monitoring period. The November 28, 2018, to December 1, 2018, rainfall event was the largest event captured and elicited the greatest I/I response throughout the collection system. The rain gauges recorded an average of 1.09 inches during the largest storm event and a total of

1.85 inches to during the entire flow monitoring program. Table 4.3 summarizes the rainfall amount for each rain gauge for the largest storm event along with the total rainfall captured during the flow monitoring program.

Table 4.3 Summary of Rainfall Data (V&A)
Rain Gage Rain Event 1
Nov 28 – Dec 1, 2018 Total Over Monitoring Period
North 1.14 1.93
East 1.12 1.93
South 1.00 1.67
Average 1.09 1.85
It is important to classify the size of any major storm events captured during the flow monitoring period. National Oceanic and Atmospheric Administration Atlas 14 provides precipitation frequency estimates for the United States based on historical rainfall data and serves as the industry standard for determining total rainfall depth at specified frequencies and durations. The Atlas provides precipitation frequency estimates for 5-minute through 60-day durations at average recurrence intervals of 1-year through 1,000-year. For example, the Atlas classifies a 10-year, 24-hour storm event for Visalia as 2.28 inches. This means that in any given year, there is a 10 percent chance that 2.28 inches of rain will fall within a 24-hour period.

The largest storm event classifications for storm event 1 is classified as less than a 1-year storm event.

Wet Weather Flow Data
The flow monitoring data was also evaluated to determine how the collection system responds to wet weather events. As mentioned above, the flow monitoring program captured one significant rainfall event. The rainfall event that occurred on November 28, 2018, was associated with the largest I/I response during the flow monitoring period, and was used for the I/I analysis and model calibration.

Figure 4.4 shows an example of the wet weather response at flowmeter FM-11 during the November 28, 2018, storm event. The dashed line is the calculated BWF (baseline flow) while the dark blue line is the measured flow from the flow monitoring period (real-time flow). As shown on Figure 4.4, the amount of inflow entering the collection system during wet weather event 1 is discernable, but not significant. Additional wet weather monitoring results for all meters can be found in Appendix B.

CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-11
Figure 4.4 Example Wet Weather Flow Response (FM-11)

4.2.5 Flow Monitoring Capacity Analysis (V&A Consulting Engineers) V&A conducted a capacity analysis of each flow monitoring site during the monitoring period.

Table 4.4 presents a site-by-site anlaysis and shows the hydraulic condition of the pipeline under peak flow conditions during the flow monitoring period.

Table 4.4 Capacity Analysis Summary (V&A)
Monitoring
Site
ADWF
(mgd)
Peak
Measured
Flow
(mgd)
Peaking
Factor
Pipe
Diameter
(inches)
Peak
Measured
Depth
(inches)
Max d/D
FM-01 3.39 4.33 1.18 36 12.5 0.33
FM-02 0.06 0.25 4.51 21 8.46 0.40
FM-03 2.17 3.64 1.68 48 12.64 0.26
FM-04 5.73 8.77 1.41 36 17.95 0.46
FM-05 1.07 1.98 1.42 36 12.27 0.3
FM-06 1.23 1.94 1.46 33 9.48 0.27
FM-07 3.89 6.95 1.44 30 15.69 0.48
FM-08 0.64 1.17 0.62 24 7.36 0.17
FM-09 1.64 2.79 1.36 27 11.94 0.39
FM-10 0.72 1.72 1.71 27 9.38 0.29
FM-11 1.39 2.39 1.62 42 11.87 0.27
FM-12 0.85 1.95 1.83 28 13.17 0.36
FM-13 0.14 0.33 0.91 18 6.63 0.20
FM-14 0.57 0.98 1.46 18 10.91 0.56
FM-15 0.97 1.73 1.74 28.5 5.53 0.19
Total 11.35 16.26 1.29 - - -
Notes:
(1) Source: Sanitary Sewer Flow Monitoring, V&A Consulting Engineers, Inc. (2018). (2) Overall DWF = ((4 x Monday - Thursday) +(Friday)+(2 x Weekend))/7.

0.00 0.10

0.20 0.30

0.40 0.00 0.50

0.50 1.00

1.50 2.00

2.50 3.00
11/28 11/29 11/30 12/1 12/2 12/3 12/4
Rain (inches/hour)
Flow (mgd)
Rain ADWF Measured Data
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-12 | JUNE 2025 | FINAL
As shown in Table 4.4, FM-02 had a significant peak. After reviewing the flow data and site photos, the following was observed:
• FM-02 is downstream of the Golf Course Lift Station and the large flucuation in Peak flow/ADWF is likely related to the pump. In addition the flows from FM-02 are small relative to the system analysis and do not have a large influence. • Review of FM-01 hydrograph is not reflective of a typical ADWF curve. This site is downstream of the Airport Lift Station. The basin for FM-01 serves Industrial Park and may reflect heavy industrial use.
• With exception to FM-02, peaking factors for each basin do not exceed a value of 2.

Typical peaking factor ratios range between 3 and 4, with higher values possibly indicative of pronounced I/I flows (V&A).

4.2.6 Inflow and Infiltration Analysis (V&A Consulting Engineers) V&A conduced a detailed inflow and infiltration analysis which is based on the flow monitoring data (Appendix B). To summarize the I/I analysis, flow monitoring basins 2, 6, and 11 had the highest inflow rates. However, I/I is generally not a significant issue for the City’s system.

4.3 Historic and Design Flows
This section summarizes historic flows and establishes design flows used to model existing and projected flows for the City’s sanitary sewer collection system.

4.3.1 Historic Sanitary Sewer Flow
The City provided historical daily influent flow data at the WRF from 2014 through 2018. The data included daily flow rates, which allowed Carollo to establish AAF, ADWF, and MDDWF.

Historic flow data at the WRF is summarized in Table 4.5.

Review of the data shows that the ADWF is roughly equivalent to the AAF for a majority of the years. This is not uncommon for cities in the Central Valley with minimal GWI.

Table 4.5 Historical WRF Flows
Year AAF (mgd) ADWF (mgd) MDDWF (mgd)
2014 10.48 10.50 11.90
2015 9.81 9.81 11.99
2016 9.93 10.15 12.04
2017 10.10 10.15 11.49
2018 10.05 10.05 13.00
CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-13

4.3.2 Per Capita Sanitary Sewer Generation
Table 4.6 summarizes the residential per capita wastewater generation. The residential per capita rate was developed with 2020 census block data and the 2018 flow data. The census block data was available in GIS format and trimmed to the City’s sewer basin. Areas on septic and Goshen were removed. An estimated population within the sewer basin was then established. 2018 flow data was utilized as the flow data was separated according to land use. Table 4.6 shows that the City’s residential per capita rate is 45 gallons per capita per day (gpcd). As a conservative approach, the recommended residential per capita rate is 50 gpcd.

Table 4.6 Per Capita Generation
Visalia Sewer
Basin Population(1)
Average Residential
Flow(2)
(mgd)
Visalia Residential Per
Capita Generation
(gpcd)
Observed 141,213 6.36 45
Recommended Existing - - 50
Recommended Future - - 50
Notes:
(1) Source: 2020 Census block data.
(2) Source: 2018 V&A Flow Monitoring Program and Table 4.8. Sum of all residential users.

4.3.3 Equivalent Dwelling Units
An EDU is an approximate measurement of wastewater generated by a single-family residence.

One EDU is equal to the average amount of wastewater generated by a single-family unit. EDUs for the City are a product of the residential per capita rate and persons per housing unit.

Table 4.7 outlines the City’s EDUs.

The City’s General Plan land classification identifies single-family residential housing as very low density residential detached housing and low density residential detached housing. Therefore, flows identified in Table 4.7 as single-family residential represent very low density residential and low density residential. As shown in Table 4.7, one single-family residential EDU is equal to 150 gallons per day (gpd).

Table 4.7 Average Flow Generation Per Unit
Nomenclature Persons Per
Housing Unit(1)
Visalia Residential
Per Capita
Generation (gpcd)
Wastewater
Generation Per
Unit(3) (gpud)
EDU
Single-Family
Residential 3 50 150 1
Multi-Family
Residential 2 50 100 0.67
Notes:
(1) Source: City of Visalia Housing Element 2020 - 2023. Report noted average of 3 per household. (2) Source: 2018 V&A Flow Monitoring Program and Table 4.8. (3) Gallons per unit per day.

4.3.4 Goshen Base Flows
Goshen’s existing wastewater flows are based on recorded daily average flow rate. Data for future Goshen wastewater generation was limited. The Goshen CPU was used to establish future CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-14 | JUNE 2025 | FINAL
base flows. The Goshen CPU states that the capacity of the existing pump station will need to be increased in the near future. The Goshen CPU recommends a design capacity of 790,000 gpd.

The report states that the ultimate design flow rate is 1,451,170 gpd and would require a new pump station and larger diameter force main. Based on review of Goshen’s historic flow, a peak flow rate of 790,000 gpd is considered a conservative estimate for the planning horizon of this master plan. For planning purposes, Goshen was estimated to have a future base flow of 500,000 gpd and peak flow of 790,000 gpd. Within the hydraulic model, Goshen wastewater was applied as a point load.

4.3.5 Wastewater Unit Flow Factors
To estimate the amount of flow per acre generated by each land use category, wastewater flow factors (WWFF) were developed and are a correlation between land use and sewer generation.

These flow factors are based on the average wastewater flow generated for each land use type and were developed to project the ADWF for buildout of the City’s General Plan.

WWFF provide a method to estimate the average quantity of flow per acre for each type of land use. The flow factors are expressed in gallons per day per acre (gpd/ac). The flow factors were developed using the following procedure:
• Average flows for each flow metering tributary area were derived from the flow monitoring data.
• Using GIS information, the acres for each existing land use type contained in each flow monitoring tributary area were calculated. Land use identified as vacant or on septic were excluded from existing estimates and added under future scenarios. • Preliminary WWFF for each land use type were estimated based on similar cities and previous experience.
• The WWFF for each flow metering tributary were then balanced (adjusted up or down) to match the calculated average flows from each tributary to the measured flows during the flow monitoring period.
• Once the WWFF for each flowmeter tributary area were balanced, the weighted average of the coefficients for each existing land use type was calculated based on the acreage contribution from each metering tributary area.
• The weighted average WWFF were then adjusted for the entire developed sewer service area until they matched the baseline DWF. The adjusted WWF are considered representative of the wastewater generation by land use for the entire City and are used to project buildout average wastewater flows of the UGB. • The WWFF for the Planning Area was developed under the assumption that 70 percent is residential, 20 percent is commercial, and 10 percent is parks. An average of 520 gpd/ac was developed.

To summarize the process, WWFF were developed from the flow monitoring data as well as the base City-wide flow of 10.5 mgd. The WWFF are shown in Table 4.8.

Over the years, these factors can vary due to drought conditions, promotion of efficient plumbing fixtures, ongoing water restrictions, and water rate increases. It is recommended to continuously update these factors.

CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-15
Table 4.8 Wastewater Flow Factors by Land Use Category
Land Use Category
Wastewater Factors
Developed Total
(acres)
Wastewater Flow
Coefficients
(gpd/ac)
Existing
Wastewater Flow
(gpd)
Residential
Residential Very Low Density 307 280 85,900
Residential Low Density 10,700 470 5,029,000
Residential Medium Density 788 1,000 788,000
Residential High Density 267 1,700 454,400
Commercial/Industrial
Business Research Park 61 450 27,300
Commercial Mixed Use 820 750 614,700
Commercial Neighborhood 148 900 133,100
Commercial Regional 307 650 199,500
Commercial Service 446 650 289,700
Industrial 1,336 1,100 1,469,800
Light Industrial 226 600 135,300
Office 386 700 270,300
Other
Downtown Mixed Use 215 850 183,000
Public/Institutional 1,351 450 607,800
Parks/Recreation 844 0 0
Reserve 1 0 0
Conservation 604 0 0
Agricultural 0 0 0
Goshen - - 250,000(1)
Total 18,805 - 10,537,800
Notes:
(1) Goshen existing wastewater flows are based on an average flow rate of observed data.

As with most cities in California, residential land use accounts for a majority of development and wastewater flow. For the City, residential customers account for 60 percent of current flow, commercial and industrial users account for 30 percent, public facilities account for 8 percent, and Goshen 2 percent of flows.

4.3.6 Existing Base Flow
To estimate existing base flow, a combination of historical flow data from the WRF, 2018 water billing data, and the temporary monitoring program were used (details provided in Section 5.2).

During the flow monitoring program DWFs averaged 11.35 mgd (Table 4.2). This flow rate was somewhat higher than the previous measured five-year ADWF. Therefore, baseline flows were decreased to 10.5 mgd for planning purposes. This is consistent with previous data (Table 4.5).

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-16 | JUNE 2025 | FINAL

4.3.7 Future Base Flow
Urban Growth Boundary Buildout
Based on the projected buildout of the UGB occurring prior to 2040, it was determined that the most accurate forecasting methodology for future sewer flow included land use within the UGB and wastewater flow factors (land use (acre) x WWFF (gpd/ac)).

Sphere of Influence Buildout
Buildout of the SOI applied to land in the southwest and required changing land use from reserve to commercial. Forecasting the future sewer flows included the use of a commercial flow factor of 900 gpd/ac.

Ultimate Buildout (Buildout of Planning Area)
Ultimate buildout was considered to remain consistent with previous master plans and to provide a preliminary analysis of required infrastructure and size. Ultimate projected flows consist of areas expected to develop north and east of the UGB. The land use within the Planning Area assumes 70 percent residential, 20 percent commercial, and 10 percent open space.

Wastewater flow projections for this area are based on average WWFFs for residential and commercial. Appendix C provides a summary of projected flows for ultimate buildout.

Known Development
Known residential development flow projections were based on WWFFs to project AAF. As shown in Table 4.9, known developments within the UGB are projected to have an AAF of

0.4 mgd. Wastewater generation from known development is approximately 5 percent of estimated future flow, therefore land use and WWFF were used for known development to remain consisted with loading of each future scenario.

Table 4.9 Known Development Flow Projections
No. Planned Development Name Land Use(1) WWFF Acreage(2) AAF (gpd)(3)(4) 1 Wood Ranch Low Density 470 3.59 1,700
2 Luisi Acres Medium
Density 1,000 12.24 12,200
3 Lance Lane Estates Low Density 470 19.95 9,400
4 Willow Springs Low Density 470 39.66 18,600
5 Walnut Park Estates Low Density 470 11.97 5,600
6 Highland Park Estates at
Shannon Ranch
Medium
Density 1,000 14.34 14,300
7 Highland Park Estates Low Density 470 38.8 18,200
8 River Run Ranch 5-7 Low Density 470 28.28 13,300
9 Visalia Palms Medium
Density 1,000 4.16 4,200
10 Maddox at Caldwell VII Medium
Density 1,000 8.35 8,400
11 Shannon Ranch 3 Low Density 470 14.01 6,600
12 Diamond Oaks Medium
Density 1,000 29.55 29,600
CHAPTER 4 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL| JUNE 2025 | 4-17
No. Planned Development Name Land Use(1) WWFF Acreage(2) AAF (gpd)(3)(4) 13 Campo Estates Low Density 470 10.19 4,800
14 The Grove Medium
Density 1,000 11.22 11,200
15 Houdini Acres Low Density 470 2.15 1,000
16 Lowery West Low Density 470 14.16 6,700
17 Cherry Creek Low Density 470 9.7 4,600
18 Rose Estates Low Density 470 3 1,400
19 Teagan Ranch Low Density 470 1.58 700
20 River Island Ranch Low Density 470 61.4 28,900
21 Quintana De Oro Low Density 470 5 2,400
22 Orchard Walk Low Density 470 24.7 11,600
23 Diamond Oaks Unit 1 Low Density 470 13.89 6,500
24 Luisi Acres Unit 5 Phase 2 Low Density 470 5.1 2,400 25 Los Pinos Low Density 470 7 3,300
26 Quail River Apartments Medium
Density 1,000 7.1 7,100
27 Diamond Oaks Multi-Family Low Density 470 13.2 6,200 28 East Haven Duplexes Low Density 470 1.78 800
29 Visalia Apartments Medium
Density 1,000 15.9 15,900
30 Bonadventure Unit 2 Phase 2(1) Low Density 470 1.5 700 31 La Valencia(1) Low Density 470 1.5 700
32 Northgate Estates(1) Low Density 470 2 900
33 Da Vinci at Bella Sera(1) Low Density 470 3 1,400
35 Oak Meadow Estates No. 5(1) Very Low
Density 280 1.5 400
36 Riggin Ranch(1) Low Density 470 2.5 1,200
37 Stonegate Estates(1) Low Density 470 0.5 200
38 Hall Estates Low Density 470 8.3 3,900
39 Pinkham Ranch(1) Low Density 470 1.4 700
40 Los Gatos(1) Low Density 470 2.2 1,000
41 Oakglen Estates(1) Low Density 470 0.7 300
42 Cobblestone Estates II, Unit 3 Low Density 470 7.1 3,300 43 Pheasant Ridge Unit No. 2,
Phase 1(1) Low Density 470 1 500
44 Quail River Low Density 470 45.3 21,300
45 Shannon Ranch 3 Units 1-4 & 6(1) Low Density 470 2 900 47 Pine River Ranch Estates Phase
1(1) Low Density 470 1.2 600
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 4 4-18 | JUNE 2025 | FINAL
No. Planned Development Name Land Use(1) WWFF Acreage(2) AAF (gpd)(3)(4) 48 Rancho Santa Fe Estates Unit 3
Phase 1(1) Low Density 470 1 500
50 Shannon Ranch 3 Units 13 & 14 Low Density 470 10.1 4,700 51 Kayenta Crossing Low Density 470 19.95 9,400
55 San Sebastian III Low Density 470 1.5 700
56 Eagle Meadows Low Density 470 13.8 6,500
57 Shannon Ranch 3 Units 5, 7-8 Low Density 470 17.2 8,100 58 Luisi Acres Unit 5 Phase 1 Low Density 470 4.7 2,200 59 Quail Park Senior Independent
Living
Medium
Density 1,000 3.7 3,700
60 Sterling Oaks Unit 1 Low Density 470 36.3 17,100
64 Emerald Creek Low Density 470 10.2 4,800
65 Willow Springs Unit 1 Low Density 470 3.7 1,700
66 Lowery West Phase 1A Low Density 470 16.3 7,700
67 Lowery West Phase 1B Low Density 470 17.5 8,200
68 Southern Highlands/ Rancho
Verde Low Density 470 14.3 6,700
69 Candelas Low Density 470 32.8 15,400
70 Reimer Low Density 11.2 5,300
Total - - 727.92 398,300
Notes:
(1) General Plan GIS data was used to determine land use. (2) Acreage is based on current development size. If construction had started, GIS was utilized to review and update approximate area (as of October 2021).
(3) Flows rounded to nearest hundred.
(4) WWFF and acreage were used to determine flow rate.

4.3.8 Existing and Projected Design Flows
PWWF typically defines the peak flow within a sanitary sewer collection system. However, wet weather data and hydraulic model calibration show peak flow during the dry months was greater. Therefore, PDWF represents peak flow within the collection system.

The design MDDWF was established by reviewing the historic data and a flow rate of 13.0 mgd was selected. The hydraulic model was updated to reflect the MDDWF. Projected MDDWF was determined by applying a peaking factor to the future average flow. Within the model, 24-hour diurnal patterns were applied to the MDDWF and the PDWF was established. The diurnal patterns were developed from the flow monitoring data and reflects real-time flow patterns.

Table 4.10 presents a summary of existing and projected flows at the WRF. As shown, the existing PDWF is estimated at 17.4 mgd and is projected to increase to 30.0 mgd at buildout of the UGB. SOI flows are estimated to increase flows from UGB by 0.9 mgd.

COLLECTION SYSTEM HYDRAULIC MODEL

DEVELOPMENT AND CALIBRATIONS
This chapter summarizes the hydraulic model update process, including a summary of the modeling software selection, a description of the modeled collection system, the hydraulic model elements, and the model calibration process.

Sanitary Sewer Collection System Hydraulic Model Update A sewer collection system model is a simplified representation of the real sewer system. Sewer system models can assess the conveyance capacity for a collection system. In addition, sewer system models can perform “what if” scenarios to assess the impacts of future developments and land use changes. The City’s collection system hydraulic model was updated using a multi-step process utilizing data from a variety of sources.

5.1.1 Hydraulic Modeling Software
The City’s previous hydraulic model was developed by Carollo using H2OMAP Sewer, by Innovyze. The City’s previous hydraulic model was developed as part of the previous Master Plan using the City’s utility mapping information supplemented by as-built drawings and other available data sources. The H2OMAP Sewer modeling platform was retired in 2017.

InfoSWMM®, developed by Innovyze was selected as the new software platform for the City’s updated hydraulic model. The hydraulic modeling engine for InfoSWMM® uses the EPA’s SWMM, which is widely used throughout the world for planning, analysis, and design related to stormwater runoff, combined sewers, sanitary sewers, and other drainage systems. InfoSWMM® routes flows through the model using the Dynamic Wave method, which solves the complete Saint Venant, one dimensional equations of fluid flow.

InfoSWMM® consists of multiple products that work together to bring a graphical approach to the analysis and design of wastewater and stormwater collection systems. The program includes integration with GIS data.

5.1.2 Data Collection and Validation
The existing collection system was mainly transferred from the previous model and updated with available drawings, as-builts, and GIS data. Figure 5.1 shows the skeletonized modeled sanitary sewer collection system.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 5 5-2 | JUNE 2025 | FINAL

5.1.3 Skeletonizing
Skeletonizing is the process of removing pipelines not considered to be essential for the purpose of the analysis. While skeletonizing a system minimizes the number of pipelines analyzed, an accurate representation of the collection system is maintained. For the City’s hydraulic model, pipelines 10 inches in diameter or larger were included as well as some smaller diameter pipelines for connectivity. Otherwise, pipelines 8 inches or smaller were excluded.

5.1.4 Elements of the Hydraulic Model
The following provides a brief overview of the major elements of the City’s hydraulic model and the required input parameters associated with each:
• Junctions: Sewer manholes, cleanouts, as well as other locations where pipe sizes change or where pipelines intersect are represented by junctions in the hydraulic model.

Required inputs for junctions include rim elevation, invert elevation, and surcharge depth (used to represent pressurized systems). Junctions are also used to represent locations where flows are split or diverted between two or more downstream links. • Pipes: Gravity sewers and force mains are represented as pipes in the hydraulic model.

Input parameters for pipes include length, friction factor (e.g., Manning’s n for gravity mains, Hazen Williams C for force mains), invert elevations, diameter, and if the pipe is a force main or gravity main.
• Storage Nodes: For sewer system modeling, storage nodes typically are used to represent lift station wet wells (although other storage basins, etc. can be modeled as storage nodes). Input parameters for storage nodes include invert elevation, wet well depth, and wet well cross section.
• Pumps: Pumps are included in the hydraulic model as links. Input parameters for pumps include pump curves and operational controls.
• Outfalls: Outfalls represent areas where flow leaves the system. For sewer system modeling, an outfall typically represents the connection to the influent pump station or headworks of a WRF.
• Patterns: Diurnal patterns are used to simulate the variation in flow throughout the day.

Patterns can be established for any time period, including multi-day patterns (48-hour, 72-hour, etc.).
• Inflows: The following are the two types of wastewater flow sources that can be injected into individual model junctions (and storage nodes):
- Loads: Loads simulate base sanitary wastewater flows and represent the average flow. The base flows are multiplied by a pattern that varies the flow temporally. The base flow diurnal patterns are adjusted during the dry weather calibration process.

Sanitary loads can be applied to manholes, wet wells, and pressure junctions. - Stormwater Flows: Rain-derived infiltration and inflow (RDII) are applied in the model by assigning a unit hydrograph and a corresponding catchment to a given loading manhole. The unit hydrographs consist of several parameters that are used to adjust the volume of RDII that enters the system at a given location. These parameters are adjusted during the wet weather calibration process. !P
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Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
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Data Sources: City of Visalia, ESRI
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12" and Smaller
15" - 18"
20" - 27"
30" - 36"
Greater than 36"
Modeled Force Main
St Johns River
City of Goshen
City Limits
Parcels
Figure 5.1 Modeled Collection System
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CHAPTER 5 | SANITARY SEWER SYSTEM MASTER PLAN| CITY OF VISALIA FINAL| JUNE 2025 | 5-5

5.1.5 Hydraulic Model Conversion, Update, and Review
Model conversion, update, and review was a multi-step process. Once the model was converted to InfoSWMM, Carollo reviewed the hydraulic model against industry standards to identify discrepancies and to determine which aspects of the model needed to be updated. The model review process is summarized below:
• Step 1: H2OMAP Sewer and InfoSWMM were offered by the same software vendor. The two packages allow for the transfer of H2OMAP Sewer files to InfoSWMM. The files transferred included the sewer system as of 2005 and pipelines planned for future growth. • Step 2: Some of the physical and operational data within H2OMAP Sewer model is incompatible with InfoSWMM. These features were input manually. • Step 3: Verify that the model data (i.e., inverts, diameters, etc.) were transferred correctly and that the flow direction, size, and layout of the modeled pipelines were logical. Because the model was last updated in 2005, pipeline drawings and as-built plans were reviewed and used to update the model to reflect the recent configuration. • Step 4: Review pipeline connectivity to determine, in a general sense, how flows are routed through collection system basins, and to identify the locations of potential overflows. • Step 5: Review the model/GIS facilities database to determine which portions of the existing City limits are currently served and which are not currently connected to the wastewater collection system.
• Step 6: Review baseline wastewater flows in the existing hydraulic model to determine the need to develop new wastewater flow factors and reallocate the model. • Step 7: Review other miscellaneous model parameters (including calculation options).

In general, the City’s hydraulic model was constructed well and there were very few discrepancies with the physical configuration and invert elevations of the existing modeled collection system facilities. There were major trunk segments that were added to the model due to new construction and expansion of the City.

Sanitary Sewer Load Allocation
Determining the quantity of BWFs generated by a municipality and how they are distributed throughout the collection system is a critical component of the hydraulic modeling process.

Various techniques can be used to assign wastewater flows to individual model junctions, depending on the type of data that is available. Adequate estimates of the volume of wastewater are important in maintaining and sizing sewer system facilities, both for present and future conditions. Baseline wastewater loads were allocated (assigned to specific nodes) in the hydraulic model based on land use data provided by the City, as well as the flow data from the temporary flow monitoring program. The following steps outline the wastewater load allocation process:
• Step 1: The City’s service area was broken up into 913 individual loading polygons. In a "skeletonized" (i.e., truncated model) model, a loading polygon will usually encompass a particular subdivision or grouping of lots. However, a loading polygon could be as small as a few parcels. Each loading polygon represents the geographic area that contributes flows into a single model node (i.e., manhole), and was developed using GIS based on the City’s parcel and sewer pipeline shapefiles.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 5 5-6 | JUNE 2025 | FINAL
• Step 2: One approach for estimating the existing ADWF associated with each loading polygon is based on land use designations, flow coefficients, and land use area. In reality, the wastewater generation rates of each existing customer will vary from an average flow coefficient (significantly in some cases). For this reason, water billing records can be considered as an alternative to the land use based load allocation method for existing DWFs. For this project, water consumption billing records by parcel were available. Thus, the billing records were used. Billing records were assigned point loads in GIS. Loading polygons were developed based on the parcels that discharge into certain manholes. InfoSWMM's "Load Allocator" was used to calculate and assign the loads in the model. The land use method was used for future 2040 loads. WWFF were developed by balancing typical wastewater flow coefficients with the flow monitoring data. Connected parcels were assigned a land use in GIS. Loading polygons were developed based on the parcels that discharge into certain manholes. InfoSWMM's "Load Allocator" tool used the WWFF, parcel data, and the loading polygons to calculate the ADWF and assign the loads in the model.
• Step 3: Once the existing wastewater flows were allocated into the model, they were adjusted as needed during model calibration to closely match the DWFs recorded during the flow monitoring program.

Hydraulic Model Calibration
Hydraulic model calibration is a crucial component of the hydraulic modeling effort. Calibrating the model to match data collected during the flow monitoring program is necessary to achieve the most accurate results possible. The calibration process typically consists of calibrating to both dry and wet weather conditions.

For this project, flow monitoring was conducted at 15 metering sites for a period of 42 days.

DWF and WWF calibration provides an accurate depiction of BWF generated within the study area. The WWF calibration consists of calibrating the hydraulic model to a specific storm event(s) to accurately simulate the peak and volume of I/I into the sewer system. The amount of I/I is essentially the difference between the WWF and DWF components.

The WWF calibration consisted of a single storm event captured during the flow monitoring program (November 28 through December 3, 2018).

5.3.1 Wastewater Calibration Standards
The hydraulic model was calibrated in accordance with international modeling standards. The Wastewater Planning Users Group (WaPUG), a section of the Chartered Institution of Water and Environmental Management, has established generally agreed upon principles for model verification. The dry weather and wet weather calibration focused on meeting the recommendations on model verification contained in the “Code of Practice for the Hydraulic Modeling of Sewer Systems,” published by the WaPUG (WaPUG, 2002), as summarized below:
• Dry Weather Calibration Standards: Dry weather calibration should be carried out for a minimum of two dry weather days and the modeled flows and depths should be compared to the field measured flows and depths. Both the modeled and field measured flow hydrographs should closely follow each other in both shape and CHAPTER 5 | SANITARY SEWER SYSTEM MASTER PLAN| CITY OF VISALIA FINAL| JUNE 2025 | 5-7
magnitude. In addition to the shape, the flow hydrographs should also meet the following criteria as a general guide:
- The timing of flow peaks and troughs should be within 1 hour. - The peak flow rate should be within the range of ±10 percent. - The volume of flow (or the average rate of flow) should be within the range of ±10 percent. If applicable, care should be taken to exclude periods of missing or inaccurate data.
• Wet Weather Calibration Standards: The model simulated flows should be compared to the field measured flows. The flow hydrographs for storm events should closely follow each other in both shape and magnitude. In addition to the shape, the flow hydrographs should also meet the following criteria as a general guide:
- The timing of the peaks and troughs should be similar with regard to the duration of the events.
- The peak flow rates at significant peaks should be in the range of +25 percent to -15 percent and should be generally similar throughout. - The volume of flow (or the average flow rate) should be within the range of +20 percent to -10 percent.

5.3.2 Dry Weather Flow Calibration
The DWF calibration process consists of several elements, as outlined below:
• Divide the system into flowmeter tributaries. The first step in the calibration process was to divide the City into flowmeter tributary areas. Fifteen tributary areas were created, one for each flowmeter from the temporary flow monitoring program. A map showing the locations of each flow monitoring site and their associated tributary area are provided in Chapter 4 along with a schematic of the flowmeters. • Define flow volumes within each area. The next step was to define the flow volumes within each area, which was accomplished in the flow allocation step. • Create diurnal patterns to match the temporal distribution of flow. A diurnal curve is a pattern of hourly multipliers that are applied to the base flow to simulate the variation in flow that occurs throughout the day. Two diurnal curves were developed for each flow monitoring tributary area, one representing weekday flow and one representing weekend flow. The diurnal patterns were initially developed based on the flow monitoring data and adjusted as part of the calibration process until the model simulated flows matched the field measured flows as closely as possible. Figure 5.2 shows the calibrated weekday and weekend diurnal patterns for the area tributary to FM-09. Similar diurnal curves were developed for each of the meters and its tributary area. The DWF calibration curves are provided in Appendix D.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 5 5-8 | JUNE 2025 | FINAL
Figure 5.2 Example Weekday and Weekend ADWF Diurnal Patterns (Site FM-09) CHAPTER 5 | SANITARY SEWER SYSTEM MASTER PLAN| CITY OF VISALIA FINAL | JUNE 2025 | 5-9
• Adjust model variables to match field-measured velocity and flow depths. After the model-simulated flows satisfactorily matched the field-measured flows, the model-simulated velocity and flow depth were compared to the field-measured velocity and flow depth. Adjustments were then made to various model parameters until the modeled and measured velocity and depth closely matched each other. For this process, the primary varied parameters were pipeline roughness (Manning’s n) and sediment buildup in the pipe, although other parameters can also be adjusted as calibration results are generated.
- Manning’s roughness coefficients, or n values, have industry-accepted ranges based on a number of variables. Roughness coefficients increase over time depending on the construction methods, installation quality, system maintenance, and other environmental factors. Additionally, certain factors within the City’s collection system can result in roughness coefficients that differ from the typical range. For example, pipeline bellies, joint misalignment, cracks, and debris (e.g., root intrusion) lead to increased turbulence in a pipe, which in turn increases the apparent Manning’s n factor.
- If the model is unable to reasonably match the field-measured flow depth and velocity without leaving the acceptable range of Manning’s roughness coefficients, further investigation is conducted to determine the cause of the discrepancy.

Causes of the discrepancy can include errors in a pipeline’s slope or diameter, downstream blockages, pipeline sags, and, in some cases, influences from downstream lift station operations.

Table 5.1 provides a summary of the DWF calibration using the average and daily peak flow results for both weekday and weekend conditions. As shown in Table 5.1, the model simulated average flows for both weekday and weekend DWF within 10 percent. • FM-02: The modeled velocity was approximately 26 percent higher than the measured velocity from the flow monitoring program. It is suspected that sediment buildup within the system is more significant than what the hydraulic model simulates. With flow and depth within range and considering the flow is relatively small this site is considered acceptable.
• FM-15: The modeled velocity was approximately 32 percent lower than the measured velocity and the modeled depth was approximately 32 percent higher than the measured depth. It is suspected that pipe inverts are not correct in the model due to potential pipe defects. The model inverts in this area were checked against the drawings and found no discrepancy. It is recommended for future modeling efforts that pipeline inverts are checked during meter installation to determine the slope. The flow data was match and allowed the model to accurately determine flows generated upstream of the flowmeter.

Appendix D contains a detailed DWF calibration summary sheet for each of the 15 metering sites. Each calibration sheet provides plots that compare the model simulated and field measured flow, velocity, and level data for both weekday and weekend conditions. Figure 5.3 shows an example of the dry weather calibration.

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CHAPTER 5 | SANITARY SEWER SYSTEM MASTER PLAN| CITY OF VISALIA FINAL | JUNE 2025 | 5-11
Table 5.1 Dry Weather Flow Calibration Summary
Meter
Number
Pipe
Diameter
(inches)
Weekday Weekend Overall ADWF
Measured Data(1) Modeled Data Percent Error Measured Data(1) Modeled Data Percent Error Measured
(mgd)
Modeled
(mgd)
Percent
Error (%)
Avg.

Flow
(mgd)
Avg.

Velocity
(ft/s)
Avg.

Level
(inches)
Avg.

Flow
(mgd)
Avg.

Velocity
(ft/s)
Avg.

Level
(inches)
Avg.

Flow
(%)
Avg.

Velocity
(%)
Avg.

Level
(%)
Avg.

Flow
(mgd)
Avg.

Velocity
(ft/s)
Avg.

Level
(inches)
Avg.

Flow
(mgd)
Avg.

Velocity
(ft/s)
Avg.

Level
(inches)
Avg.

Flow
(%)
Avg.

Velocity
(%)
Avg.

Level
(%)
Site 1 36 3.41 2.73 11.4 3.483 2.65 11.9 2.1 -3.0 3.6 3.35 2.69 11.4 3.51 2.66 11.9 5.0 -1.2 4.4 3.39 3.49 2.9 Site 2 21 0.06 0.28 6.5 0.065 0.36 6.9 7.4 25.9 6.4 0.04 0.22 6.0 0.04 0.28 6.6 8.6 26.4 10.3 0.05 0.06 7.6 Site 3 48 2.13 1.91 9.2 2.138 1.91 9.3 0.5 0.0 0.3 2.27 1.93 9.4 2.31 1.94 9.5 1.8 0.1 0.9 2.17 2.19 0.9 Site 4 36 5.72 3.42 14.0 5.592 3.46 13.7 -2.2 1.3 -2.3 5.76 3.40 14.0 5.69 3.46 13.8 -1.1 1.8 -1.9 5.73 5.62 -1.9 Site 5 36 1.06 1.13 9.2 1.028 1.18 8.7 -2.7 4.4 -4.9 1.10 1.12 9.4 1.09 1.19 8.9 -0.7 5.9 -4.6 1.07 1.05 -2.1 Site 6 33 1.23 1.76 7.7 1.292 1.82 7.8 5.1 3.7 1.4 1.22 1.76 7.6 1.29 1.81 7.8 5.6 2.7 2.5 1.23 1.29 5.3 Site 7 30 3.87 3.21 12.0 3.772 3.22 11.8 -2.6 0.4 -2.1 3.91 3.21 12.0 3.77 3.20 11.7 -3.6 -0.4 -2.5 3.89 3.77 -2.9 Site 8 24 0.63 1.70 5.6 0.644 1.83 5.4 2.8 7.9 -2.5 0.67 1.73 5.7 0.69 1.86 5.6 3.8 7.7 -1.8 0.64 0.66 3.1 Site 9 27 1.61 2.07 9.1 1.698 2.12 9.4 5.7 2.1 3.5 1.73 2.11 9.3 1.80 2.14 9.6 4.2 1.2 3.5 1.64 1.73 5.3 Site 10 27 0.71 1.72 5.7 0.730 1.76 5.8 3.1 2.3 1.5 0.76 1.75 5.8 0.78 1.78 5.9 2.8 1.5 2.0 0.72 0.74 3.0 Site 11 42 1.40 1.45 8.8 1.441 1.44 9.0 3.0 -0.9 3.0 1.37 1.46 8.6 1.43 1.43 9.0 3.8 -1.6 4.2 1.39 1.44 3.2 Site 12 28 0.84 1.16 8.4 0.888 1.26 8.4 5.8 8.8 0.5 0.87 1.14 8.6 0.93 1.27 8.6 6.9 11.9 -0.6 0.85 0.90 6.1 Site 13 18 0.14 0.70 3.9 0.132 0.68 4.0 -2.2 -4.0 1.6 0.15 0.73 4.1 0.15 0.70 4.1 -2.6 -3.8 1.4 0.14 0.14 -2.3 Site 14 18 0.57 1.01 8.6 0.604 1.05 8.9 6.1 3.3 3.4 0.57 1.01 8.6 0.61 1.05 8.9 6.2 3.9 3.2 0.57 0.60 6.1 Site 15 28.5 0.95 3.96 3.9 0.991 2.70 5.1 4.1 -31.9 31.8 1.00 3.98 3.9 1.04 2.73 5.2 3.9 -31.4 32.8 0.97 1.01 4.0 Notes:
(1) Source: City of Visalia 2018 Temporary Flow Monitoring Program, V&A Consulting Engineers. Average flows are calculated from flow monitoring data.

0.4 0.8

1.2 1.6

2.0 2.4

2.8 Flow (mgd)
Days
Flow Calibration
Modeled Flow Measured Flow
0 24 48 72 96 120 144

1.0 1.4

1.8 2.2

2.6 3.0
Velocity (ft/s)
Days
Velocity Calibration
Modeled Velocity Measured Velocity
0 24 48 72 96 120 144

4.0 5.0

6.0 7.0

8.0 9.0

10.0 11.0

12.0 Level (in)
Days
Level Calibration
Modeled Level Measured Level
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5.3.3 Wet Weather Flow Calibration
The wet weather calibration enables the hydraulic model to accurately simulate I/I entering the collection system during a large storm event. As outlined below, the WWF calibration process consists of several elements:
• Identify calibration rainfall events. For this project, the WWF calibration process consists of running model simulations of a historic rainfall event. The goal of any WWF calibration is to capture and characterize a system’s response to a significant rainfall event, preferably during wet antecedent moisture conditions. During the temporary flow monitoring program, one major storm event was captured on November 28 to December 03, 2018. This storm event was used for wet weather calibration. • Define RDII tributary areas. For the WWF calibration, RDII flows are superimposed on top of the DWF. The model calculates RDII by assigning “RDII Inflows” to each node in the model. RDII inflows consist of both a unit hydrograph and the total area that is tributary to the model node. The RDII tributary areas were calculated in GIS using the loading polygons. The tributary area provides a means to transform hourly rainfall depth from the rainfall hyetographs into a rainfall volume. The rainfall volume is transformed into actual RDII flows using the unit hydrograph, as described in the next step. • Create I/I parameter database and modify to match field measured flows. The main step in the WWF calibration process involved creating a custom unit hydrograph for the study area using the “RTK Method,” which is widely used in collection system master planning.

Using the RTK Method, the RDII unit hydrograph is the summation of three separate triangular hydrographs (short term, medium term, and long term), which are each defined by three parameters: R, T, and K. R represents the fraction of rainfall over the sewer basin that enters the collection system; T represents the time to peak of the of the hydrograph; and K represents the ratio of time to recession to the time to peak.

Therefore, there are a total of nine separate variables associated with a unit hydrograph.

Figure 5.4 shows the shape of an example unit hydrograph.

CHAPTER 5 | SANITARY SEWER SYSTEM MASTER PLAN| CITY OF VISALIA FINAL | JUNE 2025| 5-15
Figure 5.4 Example RDII Unit Hydrograph
The hydrograph utilizes the R-values (percent of rainfall that enters the collection system) calculated for each basin to simulate I/I. The nine variables in each unit hydrograph were initially set based on engineering judgment and then adjusted until the model simulated flows (both peak flows and average flows) matched closely with the field measured flows.

As with the dry weather calibration, the wet weather calibration process compared the measured flow data with the model output. Comparisons were made for average and peak flows as well as the temporal distribution of flow until flows returned to their baseline levels.

Figure 5.5 is an example WWF calibration sheet for flowmeter site FM-06. The WWF calibration sheets show figures comparing the measured data and model results for flow, velocity, and level in response to rainfall. The WWF calibrations sheets for all sites are provided in Appendix E.

There is good correlation between the model-simulated flows and the flows that were measured at each meter location.
• FM-02: The modeled velocity was approximately 27 percent higher than the measured velocity from the flow monitoring program. It is suspected that sediment buildup within the system is more significant than what the hydraulic model simulates. • FM-15: The modeled velocity was approximately 31 percent lower than the measured velocity and the modeled depth was approximately 34 percent higher than the measured depth. This issue was previously identified under dry weather calibration, and any variation from dry weather will carry over to wet weather.

Overall, the model accurately simulated the effects of wet weather events and was considered calibrated and ready to use for capacity analysis purposes.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 5 5-16 | JUNE 2025 | FINAL

5.3.4 Collection System Hydraulic Model Calibration Summary In summary, the calibration results indicate the model predicts conditions similar to those observed in the field. Within a few isolated areas of the model, there are some very minor discrepancies, but the overall collection system is very well represented in the model.

Based on the results presented in this chapter, it can be concluded that the model is calibrated to dry and wet weather flow conditions. The model provides an accurate representation of the City’s sanitary collection system to a level suitable for this Master Plan and for the City’s future hydraulic modeling needs.

CHAPTER 5 | SANITARY SEWER SYSTEM MASTER PLAN| CITY OF VISALIA FINAL | JUNE 2025| 5-17
Figure 5.5 Example WWF Calibration Sheet (Site FM-06)

0.00 0.10

0.20 0.30

0.40 0.0 0.50

0.5 1.0

1.5 2.0

2.5 3.0
11/28 11/29 11/30 12/1 12/2 12/3 12/4
Flow (mgd)
Rain (inches/hour)
Flow Calibration
Rain ADWF Measured Data Modeled Data

0.00 0.10

0.20 0.30

0.40 0.0 0.50

0.5 1.0

1.5 2.0

2.5 3.0

3.5 11/28 11/29 11/30 12/1 12/2 12/3 12/4
Rain (inches/hour)
Velocity (ft/s)
Velocity Calibration
Rain Measured Data Modeled Data

0.00 0.10

0.20 0.30

SYSTEM EVALUATION AND PROPOSED

IMPROVEMENTS
This chapter presents the planning criteria used to evaluate the existing infrastructure and size future improvements. Results of the capacity evaluation and recommended improvements to mitigate system deficiencies and serve future users are also presented in this chapter.

6.1 Gravity Sewer Criteria
The capacity of the City’s sanitary sewer collection system was evaluated based on the planning criteria defined in this section. The planning criteria addresses the collection system capacity, gravity sewer pipe slopes, and maximum allowable depth of flow within a sewer. The evaluation criteria used for the evaluation of the City’s sewer system are summarized in Table 6.1.

6.1.1 Manning’s Coefficient (n)
The Manning's coefficient "n" is a friction coefficient that varies with respect to pipe material, size of pipe, depth of flow, smoothness of joints, root intrusion, and other factors. For sewer pipes, the Manning's coefficient typically ranges between 0.011 and 0.017, with 0.013 being a representative value used for system planning purposes. Due to unknown conditions of existing pipelines, a conservative Manning's “n” factor of 0.013 was initially used for the evaluation of all existing collection system pipelines. Pipe roughness values were then adjusted during calibration. The evaluation of all proposed pipelines used a Manning's “n” factor of 0.013.

6.1.2 Peak Flow Depth Criteria
The primary criterion used to identify capacity-deficient sewers or to size new sewer improvements is the maximum d/D. The d/D value is defined as the depth of flow (d) in a pipe during peak (design) flow conditions divided by the pipe’s diameter (D). Based on Carollo’s experience and industry standards, the following criteria were recommended:
• Flow Depth for Existing Sewers: Maximum flow-depth criteria for existing sanitary sewers are established based on a number of factors, including the acceptable risk tolerance of the utility, local standards and codes, and other factors. Using a conservative d/D ratio when evaluating existing sewers may lead to unnecessary replacement of existing pipelines. Conversely, lenient flow-depth criteria could increase the risk of sanitary sewer overflows (SSOs). Ultimately, the maximum allowable flow-depth criteria should be established to be as cost-effective as possible, while at the same time reducing the risk of SSOs to the greatest extent possible. The maximum flow depth for an existing sewer was defined as 0.92 for this Master Plan. • Flow Depth for New Sewers: When sizing new sewer pipelines, it is common practice to adopt variable flow-depth criteria for various pipe sizes. Design d/D ratios typically range from 0.5 to 0.92, with the lower values typically used for smaller pipes, which may experience flow peaks greater than design flow or blockages from debris, paper, or rags.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-2 | JUNE 2025 | FINAL
For pipelines 12 inches in diameter and smaller, the maximum d/D value is 0.67 or 67 percent of the pipeline depth. For Pipelines 15 inches and larger, the maximum d/D is

0.75. Table 6.1 Sanitary Sewer Collection System Peak Flow Depth Criteria Flow Depth, d/D
Maximum Flow Depth for Existing Sewers
Pipe Diameter Maximum d/D Ratio (Peak Flow)
12-inches and Smaller 0.92
15-inches and Larger 0.92
Maximum Flow Depth for New Sewers
Pipe Diameter Maximum d/D Ratio (Peak Flow)
10-inches and Smaller 0.5
12-inches to 15-inches 0.67
Larger than 15-inches 0.75
Head Loss in Pipelines
New Gravity Pipeline Manning’s n = 0.013
Pressure Pipelines Hazen William’s C = 120
Lift Station and Force Mains
Minimum Velocity 2 ft/s
Maximum Velocity 6.5 ft/s
Lift Station Capacity(1) Firm Capacity Under Peak flows Notes:
(1) Firm capacity represents the lift stations capacity with the largest pump out of service.

6.1.3 Design Velocities and Minimum Slopes
To minimize the settlement of sewage solids, it is industry standard to specify a minimum velocity of 2 ft/s be maintained. At this velocity, the sewer flow will provide self-cleaning of the pipe. Table 6.2 lists the recommended minimum slopes and their corresponding maximum flows for maintaining self-cleaning velocities (equal to or greater than 2 ft/s) when the pipe is flowing at its maximum design depth (d/D ratio). In order to minimize the need to install lift stations, the City can accept flatter slopes when the preferred slopes are not practical.

Table 6.2 Minimum Slope for New Pipes
Pipe
Diameter
(inches)
Minimum
Slope(1)
(feet/feet)
d/D = 0.50 d/D = 0.92
Pipe Capacity
(mgd)
Pipe Velocity
(ft/s)
Pipe Capacity
(mgd)
Pipe Velocity
(ft/s)
8 0.0033 0.22 2.0 0.45 2.0
10 0.0025 0.35 2.0 0.71 2.0
12 0.0019 0.50 2.0 1.00 2.0
15 0.0015 0.81 2.0 1.62 2.0
18 0.0011 0.93 2.0 2.25 2.0
CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-3
Pipe
Diameter
(inches)
Minimum
Slope(1)
(feet/feet)
d/D = 0.50 d/D = 0.92
Pipe Capacity
(mgd)
Pipe Velocity
(ft/s)
Pipe Capacity
(mgd)
Pipe Velocity
(ft/s)
21 0.0009 1.54 1.9 3.07 2.0
24 0.0008 2.07 2.0 4.14 2.0
27 0.0007 2.65 2.1 5.30 2.1
30 0.0006 3.25 2.1 6.49 2.1
36 0.0005 4.82 2.1 9.64 2.1
42 0.0005 7.27 2.3 15.6 2.6
Notes:
(1) Minimum slopes reflect the City’s recommended slopes when the pipe is flowing half-full; obtained from the 2005 Master Plan.
(2) Approval by the City Engineer is required if designed slopes are flatter than the minimum slopes.

6.1.4 Changes in Pipe Size
When a smaller sewer joins a large one, the invert of the larger sewer should be lowered sufficiently to maintain the same energy gradient. An approximate method for securing these results is to place the 80 percent depth point of both sewers at the same elevation. For planning purposes and designing new pipes, and in the absence of field data, sewer crowns are typically matched at the manholes. Additionally, it is recommended that a drop of 0.1 feet through manholes be maintained for any pipelines that do not go straight through a manhole (i.e., pipelines where the inlet pipe is angled away from the outlet pipe), unless otherwise approved by City staff.

6.1.5 Lift Stations and Force Mains
Industry standard practice is to require that sewage lift stations have sufficient capacity to pump peak flows with the largest pump out of service (firm capacity). Force main piping should be sized to provide a minimum velocity of 2 ft/s at the design flow rate of the lift station and no more than 6.5 ft/s to avoid scouring. For the determination of head loss, the Hazen-Williams equation is used with a C-factor of 120, which is typical for sewer system master planning purposes.

6.2 Sanitary Sewer Collection System Capacity Evaluation The analysis involved identifying areas within the collection system where pipe capacity is inadequate to convey design flows. Sewers that lack sufficient capacity create bottlenecks in the sewer and potentially contribute to SSOs. The City’s sewer system was evaluated with a hydraulic computer model, which provides a platform for effectively identifying and managing capacity deficiencies within the sewer system.

This section discusses the locations of current and projected hydraulic deficiencies resulting from flows exceeding the maximum allowable flow depth criteria.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-4 | JUNE 2025 | FINAL

6.2.1 Gravity Collection System Evaluation
In accordance with the established flow depth criteria for existing sewers, pipelines with a maximum d/D ratio greater than 0.92 were identified as capacity deficient.

It is important to understand that not all of the existing pipelines with a d/D greater than 0.92 are necessarily capacity deficient. In some cases, a surcharged condition within a given pipeline segment is due to backwater effects created by a downstream bottleneck (i.e., upstream surcharging is caused by downstream pipeline deficiencies). An illustration of backwater effects is shown on Figure 6.1. For this reason, the hydraulic model was analyzed to identify the pipeline segments that are the cause of the surcharged conditions.

6.2.1.1 Existing System
The existing capacity analysis was performed under PDWF conditions. One deficiency, which is shown on Figure 6.2, was identified. This deficiency (located on West Goshen Avenue and North Ranch Street) has been observed by City maintenance staff, and is associated with the peak discharge rates from an upstream industrial customer.

6.2.1.2 Future System
The goal of the future system analysis is to evaluate the collection system under projected future peak flow and to ensure existing improvements are sized to convey buildout flows. As part of the future system analysis, the planning includes buildout of the UGB, the SOI, and ultimate buildout of the Planning Area.
• UGB: The UGB is the planning boundary outlined in the City’s General Plan. Land use within the UGB boundary is defined by the City’s General Plan. Projected wastewater flows are based on specific land use and WWFF outlined in Chapter 4. • SOI: The SOI is a planning boundary outside of an agency's legal boundary (such as the city limit line) that designates the agency's probable future boundary and service area. • Ultimate Buildout: The Planning Area encompasses the UGB and provides an open space buffer around the City. The General Plan identifies the majority of the land in the Planning Area as agriculture and does not provide long-term plans for area development. The previous Master Plan identified infrastructure to support buildout of this area north of the UGB. This Master Plan will continue the preliminary analysis of this boundary and provide recommendations for supporting infrastructure. The land use within the planning area assumes 70 percent residential, 20 percent commercial, and 10 percent open space. Wastewater flow projections for this area are based on average WWFF for residential and commercial.

The future system analysis of the gravity system was performed in a manner similar to the existing system evaluation. Figure 6.2 shows the locations of deficiencies under future flow conditions for the planning horizon of the Master Plan. Preliminary projects for expansion to serve future growth are also summarized, with conceptual locations for new trunks and lift stations. These preliminary projects are identified in Section 6.4.3.

CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-5
Figure 6.1 Sample Illustration of Backwater Effects in a Sewer

6.2.2 Lift Station and Force Main Evaluation
The City’s hydraulic model includes six operational lift stations. The lift stations were evaluated to determine if they have capacity to convey peak flow. Lift stations with an influent peak flow above the existing firm capacity were flagged as deficient. Not all lift station deficiencies will result from an improvement project if considered minor. Table 6.3 summarizes the results of the City’s lift stations. Peak flows entering the Airport Lift Station are estimated to be below the firm capacity under buildout of the UGB. This estimation assumes that the Shirk Trunk is completed and flows are split at the intersection of Shirk Street and Ferguson Avenue. Without the Shirk Trunk, the Airport Lift Station is projected to become capacity deficit prior to buildout of the UGB.

Table 6.3 Lift Station Capacity Analysis
Lift Station
Existing
Firm
Capacity(1)
(mgd)
Existing
Peak
Flow
(mgd)
Existing
Balance
(mgd)
UGB
Peak
Flow
(mgd)
UGB
Balance
(mgd)
Ultimate
Peak
Flow
(mgd)
Ultimate
Balance
(mgd)
Airport 8.78 4.65 4.10 8.60 0.18 17.1 (8.32)
Golf Course 1.73 0.13 1.6 0.64 1.09 0.64 1.09
Shirk & 198(2) 1.37 0.31 1.06 NA NA NA NA
Demaree &
Pryor 0.69 0.15 0.54 0.15 0.54 0.15 0.54
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-6 | JUNE 2025 | FINAL
Lift Station
Existing
Firm
Capacity(1)
(mgd)
Existing
Peak
Flow
(mgd)
Existing
Balance
(mgd)
UGB
Peak
Flow
(mgd)
UGB
Balance
(mgd)
Ultimate
Peak
Flow
(mgd)
Ultimate
Balance
(mgd)
Sunnyside &
Mooney 0.84 0.24 0.60 0.25 0.59 0.25 0.59
Mooney and
272 0.27 0.04 0.23 0.16 0.11 0.16 0.11
Notes:

Abbreviations: NA - not applicable.
(1) Firm capacity assumes the largest pump is out of service. (2) Lift station will be abandoned due to the installation of a gravity main as part of planned CIP project CP0567.

In accordance with the established planning criteria, the City's existing force mains were evaluated to determine if the velocity in the force main fell within the range of 2 ft/s and 6.5 ft/s.

Table 6.4 shows no force mains were observed exceeding maximum velocity under buildout of the UGB. However, buildout of the Planning Area is estimated to result in a capacity deficiency for the Airport Lift Station’s force main.

Table 6.4 Lift Station Capacity
Lift Station
Force Main
Diameter
(inches)
Existing Velocity
>6.5 ft/s?
UGB Velocity
>6.5 ft/s?
Ultimate
Velocity
>6.5 ft/s?
Airport 20 No No Yes
Golf Course 8 No No No
Shirk & 198(1) 6 No NA NA
Demaree & Pryor 6 No No No
Sunnyside & Mooney No Data - - -
Mooney and 272 8 No No No
Notes:
(1) Lift station will be abandoned in the future due to the installation of a gravity main as part of planned CIP project CP0567.

As shown in Table 6.4, the Airport Lift Station’s force main will exceed velocity criteria. The following lift stations’ associated force mains were observed outside of the velocity criteria:
• Airport Lift Station: Under ultimate conditions the lift station exceeded the maximum velocity criteria.
• Golf Course Lift Station: The lift station velocity was observed as below the minimum velocity criteria.
• Mooney and 272 Lift Station: The lift velocity was observed as below the minimum velocity criteria.

With low velocities, issues to consider include accumulation of solids/oils, reduction in pipeline cross sectional area, and corrosion. The City may consider a program to provide scheduled maintenance for their force mains if one does not exist.

WWTP
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Plaza Dr/Road 80
Shirk St/Rd 92
Akers St/Rd 100
Demaree St
Mooney Blvd
Dinuba Blvd/Rd 124
Ben Maddox Way/Rd 132
Lovers Ln
Road 144
Riggin Ave
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Avenue 264
Kelsey St
Rd 68
Goshen Ave
Airport LS Golf Course LS
Demaree &
Pryor LS
Country Center
& Mary LS
Sunnyside &
Mooney LS
Evergreen &
Cherry LS
Mill Creek &
Main St LS
Borderlinkst LS
St John Parkway
& Moac LS
Comstock &
Houston LS
Preson &
Hillshade LS
Shirk & 198 LS
Cap Rock LS
S Pinkham St
S Giddings St
N Burke St
S Woodland St
S Mc Auliff St
N Hall St
S Bridge St
N Giddings St
N American St
N Cain St
W Ferguson Ave
E Tulare Ave
E Cameron Ave
N Linwood St
E K Rd
S West St
N
Roeben St
N County Center St
S Santa Fe St
S Linwood St
N Chinowth St
S Roeben St
W Campus Ave
N Court St
Hwy 198
S Conyer St
N Willis St
N Santa Fe St
S Burke St
S Chinowth St
S Cain St
W Hurley Ave
S County
Center Dr
NE 3rd Ave
N Jacob St
W Doe Ave
E Mill Creek Pkwy
E K Ave
W Cameron Ave
W Tulare Ave
S Mooney Blvd
Ave 308
N Kelsey St
W Shannon Pkwy
W Whitendale Ave
N Clancy St
E Shannon Pkwy
E St Johns Pkwy
Rd 86
Rd 76
W Pratt Ave
Rd 152
Rd 88
W Sunnyview Ave
Rd 148
Ave 276
Hwy 99
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.475 0.95
Miles
Last Revised: April 08, 2025 pw:\\IO-PW-INT.carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Capacity Deficiencies.mxd CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
")
= Future Lift Station Deficiency
")
= Existing Lift Station
WWTP Treatment Facility
Existing Gravity Main Deficiency
Future Gravity Main Deficiency
Modeled Sewer Main
St Johns River
Urban Growth Boundary
Parcels
City of Goshen
Figure 6.2 Capacity Deficiencies
¬«99
¬«198
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-8 | JUNE 2025 | FINAL
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CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-9

6.3 Available Capacity in the Existing System
This chapter summarizes the capacity analysis performed for the City’s collection system and provides recommendations to mitigate deficiencies. To calculate the timing of these improvements it is necessary to determine the available capacity in the collection system. The EDUs provide capacity in terms of remaining dwelling units that can be served before capacity expansion is required.

For the City, 150 gpud was used to estimate sewage flows from a single-family detached residential home. To calculate the available capacity in terms of EDUs, the difference between the maximum capacity (based on size, slope, and maximum d/D), and the existing design flow was calculated and reduced to average flows. The average flow was then divided by 150 gpud to quantify remaining EDUs. This method only applies to existing infrastructure.

6.4 Recommended Improvements
Figure 6.3 illustrates the recommended improvements to mitigate the collection system deficiencies. This section provides a detailed description of each recommended wastewater collection system improvement project. Detailed sheets for the recommended improvements can be found in Appendix F.

6.4.1 Existing Versus Future Improvements
An existing deficiency is one where the existing facility’s capacity is insufficient to meet the planning criteria (e.g., pipeline upgrades required to prevent severe surcharging during the design peak flow) for existing users. If a project was proposed to exclusively correct an existing deficiency, then existing users would be assigned 100 percent of the project’s benefit, and therefore, 100 percent of the costs.

In some cases, a project is needed to correct an existing capacity deficiency but is sized to accommodate additional flows from future development. Projects are sized to accommodate existing and future flows to avoid future capital projects for the same pipelines. The hydraulic modeling results were used to determine the ratio of existing average flows and future average flows. With the ratio, project costs are divided between existing and future users.

6.4.2 Existing Capacity Improvements
As previously mentioned, one capacity deficiency was identified as part of the existing system analysis. To mitigate this deficiency, the following is recommended:
• North Ranch Street/Visalia Country Club (Project WWGM-0A): This project will replace approximately 3,400 feet of 18-inch diameter pipeline in North Ranch Street and through the Visalia Country Club with a new 24-inch sewer, extending from West Mineral King Avenue to West Goshen Avenue. This project is needed to mitigate existing capacity deficiencies associated with historical peak discharge rates associated with the milk processing plant upstream of this sewer main.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-10 | JUNE 2025 | FINAL
• West Goshen Avenue (Project WWGM-0B): This project will replace approximately 3,200 feet of 12-inch diameter pipeline in West Goshen Avenue with an 18-inch sewer, extending from the Visalia Country Club to approximately 400 feet east of North Leslie Street. This project is needed to mitigate existing capacity deficiencies associated with historical peak discharge rates associated with the milk processing plant upstream of this sewer main.

6.4.3 Future Capacity Improvements
This section summarizes the proposed improvements that will serve future users. The locations of the new trunk sewers are conceptual and are likely to change during the design phase of each project.

6.4.3.1 Urban Growth Boundary Buildout
Following the completion of the future capacity analysis under buildout of the UGB, no capacity deficiencies aside from those identified in Section 6.4.2 were identified.

6.4.3.2 Sphere of Influence Buildout
Following the completion of the future capacity analysis under buildout of the SOI, no capacity deficiencies aside from those identified in Section 6.4.2 were identified.

6.4.3.3 Ultimate Buildout
The proposed improvements to address ultimate buildout deficiencies are shown on Figure 6.3 and are summarized below. These projects are preliminary and recommended to serve buildout of the Planning Area.
• North American Street (Project WWGM-1): The pipeline currently has more than half its capacity remaining. With construction of the Shirk Trunk, flows would be split between the two trunks and extend the pipeline’s ability to convey future flows. Existing average flows within the trunk are estimated at approximately 2.95 mgd. It’s estimated that the pipeline has capacity for an additional average flow of 3.6 mgd. This equates to approximately 10,000 additional EDUs and buildout of the industrial park. Given the project’s location, most of the remaining capacity would be taken by industrial users.

To mitigate the capacity deficiency, it is recommended that the existing pipeline be replaced with a 42-inch diameter pipeline.
• Frontage Road (Project WWGM-2): The pipeline currently has more than half its capacity remaining. With construction of the Shirk Trunk, flows would be split between the two trunks and extend the pipelines ability to convey future flows. Existing average flows within the trunk are estimated at approximately 3.29 mgd. It’s estimated that the pipeline has capacity for an additional average flow of 3.9 mgd. This equates to approximately 9,900 additional EDUs and buildout of industrial park. Given the project’s location, most of the remaining capacity would be taken by industrial users.

CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-11
This project will replace approximately 6,200 feet of 36-inch diameter pipeline along an unimproved area and in Frontage Road. The existing pipeline parallels Highway 99 and is west of the Airport. The project extends from downstream of the Airport Lift Station to Walnut Avenue. Under ultimate peak flow conditions, the 36-inch pipeline surcharges and exceeds the maximum d/D criteria. To mitigate the capacity deficiency, it is recommended that the existing pipeline be replaced with a 42-inch diameter pipeline. • Walnut Trunk Bypass (Project WWGM-3): The existing 42-inch pipeline crossing Highway 99 has capacity to serve approximately 12,000 additional EDUs.

An alternative location to this project is located at the intersection of Walnut and Akers, which would allow the City to divert flows upstream.
• Airport Lift Station (Project WWLS-1): The existing lift station has capacity to serve approximately 1,700 additional EDUs and buildout of industrial park.

Modeling results project the firm capacity of this lift station is not adequate to convey peak ultimate buildout flows. The City’s Airport Lift Station will need to be replaced in the future to accommodate growth in the planning area. This lift station provides service to Sewer Drainage Basin 7, which includes Industrial Park. In addition, the CDP, Goshen, discharges upstream of the lift station. This project is considered long term and would be required after buildout of the UGB. It is recommended to increase the firm capacity to 17.0 mgd.
• Airport Lift Station Force Main (Project WWFM-1): The Airport Lift Station’s 20-inch diameter force main exceeds velocity criteria under ultimate buildout conditions. It is recommended to parallel the 20-inch diameter pipeline with an additional 21-inch pipeline.

6.4.4 Collection System Expansion to Serve Future Growth The following recommendations are preliminary sewer trunk alignments and lift stations that will serve future growth. The location of the new trunks and lift stations are conceptual and should be refined as more data becomes available.

6.4.4.1 Urban Growth Boundary Tier 1
• American Street Trunk Extension (Project WWGM-6): This project consists of 5,200 feet of 30-inch diameter pipeline in American Street. The project extends from Avenue 320 to Riggin Avenue. The pipeline is sized to convey projected flows from ultimate buildout of UGB and Planning Area.

6.4.4.2 Urban Growth Boundary Tier 2
• North Shirk Trunk Extension (Project WWGM-7): This project will extend the Shirk Trunk to the northern UGB Tier 2 boundary. The project is recommended under buildout of the UGB Tier 2 and consists of 2,600 feet of 42-inch diameter pipeline in Shirk Street. The pipeline is sized to convey projected flows from ultimate buildout.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-12 | JUNE 2025 | FINAL
• South Lovers Lane Main (Project WWGM-8): This project consists of 2,500 feet of 12-inch diameter pipeline in Avenue 280 and 2,500 feet of 12-inch pipeline in Lovers Lane. The project would extend the Caldwell Trunk east and require crossing a ditch. A preliminary analysis shows the pipeline has depth to cross the waterway and maintain spacing.

6.4.4.3 Urban Growth Boundary Tier 3
• Visalia Parkway Trunk Extension (Project WWGM-9): This project consists of 5,300 feet of 24-inch diameter pipeline in Visalia Parkway. The project extends from Road 148 to Lovers Lane. The pipeline is sized to convey projected flows from ultimate buildout. • North Shirk Trunk Extension (Project WWGM-10): This project will extend the Shirk Trunk North to Avenue 320 The project is recommended under buildout of the UGB Tier 3 and consists of 2,700 feet of 42-inch diameter pipeline in Shirk Street. The pipeline is sized to convey projected flows from ultimate buildout. • Avenue 320 Trunk: This project will construct a new trunk in Avenue 320 and serve future growth within the UGB. The pipelines are sized to convey projected flows from ultimate buildout:
- (Project WWGM-11A): This project consists of 10,500 feet of 30-inch diameter pipeline in Avenue 320. The project extends from North Demaree Road to Shirk Street.
- (Project WWGM-11B): This project consists of 5,200 feet of 27-inch diameter in 320 Avenue. The project extends west of the St. Johns River to North Demaree Road.
• North Akers Main (Project WWGM-12): This project consists of 4,600 feet of 12-inch diameter pipeline in Akers Street. The project extends south of Avenue 328 to Avenue 320.
• Houston-Ivanhoe Main: The project is recommended to serve growth in Tier 3 boundaries and growth within the Planning Area:
- (Project WWGM-13A): This project consists of 3,600 feet of new 12-inch diameter pipeline in Houston Avenue and Ivanhoe Drive. The project extends from Road 152 to Citrus Court. The pipeline is sized to convey projected flows from buildout of the Planning Area.
- (Project WWGM-13B): This project will replace approximately 2,300 feet of existing 10-inch diameter pipeline in East Houston Avenue and in the alignment of East Auburn Drive. The project extends from Comstock Road to McAuliff Street. It is recommended that the existing pipeline be replaced with a 12-inch diameter pipeline. The pipeline is sized to convey projected flows from buildout of the Planning Area.

6.4.4.4 Sphere of Influence Buildout
• South Shirk Main: This project extends from Caldwell Avenue to Walnut Avenue. The project is recommended to serve future growth within the SOI:
- (Project WWGM-14A): This project consists of 3,600 feet of new 12-inch diameter pipeline in Shirk Street. The project extends from north from Caldwell Avenue to south of Wagner Avenue.

CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-13
- (Project WWGM-14B): This project consists of 600 feet of new 15-inch diameter pipeline in Shirk Street. The project extends from Wagner Avenue to Walnut Avenue.
• Visalia Parkway Extension (Project WWGM-15A): This project consists of 5,700 feet of new 30-inch diameter pipeline. This segment of the project is located on the west side of Highway 99. The project continues west along Whitendale Avenue and extends north across an unimproved surface owned by the City. The pipeline is sized to convey buildout flows from the surrounding SOI and as a bypass for the Visalia Parkway trunk, with capacity to convey all buildout flow of the Visalia Parkway Trunk basin. • Visalia Parkway Extension (Project WWGM-15B): This project consists of 500 feet of 30-inch diameter pipeline, crosses Highway 99 and Railroad tracks. It is estimated the project will require trenchless technology to cross the highway and railroad. Due to crossing of the highway and railroad, a steel casing would be required. • Visalia Parkway Extension (Project WWGM-15C): This project consists of 10,300 feet of 30-inch diameter pipeline. The project extends from the existing system at the intersection of Visalia Parkway and Akers Street west to Shirk Road, west on Caldwell Avenue, and then runs parallel to Highway 99. The project would connect to WWGM-15B.

6.4.4.5 Ultimate Buildout
• Avenue 320 Trunk Extension: This project will extend the proposed Avenue 320 Trunk east. The project is recommended to serve future growth within the Planning Area. This project has been carried forward from previous master plans. These projects require crossing the St. Johns River and will need trenchless construction. A lift station may be required to avoid construction of a siphon when crossing the river:
- (Project WWGM-16A): Will consist of 5,300 feet of 27-inch diameter pipeline in Avenue 320. The project will extend from Road 124 to the St. Johns River. - (Project WWGM-16B): This project will consist of 5,400 feet of 24-inch diameter pipeline in Avenue 320. The project extends from Ben Maddox Way to Dinuba Boulevard.
- (Project WWGM-16C): This project will consist of 5,300 feet of 21-inch diameter pipeline in Avenue 320. The project extends from a future extension of Lovers Lane to Ben Maddox Way.
- (Project WWGM-16D): This project will consist of 9,300 feet of 15-inch diameter pipeline in Avenue 320. The project extends west from Road 156 to the future extension of Lovers Lane.
- (Project WWGM-16E): This project consists of 4,500 feet of 12-inch diameter pipeline in north Shirk Street. The project extends from Avenue 328 to Avenue 320. - (Project WWGM-16F): This project will consist of 4,500 feet of 12-inch diameter pipeline in Road 108 (Demaree Street). The project extends from Avenue 328 to Avenue 320.
- (Project WWGM-16G): This project will consist of 5,700 feet of 12-inch diameter pipeline in an unimproved area. The project extends from Avenue 328 to Avenue 320, with a segment parallel to the St. Johns River. - (Project WWGM-16H): This project will consist of 4,500 feet of 12-inch diameter pipeline in Road 124 (Dinuba Boulevard). The project extends from Avenue 328 to Avenue 320.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-14 | JUNE 2025 | FINAL
- (Project WWGM-16I): This project will consist of 4,500 feet of 12-inch diameter pipeline in Ben Maddox Way. The project extends from Avenue 328 to Avenue 320. - (Project WWGM-16J): This project will consist of 4,500 feet of 12-inch diameter pipeline in Lovers Lane (Future Extension), north of the St. Johns River. The project extends from Avenue 328 to Avenue 320.
- (Project WWLS-2): This project will consist of a new lift station with a firm capacity of 3.6 mgd. The project is located in Avenue 320, east of the St. Johns River. A preliminary analysis estimates a lift station will be required to cross the St. Johns River. Further analysis is recommended to determine flood zone, and best method to cross the river.
- (Project WWFM-2): This project consists of 1,900 feet of 14-inch diameter force main crossing the St. Johns River. The project will convey flows for project WWLS-2. • Kelsey Street Main (Project WWGM-17): This project consists of 10,000 feet of 12-inch diameter pipeline in Kelsey Street and Avenue 320.
• Highway 99 - West Avenue 320 Trunk: This project will construct a new trunk parallel to Highway 99 and extend to Avenue 320. The project will serve future growth within the northwest Planning Area. This project has been carried forward from previous master plans with adjustments made to the alignment.
- (Project WWGM-18A): This project will consist of 8,000 feet of 24-inch diameter pipeline in Avenue 320. The project extends from Highway 99 to American Street. - (Project WWGM-18B): This project will consist of 11,000 feet of 18-inch diameter pipeline and runs parallel to Highway 99. The project extends north of Avenue 328 to Avenue 320.
- (Project WWGM-18C): This project consists of 1,000 feet of 18-inch diameter pipeline and crosses Highway 99 along Avenue 320. It is estimated the project will require a 30-inch steel casing.
- (Project WWGM-18D): This project consists of 6,400 feet of 18-inch diameter pipeline in Avenue 320. The project extends west from Highway 99 to Road 52. - (Project WWGM-18E): This project will consist of 9,800 feet of 21-inch diameter pipeline in American Street. The project extends from Avenue 328 to Avenue 320. - (Project WWLS-4): This project will consist of a new lift station with a firm capacity of 6.0 mgd. The project is located at the intersection Avenue 320 and American Street. The lift station will serve the northwest quadrant of the planning area. - (Project WWFM-4): This project consists of 100 feet of 21-inch diameter force main for in American Street. The project will convey flows for project WWLS-4. • East Riggin Extension Trunk: This project will construct a new trunk, lift station and force main in the northeastern quadrant of the City and extend the Riggin trunk. This project has been carried forward from previous master plans with adjustments made to the alignment.
- (Project WWGM-19A): This Project consists of 800 feet of 24-inch diameter pipeline in the Santa Fe Street/trail alignment, west of the St. Johns River and downstream of the proposed lift station WWLS-3. The project connects to the existing system in Riggin Avenue.
- (Project WWGM-19B): This project consists of 6,000 feet of 24-inch diameter pipeline in an unimproved area east of St. Johns River. This project is upstream of the proposed lift station WWLS-3.

CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-15
- (Project WWGM-19C): This project consists of 2,600 feet of 21-inch diameter pipeline in an unimproved area. The project extends west from Lovers Lane. - (Project WWGM-19D): This project consists of 5,800 feet of 18-inch diameter pipeline in an unimproved area. The project extends from Road 148 to Lovers Lane (future extension).
- (Project WWGM-19E): This project consists of 3,400 feet of 15-inch diameter pipeline in Avenue 313. The project extends west of Oak Ranch Drive to Road 148. - (Project WWLS-3): This project will consist of a new lift station with a firm capacity of 3.0 mgd. The project is located in an unimproved area, east of the St. Johns River.

A preliminary analysis estimates a lift station will be required to cross the St. Johns River. Further analysis is recommended to determine the surrounding flood zone, and best method to cross the river.
- (Project WWFM-3): This project consists of 600 feet of 12-inch diameter force main crossing the St. Johns River. The project will convey flows for project WWLS-4. • Road 148 Trunk: This project will construct a new trunk in the southeastern quadrant of the City. This project has been carried forward from previous master plans with adjustments made to the alignment:
- (Project WWGM-20A): This project consists of 7,900 feet of 21-inch diameter pipeline in Road 148. The project extends from Walnut Avenue to Visalia Parkway. - (Project WWGM-20B): This project consists of 5,100 feet of 15-inch diameter pipeline in Road 148. The project extends from Mineral King Avenue to Walnut Avenue.
- (Project WWGM-20C): This project consists of 4,000 feet of 12-inch diameter pipeline in Caldwell Avenue. The project extends from west of Road 156 to Road 148.
- (Project WWGM-20D): This project consists of 5,000 feet of 12-inch diameter pipeline in Walnut Avenue. The project extends from Road 156 to Road 148. - (Project WWGM-20E): This project consists of 5400 feet of 15-inch diameter pipeline in Noble Avenue. The project extends from Road 156 to Road 148. - (Project WWGM-20F): This project consists of 500 feet of 15-inch diameter pipeline in Road 156 with 30-inch steel casing. The project connects from WWGM-20E and extends from Noble Avenue to Avenue 296. The alignment crosses under Highway 198 bridge and is estimated to be open trench. This project will be serving users north of Highway 198.
• Houston-Ivanhoe Main Extension (Project WWGM-21): This project consists of 2,800 feet of 12-inch diameter pipeline in Ivanhoe Drive. The project extends east from Road 152.

6.4.5 City’s Ongoing Sanitary Sewer Related Projects
The City’s current five-year CIP has a number of sanitary sewer projects listed. The following projects are related to the sanitary sewer collection system and include pipeline/lift station construction and maintenance.
• Shirk Capacity Enhancement (CP0369): The project includes installation of 8,200 feet of 48-inch diameter pipeline in Shirk Street. The project will increase sanitary sewer capacity and accommodate future development. This project is shown in Figure 6.3.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-16 | JUNE 2025 | FINAL
• Caldwell Widening (CP8268): The project will extend the 15-inch diameter pipeline in Cadwell across the Lovers Lane intersection and provide a stub to the north. A preliminary analysis shows the pipeline has depth to cross the waterway and maintain spacing.
• Shirk Street and Walnut Avenue (CP0045): The project will extend the sanitary sewer trunk line in Shirk Street approximately 200 feet north. This project is in conjunction with the installation of a traffic signal and will prevent retrenching the street for future expansion of the Shirk Trunk. This project is shown in Figure 6.3. • Sanitary Sewer Developer Reimbursement (CP9318): The annual project reimburses developers for additional costs incurred when constructing sanitary sewer infrastructure. • Sewer Line Preliminary Engineering (CP9324): The annual project will accommodate preliminary engineering and design work necessary to provide developers and engineers with adequate information to construct master planned sewer lines. • Shirk Street Sanitary Sewer Trunkline (CP0567): The project will install a 48-inch trunk in Shirk Avenue, south of Highway 198. The project will extend from Noble Avenue to Walnut Avenue. The project also includes removal of the Shirk Lift Station and 6-inch force main. This project is shown in Figure 6.3.
• Visalia Parkway Trunkline – Santa Fe to Lovers Lane (CPNew): The project will construct a new 30-inch diameter sanitary sewer pipeline between Santa Fe Street and Lovers Lane. This project will extend the existing pipeline in Visalia Parkway. This project is shown in Figure 6.3.
• Riggin Widening – Kelsey to Shirk (CPO398): This project consists of 4,000 feet of 15-inch diameter pipeline in Riggin Avenue and extends from east of Kelsey Street to Shirk Street. The project is located in Industrial Park and would serve industrial users

6.4.5.1 Maintenance Related Projects
The following projects are in the City’s CIP as maintenance related projects and are included to avoid any duplication of projects from the Master Plan. These projects are not included in the CIP.
• Replace and Relocate Sanitary Sewer Mains (CP9456): The annual program will replace mains that have deteriorated and relocate pipelines as necessary to accommodate development.
• Sanitary Sewer Lift Station Rehabilitation (CP266): The project will rehabilitate two lift stations with new piping, valves, pump bases, entry hatches, and concrete surface. The Golf Course and Mooney/Ave 272 lift station have been identified for this project This project is shown in Figure 6.3.
• Sanitary Pump Replacement (CP0324): The annual project will provide for replacement of sanitary sewer lift station pumps with greater efficiency. Pumps will be replaced once life expectancy has been exceeded.
• Sewer Lateral Connection/Replacement/Installation (CP9228): The annual project will provide customer requested hookups to the sanitary sewer. • Sanitary Sewer Manhole Repair Citywide (CP0580): The annual project will repair and raise manholes throughout the City sanitary sewer system. The project is budgeted to allow for replacement of one brick and mortar manhole per year.

Capital projects related to the WRF and maintenance are not included in this Master Plan.

CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-17

6.4.6 Additional Recommendations
• Septic Removal by Sewer Extension: These projects provide a preliminary alignment to extend sanitary sewer service to residents currently on septic and located in the City limits or county islands. These projects were identified due to their proximity to an existing sewer line. Residents who connect would pay connection fee to reimburse construction fees. These projects would not be incorporated into the development impact fee.

Areas outside of the City limits and located in Tier 1 of the UGB have several septic users, however, septic removal projects in these areas were not identified. These areas are expected to connect as new development/redevelopment extends. These projects are shown on Figure 6.3, with detail maps in Appendix F. Projects located within county islands would not occur until the area was annexed into city limits. - (Project WWO-1): This project consists of 2,600 feet of 8-inch diameter pipeline in Linwood Road, Oakridge Court, and Kent Street. The project extends to the intersection of West Ferguson Avenue. This project is currently a county island. - (Project WWO-2A): This project consists of 1,400 feet of 8-inch diameter pipeline in El Cajon Street at the intersection of Goshen Avenue.
- (Project WWO-2B): This project consists of 2,600 feet of 8-inch diameter pipeline in Mae Carden Street and Pershing Avenue the project extends to the intersection of south Goshen Avenue and Mae Carden Street.
- (Project WWO-2C): This project consists of 4,700 feet of 8-inch diameter pipeline.

The project extends from West Steward Avenue to Tommy Street, and West in Pershing Avenue to the intersection of Akers. To maintain a minimum recommended slope, a lift station is required.
- (Project WWO-2D): A preliminary analysis shows to maintain a minimum slope upstream a lift station is required. This project would serve existing users transitioning from septic to the collection system. The lift station is recommended to have a firm capacity of 0.031 mgd (21.2 gpm).
- (Project WWO-3A): This project consists of 1,300 feet of 8-inch diameter pipeline in South Peppertree Court. The project extends to the intersection of Caldwell Avenue.
- (Project WWO-3B): This project consists of 300 feet of 8-inch diameter pipeline in South Aspen Street.
- (Project WWO-4): This project consists of 800 feet of 8-inch diameter pipeline in James Avenue. The project extends to an existing pipeline at the intersection of Divisadero Street.
- (Project WWO-5A): This project consists of 1,300 feet of 8-inch diameter pipeline in Tulare Avenue at the intersection Ben Maddox Way.
- (Project WWO-5B): This project consists of 500 feet of 8-inch diameter pipeline in an access road located south of Pinkham Road and Tulare Avenue intersection. - (Project WWO-6): This project consists of 1,200 feet of 8-inch diameter pipeline in Noble Avenue and would connect to the existing system in McAuliff Street. - (Project WWO-7): This project consists of 600 feet of 8-inch diameter pipeline in an access road south of Goshen Avenue and Lovers Lane.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-18 | JUNE 2025 | FINAL
- (Project WWO-8A): This project consists of 2,600 feet of 8-inch diameter pipeline in Sol Road. Based on preliminary data, the pipeline would not maintain a minimum recommended slope. Therefore, a lift station is recommended. - (Project WWO-8B): A preliminary analysis shows to maintain a minimum slope upstream a lift station is required. This project would serve existing users transitioning from septic to the collection system. The lift station is recommended to have a firm capacity of 0.02 mgd (15.7 gpm) and would provide service to residential very low density.
- (Project WWO-9): Connection of this area would likely occur as the surrounding area is developed or redeveloped. Vista Del Sol has begun development on the adjacent lot west of the septic area and would likely be the point of connection. - (Project WWO-10): This project consists of 400 feet of 8-inch diameter pipeline in South Dans Street.
• Sewer Master Plan Update (WWO-11): It is recommended that the City undergoes a Sewer Master Plan Update every five years to evaluate the wastewater collection system.
• Collection System GIS Update (Project WWO-12): The City may consider updating their GIS data to include pipeline inverts, diameter, material, and installation dates. A pipeline age and material summary can be accomplished with a combination of installation dates and approved dates outlined in drawings. To further expand on probable installation dates, the City may utilize upstream and downstream pipelines with known data to approximate or review nearby utilities such as water lines. Having this data available will assist the City in identifying pipelines approaching their probable useful life. An age-based analysis can be performed to provide a statistical evaluation of decay and potential failure of pipelines based on material. This type of analysis typically uses assumed “useful life” values, which are based on industry literature.

6.5 Project Prioritization
Prioritizing the required capital improvements for the City’s sanitary sewer system is an important part of this study. The improvement projects were prioritized in the following order:
• Upgrade existing facilities to mitigate current capacity deficiencies. • Plans for pipeline and lift station rehabilitation projects. • Upgrade existing facilities and plan for future facilities to accommodate increased wastewater flows associated with buildout of the UGB Tiers. • Upgrade existing facilities and plan for future facilities to convey flows associated with buildout of the SOI area.
• Upgrade existing facilities and plan for future facilities to convey flows associated with buildout of the Planning Area.

CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 6-19
• Phase 2 Projects (2031 - 2035): Improvements targeted for Phase 2 include projects to address buildout of UGB Tier 1, buildout of Tier 2, and City identified projects. • Phase 3 Projects (2036-2040): Improvements targeted for Phase 3 include projects to address buildout of UGB Tier 3.
• Phase 4 Projects (2040 - 2045): Improvements targeted for Phase 4 include projects to address buildout of UGB Tier 3 and buildout of SOI.
• Phase 5 Projects (2046 And Beyond): Improvements targeted for Phase 5 include projects to address buildout of the Planning Area.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-20 | JUNE 2025 | FINAL
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WWTP
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Demaree St
Plaza Rd/Road 80
Ben Maddox Way/Rd 132
Shirk St/Rd 92
Akers St/Rd/100
Lovers Ln
Mooney Blvd
Riggin Ave
Road 68
Dinuba Blvd/124
Rd 148
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Kelsy St
American Ave/Rd 76
Goshen Ave
")
=
WWLS-1
WWFM-1, 20''
WWLS-3
WWFM-3 12''
WWLS-2
WWGM-8 12''
WWFM-2 14''
Airport LS
Golf Course LS
Preson &
Hillshade LS
Shirk & 198 LS
Demaree &
Pryor LS
Country Center
& Mary LS
Sunnyside &
Mooney LS
Evergreen &
Cherry LS
Mill Creek &
Main St LS
Borderlinkst LS
St John Parkway
& Moac LS
Comstock &
Houston LS
CP0398
WWGM-18C 18"
WWGM-16F 12''
WWGM-16H 12''
WWGM-16I 12''
WWGM-16J 12''
WWO-2D
WWGM-15B 30''
WWO-8A
CP8268
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=
WWO-8B
WWGM-17 12''
WWGM-15C 30''
Cap Rock
WWO-2C
WWO-2B
WWO-2A
WWGM-16A 24''
WWGM-19A 24''
WWO-5A 8''
WWO-5B 8''
WWO-4A
WWO-10
WWO-3A
WWO-3B
WWO-6 8''
WWO-7 8''
WWO-1 8"
WWGM-13B 12''
WWGM-20F 18''
")
=
WWGM-7 42''
WWGM-0B 18" WWGM-0A 24"
WWGM-11A 30'' WWGM-11B 27''
WWLS-4
WWFM-3, 21''
W
W
G
M-1 42'' WWGM-2 42''
WWGM-20C 12''
WWGM-16E 15''
WWGM-9 30''
WWGM-10 42''
WWGM-16D 12''
WWGM-14E 21''
WWGM-15D 15''
WWGM-16E 12''
WWGM-13D 15''
WWGM-12 12''
WWGM-16B 15''
WWGM-13C 21''
WWGM-8 24''
WWGM-2 42''
WWGM-15C 30''
WWGM-15A 30''
WWGM-19D 18''
WWGM-14 12'' & 15''
WWGM-8 12''
WWGM-20C 12''
WWGM-18A 24''
WWGM-20E 15''
WWGM-6 30''
WWGM-20D 12''
WWGM-17 12''
WWGM-19C 18''
WWGM-18E 21''
WWGM-13A 12''
WWGM-21 12''
WWGM-19E 15''
WWGM-19B 24''
WWGM-16D 15'' WWGM-20B 15'' WWGM-20A 21''WWGM-16C 21''
WWGM-9 24''
WWGM-16B 24''
WWGM-16G 12''
WWGM-18D 18''
WWGM-18B 18''
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: April 09, 2025 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Capital Improvements.mxd CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
")
= Abandon lift station
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= Septic Related Lift Station
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= Capacity Related Lift Station
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= Growth Related Lift Station
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= Ongoing Lift Stations
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= Existing lift station
WWTP Treatment Facility
Growth Related Force Main
Septic Project
Growth Related Pipelines
Ongoing Pipeline Project
Capacity Improvement
Existing Sewer Main
St Johns River
Urban Growth Boundary
Parcels
Figure 6.3 Capacity Improvements
¬«198
¬«99
CP 8266
CP0567 CP0369
Inset A
Inset A
WWGM-3 is an overflow
from the Walnut Lovers
Lane Trunk to the Walnut
Outfall Trunk
CPNew
CP8266
CP0567
WWGM-3 24"
Virmargo/Goshen LS
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-22 | JUNE 2025 | FINAL
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Demaree St
Plaza Rd/Road 80
Ben Maddox Way/Rd 132
Shirk St/Rd 92
Akers St/Rd/100
Lovers Ln
Mooney Blvd
Riggin Ave
Road 68
Dinuba Blvd/124
Rd 148
Goshen Ave/
Houston Ave
State Route 198
Walnut Ave
Caldwell Ave/Avenue 280
Visalia Ave/Avenue 276
Kelsy St
American Ave/Rd 76
Goshen Ave
")
=
WWLS-1
WWFM-1, 20''
WWLS-3
WWFM-3 12''
WWLS-2
WWGM-8 12''
WWFM-2 14''
Airport LS
Golf Course LS
Preson &
Hillshade LS
Shirk & 198 LS
Demaree &
Pryor LS
Country Center
& Mary LS
Sunnyside &
Mooney LS
Evergreen &
Cherry LS
Mill Creek &
Main St LS
Borderlinkst LS
St John Parkway
& Moac LS
Comstock &
Houston LS
CP0398
WWGM-18C 18"
WWGM-12 12''
WWGM-16F 12''
WWGM-16H 12''
WWGM-16I 12''
WWGM-16J 12''
WWO-2D
WWGM-15B 30''
WWLS-4
WWO-8A
CP8268
")
=
WWO-8B
WWGM-17 12''
WWGM-15C 30''
Cap Rock
WWO-2C
WWO-2B
WWO-2A
WWGM-7 42''
WWGM-16A 24''
WWGM-19A 24''
WWO-5A 8''
WWO-5B 8''
WWO-4A
WWO-10
WWO-3A
WWO-3B
WWO-6 8''
WWO-7 8''
WWO-1 8"
WWGM-13B 12''
WWGM-20F 18''
WWGM-0B 18" WWGM-0A 24"
WWGM-1 42''
WWGM-2 42''
WWGM-15C 30''
WWGM-15A 30''
WWGM-19D 18''
WWGM-14 12'' & 15''
WWGM-8 12''
WWGM-20C 12''
WWGM-18A 24''
WWGM-20E 15''
WWGM-6 30''
WWGM-20D 12''
WWGM-17 12''
WWGM-19C 18''
WWGM-10 42''
WWGM-18E 21''
WWGM-13A 12''
WWGM-21 12''
WWGM-19E 15''
WWGM-19B 24''
WWGM-16D 15''
WWGM-16E 12''
WWGM-20B 15''
WWGM-11B 27''
WWGM-20A 21''
WWGM-16C 21''
WWGM-9 24''
WWGM-11A 30'' WWGM-16B 24'' WWGM-16G 12''
WWGM-18D 18''
WWGM-18B 18''
St Johns River
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Visalia, ESRI
O
0 0.5 1
Miles
Last Revised: June 10, 2025 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Visalia\11246A00\GIS\MXD\Capital Improvements.mxd CHAPTER 6 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA Legend
")
= Lift Station Phase 1
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= Lift Station Phase 2
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= Lift Station Phase 3
")
= Lift Station Phase 4
")
= Lift Station Phase 5
")
= Existing lift station
WWTP Treatment Facility
Pipeline Phase 1
Pipeline Phase 2
Pipeline Phase 3
Pipeline Phase 4
Pipeline Phase 5
Existing Sewer Main
St Johns River
Urban Growth Boundary
Parcels
Figure 6.4 Project Phasing
¬«198
¬«99
CP 8266
CP0567 CP0369
WWGM-2 42''
Inset A
Inset A
WWGM-3 24"
WWGM-3 is an overflow
from the Walnut Lovers
Lane Trunk to the Walnut
Outfall Trunk
CPNew
CP8266
CP0567
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-24 | JUNE 2025 | FINAL
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TABLE 6.5 WASTEWATER COLLECTION SYSTEM CAPITAL IMPROVEMENT PLAN PHASING Phase 2 Phase 3 Phase 4 Phase 5
2026 2027 2028 2029 2030 2031-2035 2036-2040 2041-2045 2046 & beyond Capacity Related Improvements
Gravity Mains Diameter (in) Diameter (in) Length (ft)
WWGM-0A North Ranch St./Visalia Country Club 18 24 3600 X WWGM-0B West Goshen Avenue Pipeline Replacement 12 18 3200 X WWGM-1 North American Street 36 42 7,500 X
WWGM-2 Frontage Road 36 42 6,200 X
WWGM-3 Walnut Trunk Bypass - 24 100 X
Lift Stations Capacity (mgd) Capacity (mgd)
WWLS-1 Airport Lift Station 12.4 26 N/A X
Force Main Diameter (in) Diameter (in) Length (ft)
WWFM-1 Airport Lift Station Force Main - 21 100 X
New Service Related Improvements
Gravity Mains Diameter (in) Diameter (in) Length (ft)
WWGM-6 American Street Trunk Extension - 30 5,200 X
WWGM-7 North Shirk Trunk Extension - 42 2,600 X
WWGM-8 South Lovers Lane Main - 12 5,000 X
WWGM-9 Visalia Parkway Trunk Extension - 24 5,300 X
WWGM-10 North Shirk Trunk Extension - 42 2,700 X
WWGM-11A Avenue 320 Trunk - 30 10,500 X
WWGM-11B Avenue 320 Trunk - 27 5,200 X
WWGM-12 North Akers Main - 12 4,600 X
WWGM-13A Houston-Ivanhoe Main - 12 3,600 X
WWGM-13B Houston-Ivanhoe Main 10 12 2,300 X
WWGM-14A South Shirk Main - 12 3,600 X
WWGM-14B South Shirk Main - 15 1,400 X
WWGM-15A Visalia Parkway Extension - 30 5,700 X
WWGM-15B Visalia Parkway Extension - 30/48 500 X
WWGM-15C Visalia Parkway Extension - 30 10,300 X
WWGM-16A Avenue 320 Trunk Extension - 27 5,300 X
WWGM-16B Avenue 320 Trunk Extension - 24 5,400 X
WWGM-16C Avenue 320 Trunk Extension - 21 5,300 X
WWGM-16D Avenue 320 Trunk Extension - 15 9,300 X
WWGM-16E Avenue 320 Trunk Extension - 12 4,500 X
WWGM-16F Avenue 320 Trunk Extension - 12 4,500 X
WWGM-16G Avenue 320 Trunk Extension - 12 5,700 X
WWGM-16H Avenue 320 Trunk Extension - 12 4,500 X
WWGM-16I Avenue 320 Trunk Extension - 12 4,500 X
WWGM-16J Avenue 320 Trunk Extension - 12 4,500 X
WWGM-17 Kelsey Street Main - 12 10,000 X
WWGM-18A Highway 99 - West Avenue 320 Trunk - 24 8,000 X WWGM-18B Highway 99 - West Avenue 320 Trunk - 18 11,000 X WWGM-18C Highway 99 - West Avenue 320 Trunk - 18/30 1,000 X WWGM-18D Highway 99 - West Avenue 320 Trunk - 18 6,400 X WWGM-18E Highway 99 - West Avenue 320 Trunk - 21 9,800 X WWGM-19A East Riggin Extension Trunk - 24 800 X
WWGM-19B East Riggin Extension Trunk - 24 6,000 X
WWGM-19C East Riggin Extension Trunk - 21 2,600 X
WWGM-19D East Riggin Extension Trunk - 18 5,800 X
WWGM-19E East Riggin Extension Trunk - 15 3,400 X
WWGM-20A Road 148 Trunk - 21 7,900 X
CIP Phasing
Phase 1
Project ID Description/Street
Existing
Size/Type
Proposed
Size/Type Proposed Amount
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-26 | JUNE 2025 | FINAL
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TABLE 6.5 WASTEWATER COLLECTION SYSTEM CAPITAL IMPROVEMENT PLAN PHASING Phase 2 Phase 3 Phase 4 Phase 5
2026 2027 2028 2029 2030 2031-2035 2036-2040 2041-2045 2046 & beyond CIP Phasing
Phase 1
Project ID Description/Street
Existing
Size/Type
Proposed
Size/Type Proposed Amount
WWGM-20B Road 148 Trunk - 15 5,100 X
WWGM-20C Road 148 Trunk - 12 4,000 X
WWGM-20D Road 148 Trunk - 12 5,000 X
WWGM-20E Road 148 Trunk - 15 5,400 X
WWGM-20F Road 156 Trunk - 15/30 500 X
WWGM-21 Houston-Ivanhoe Main Extension - 12 2,800 X
Lift Stations Capacity (mgd) Capacity (mgd)
WWLS-2 Avenue 320 Trunk Extension Lift Station -- 5 - X WWLS-3 East Riggin Extension Trunk -- 5 - X
WWLS-4 West Avenue 320 Lift Station -- 9 - X
Force Main Diameter (in) Diameter (in) Length (ft)
WWFM-2 Avenue 320 Trunk Extension Lift Station Force Main - 14 1,900 X WWFM-3 East Riggin Trunk Extension Lift Station Force Main - 12 600 X WWFM-4 West Avenue 320 Lift Station Force Main - 21 100 X Ongoing City Related Projects
Sanitary Sewer Diameter (in) Diameter (in) Length (ft)
CP0369 Shirk Capacity Enhancement - 48 8,200 X
CP8268 Caldwell Avenue Widening - 15 1,150 X
CP0045 Shirk Street and Walnut Avenue - 48 200 X
CP9318 Sanitary Sewer Developer Reimbursement - - - X X X X X X X X CP9234 Sewer Line Preliminary Engineering - - - X X X X X X X X CP0567 Shirk Street Sanitary Sewer Trunkline - 48 - X X X CPNEW Visalia Parkway Trunkline - 30 - X
CP0398 Riggin widening- Kelsey to Shirk - 15 4,000 X
Other Projects
WWO-1 Septic Removal by Sewer Extension - 8.0 2,600 X
WWO-2A Septic Removal by Sewer Extension - 8.0 1,400 X
WWO-2B Septic Removal by Sewer Extension - 8.0 2,600 X
WWO-2C Septic Removal by Sewer Extension - 8.0 4,700 X
WWO-2D Septic Removal by Sewer Extension - 0.1 - X
WWO-3A Septic Removal by Sewer Extension - 8.0 1,300 X
WWO-3B Septic Removal by Sewer Extension - 8.0 300 X
WWO-4 Septic Removal by Sewer Extension - 8.0 800 X
WWO-5A Septic Removal by Sewer Extension - 8.0 1,300 X
WWO-5B Septic Removal by Sewer Extension - 8.0 500 X
WWO-6 Septic Removal by Sewer Extension - 8.0 1,200 X
WWO-7 Septic Removal by Sewer Extension - 8.0 600 X
WWO-8A Septic Removal by Sewer Extension - 8.0 2,600 X
WWO-8B Septic Removal by Sewer Extension - 0.05 - X
WWO-9 Septic Removal by Sewer Extension - 8.0 1,000 X
WWO-10 Septic Removal by Sewer Extension - 8.0 400 X
WWO-11 Sewer Master Plan Update - - - X X X X
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 6 6-28 | JUNE 2025 | FINAL
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CHAPTER 7 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 7-1
Chapter 7

CAPITAL IMPROVEMENT PLAN
This chapter presents the City CIP, a summary of the capital costs, and a basic assessment of the possible financial impacts on the City. This chapter is organized to assist the City in making financial decisions. The CIP is based on the evaluation of the City’s sanitary sewer collection system as described in Chapter 6.

7.1 Project Prioritization
As discussed in Chapter 6, the capital projects identified will allow the City to provide reliable service to its customers through buildout of Urban Development Boundary. A preliminary analysis was also performed for buildout of the Planning Area. The improvement projects were prioritized based on the following factors:
• Wastewater collection system improvements:
- Reducing the risk on SSOs in the collection system.
- Implementing projects to serve future growth.

Based on these factors, each project was assigned an implementation year. Critical projects were phased in the earlier phases (years) of the CIP. Less critical projects were phased into later phases of the CIP.

7.2 Capital Improvement Project Costs
The capacity upgrades and other system capital improvements set the foundation of the City’s wastewater collection system CIPs. The cost estimates presented in this study are opinions developed from bid tabulations, cost curves, information obtained from previous studies, and Carollo’s experience on other projects. The costs are based on an ENR Construction Cost Index 20-City Average of 13,782 (March 2025).

7.3 Cost Estimating Accuracy
The cost estimates presented in the CIPs have been prepared for general master planning purposes and for guidance in project evaluation and implementation. Final costs of a project will depend on actual labor and materials costs, competitive market conditions, final project scope, implementation schedule, and other variable factors such as preliminary alignment generation, investigation of alternative routings, and detailed utility and topography surveys.

The Association for the Advancement of Cost Engineering defines an Order of Magnitude Estimate, deemed appropriate for master plan studies, as an approximate estimate made without detailed engineering data. It is normally expected that an estimate of this type would be accurate within plus 50 percent to minus 30 percent. This section presents the assumptions used in developing order of magnitude cost estimates for recommended facilities.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 7 7-2 | JUNE 2025 | FINAL

7.4 Construction Unit Costs
The construction costs are representative of water distribution system facilities, sewer collection system facilities, and storm drainage facilities under normal construction conditions and schedules. Costs have been estimated for public works construction.

7.4.1 Pipeline Unit Costs
This section summarizes the unit costs for wastewater collection pipelines. All of the unit costs presented in this section include pipeline costs, excavation, and other appurtenances (e.g., valves, manholes, etc.)

7.4.1.1 Wastewater Collection System Pipelines
Sewer pipeline improvements range in size from 12 inches to 42 inches in diameter in this study.

Unit costs for the construction of pipelines and appurtenances (e.g., manholes) are shown in Table 7.1. The construction cost estimates are based upon these unit costs. The unit costs are for “typical” field conditions with construction in stable soil at a depth ranging between 10 feet to 15 feet.

Table 7.1 Sewer Pipeline Unit Costs
Pipe Size (inches) Replacement Unit Construction Cost(1) ($/linear foot) Gravity Main Unit Costs
12 $285
15 $315
18 $345
21 $390
24 $435
27 $475
30 $520
36 $605
42 $705
Force Main Unit Costs
6 $252
8 $252
10 $270
12 $276
14 $282
18 $287
21 $346
24 $463
Notes:
(1) ENR 20 City Average Construction Cost Index for March 2025 is 13,782.

CHAPTER 7 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 7-3

7.4.2 Lift Station Unit Cost
The estimated costs for projects to increase the pumping capacity of a lift station assume complete replacement of the lift station. Lift station cost estimates are based on a rate of $0.60 per gallon.

7.4.3 Baseline Construction Cost
Baseline Construction Cost is the total estimated construction cost, in dollars, of the proposed improvements for pipelines, lift stations, and force mains. Baseline Construction Costs were developed using the following criteria:
• Pipelines/Force Mains: Calculated by multiplying the estimated length by the unit cost. • Lift Stations: Calculated by multiplying the estimated total capacity in gallons by the unit cost.

7.4.4 Estimated Construction Cost
Contingency costs must be reviewed on a case-by-case basis because they will vary considerably with each project. Consequently, it is appropriate to allow for uncertainties associated with the preliminary layout of a project. Factors such as unexpected construction conditions, the need for unforeseen mechanical items, and variations in final quantities are a few of the items that can increase project costs for which it is wise to make allowances in preliminary estimates. To assist the City in making financial decisions for these future construction projects, contingency costs will be added to the planning budget as percentages of the total construction cost, divided into two categories—Estimated Construction Cost and Capital Improvement Cost.

Since knowledge about site-specific conditions of each proposed project is limited at the master planning stage, a 30 percent contingency was applied to the Baseline Construction Cost to account for unforeseen events and unknown conditions. A 30 percent contingency was used to account for unknown site conditions such as unforeseen conditions, environmental mitigations, and other unknowns is typical for master planning projects.

7.4.5 Capital Improvement Cost
Other project construction contingency costs include costs associated with project engineering, construction phase professional services, and project administration. Engineering services associated with new facilities include preliminary investigation and reports, right-of-way acquisition, foundation explorations, preparation of drawings and specifications during construction, surveying and staking, sampling of testing material, and start-up services.

Construction phase professional services cover items such as construction management, engineering services, materials testing, and inspection during construction. Finally, there are project administration costs, which cover items such as legal fees, environmental/California Environmental Quality Act compliance requirements, financing expenses, administrative costs, and interest during construction.

The cost of these items can vary, but for the purpose of this study, it is assumed that the other project contingency costs will equal approximately 27.5 percent of the Estimated Construction Cost.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 7 7-4 | JUNE 2025 | FINAL
As shown in the following simple calculation of the Capital Improvement Cost, the total cost of all project construction contingencies (construction, engineering services, construction management, and project administration) is 65.8 percent of the Baseline Construction Cost.

Note that contingencies were not applied to land acquisition costs. Calculation of the

65.8 percent is the overall mark-up on the Baseline Construction Cost to arrive at the Capital Improvement Cost. It is not an additional contingency.

Example:

Baseline Construction Cost $1,000,000
Construction Contingency (30%) $300,000
Estimated Construction Cost $1,300,000
Engineering Cost (10%) $130,000
Construction Management (10%) $130,000
Project Administration (7.5%) $97,500
Capital Improvement Cost $1,657,500

7.5 Capital Improvement Project Implementation
The proposed capital improvements are prioritized based on their urgency to mitigate existing deficiencies and other factors. The capital improvements were phased into one of the following phases:
• Phase 1 Projects (2026 - 2030): Improvements targeted for Phase 1 include projects to address existing capacity deficiencies and projects identified by the City. These include pipeline capacity improvements, rehabilitation projects, and pump replacements. • Phase 2 Projects (2031 - 2035): Improvements targeted for Phase 2 include projects to address buildout of UGB Tier 1, buildout of Tier 2, and City identified projects. • Phase 3 Projects (2036 - 2040): Improvements targeted for Phase 3 include projects to address buildout of UGB Tier 3.
• Phase 4 Projects (2041 - 2045): Improvements targeted for Phase 4 include projects to address buildout of UGB Tier 3 and buildout of SOI.
• Phase 5 Projects (2046 And Beyond): Improvements targeted for Phase 5 include projects to address buildout of the Planning Area.

A summary of the capital project costs is presented in Table 7.2. This table identifies the projects, provides a brief description of the project, identifies facility size (e.g., pipe diameter and length), and provides capital improvement cost. The table also shows the probable phase in which the project would be implemented. The implementation timeframe was based on the priority of each project to correct existing deficiencies or to serve future users. Detailed improvement sheets can be found in Appendix F. The columns used in Table 7.2 refer to the following (existing user cost versus future user cost explained in Section 7.5.1):
• Project ID: Assigned number that corresponds to the Proposed Improvement Table. This is an alphanumeric number that starts with identifying letter indicating the type of improvement (WWGM = Sewer Gravity Main; WWLS = Sewer Lift Station; WWFM = Sewer Force Main; WWRR = Sewer Rehabilitation/Replacement) and continues with a number.
• Description/Street: Street in which the improvement is proposed.

CHAPTER 7 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 7-5
• Existing Size/Type: This is the size of the existing pipeline/facility. It represents the diameter of the existing pipelines (in inches) or the size of the facility (e.g., storage tanks in million gallons, size of booster stations in gpm, etc.). • Proposed Size/Type: This is the size of the proposed improvement. It represents the diameter of the proposed pipeline (in inches) or the size of the proposed facility. • Replace/New: Indicates whether the proposed improvement is a replacement pipeline, parallel pipeline, or a new facility.
• Length: Estimated length of the proposed improvement (in feet), if applicable. It should be noted that the length estimates do not account for re-routing the alignments to avoid unknown conditions.
• CIP Phasing: This is an estimated improvement project start year.

The projects listed in Table 7.2 are organized by capacity related improvements, new service related improvements, City related projects, and others. Capacity improvements are recommended to mitigate capacity deficiencies, while new service projects are to address new growth as the City expands. City related projects are identified in the City’s CIP and limited to the collection system. Other projects include additional recommendations to update the Master Plan every five years.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 7 7-6 | JUNE 2025 | FINAL
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7.5.1 Existing Versus Future User Cost Share
Improvement costs within this study can be categorized as beneficial to existing users or future users, with some of the costs distributed between both categories. Costs are assigned to existing users if the improvement is related to an existing deficiency. Existing projects also benefit future users, which are assigned a portion of the cost. Projects that solely benefit future users such as new development or projects due to future users will be assigned 100 percent of the cost. For Visalia, existing user costs are also referred to as “operational costs” and future user costs are referred to as “development related.” For the purposes of this Master Plan, “existing user costs” and “operational costs” are interchangeable, as are “future user costs” and “development related costs.”
The hydraulic modeling results were used to determine the ratio of existing average flows and future average flows. With the ratio, project costs are divided between existing and future users.

For example, the Shirk Capacity Project (CP0369) will convey flows from existing users and flows from future users. Cost was assigned based on the percentage of total flows contributed by existing users and future users. Capacity projects created by future users are assigned to future customers.

A summary of existing and future user cost share for the proposed projects by phase is summarized in Table 7.3, while Table 7.4 summarizes user cost by project type.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 7 7-12 | JUNE 2025 | FINAL
Table 7.3 Sanitary Sewer CIP Cost by Reimbursement Category Reimbursement Category
Phase 1
(2026-2030)
($)
Phase 2
(2031-2035)
($)
Phase 3
(2036-2040)
($)
Phase 4
2041-2045
($)
Phase 5
2046-Beyond
($)
Total
($)
Existing Users $9,054,000 $155,000 $155,000 $155,000 $- $9,519,000 Future Users $17,749,000 $16,147,000 $26,001,000 $23,582,000 $152,315,000 $235,794,000 Total $26,803,000 $16,302,000 $26,156,000 $23,737,000 $152,315,000 $245,313,000 Table 7.4 Sanitary Sewer CIP Cost by Project Type and Reimbursement Category Project Type Existing User ($) Future User ($) Total ($) Capacity Improvements
Gravity Mains $6,276,000 $16,083,000 $22,359,000
Lift Stations $- $25,360,000 $25,360,000
Force Mains $- $58,000 $58,000
Subtotal $6,276,000 $41,501,000 $47,777,000
New Service Related Improvements
Gravity Mains $- $139,822,000 $139,822,000
Lift Stations $- $18,796,000 $18,796,000
Force Mains $- $1,218,000 $1,218,000
Subtotal $- $159,836,000 $159,836,000
City Related Projects
Ongoing Projects $2,627,000 $25,227,000 $27,854,000
Other Projects
Sewer Master Plan Update $619,000 $617,000 $1,236,000
Septic Removal by Sewer Extension $- $8,607,000 $8,607,000 Subtotal $619,000 $9,224,000 $9,843,000
Total $9,522,000 $235,788,000 $245,310,000
Notes:
(1) ENR 20 City Average Construction Cost Index for March 2025 is 13,782. (2) Estimated construction cost includes a 30 percent contingency of the baseline construction cost. (3) Total project costs includes a 10 percent markup for engineering, a 10 percent markup for construction management, and a 7.5 percent markup for project administration of the estimated construction cost.
(4) Total markup is 65.8 percent of the baseline construction cost.

CHAPTER 7 | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025 | 7-13

7.6 Summary
A summary of the CIP costs is provided in Table 7.5 and Figure 7.1 which show the distribution of capital costs by project type. As shown in Table 7.5, out of the total $245.3 million in capital projects, $26.8 million is targeted for implementation in Phase 1 (2026-2030), and another $16.3 million is targeted for Phase 2 (2031-2035). Phase 3 projects (2036-2040) account for $26.2 million and Phase 4 (2041-2045) projects account for $23.7 million.

CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | CHAPTER 7 7-14 | JUNE 2025 | FINAL
Table 7.5 Sanitary Sewer Collection System CIP Summary
Improvement Type
CIP Cost
Estimate(1)(2)(3)(4)
($)
Project Cost Phasing ($)
2026 - 2030 2031-2035 2036-2040 2041 - 2045 2046 & Beyond Capacity Improvement
Gravity Mains $22,359,000 $6,276,000 $- $- $16,083,000
Lift Stations $25,360,000 $- $- $- $25,360,000
Force Mains $58,000 $- $- $- $58,000
Capacity Subtotal $47,777,000 $6,276,000 $- $- $41,501,000 New Service Related Improvements
Gravity Mains $139,822,000 $4,482,000 $5,400,000 $25,083,000 $22,664,000 $82,193,000 Lift Station $18,796,000 - $- - $- $18,796,000
Force Main $1,218,000 - $- - $- $1,218,000
New Service Subtotal $159,836,000 $4,482,000 $5,400,000 $25,083,000 $22,664,000 $102,207,000 City Related Projects
Ongoing Projects $27,854,000 $15,736,000 $10,592,000 $763,000 $763,000 - Other Projects
Sewer Master Plan Update $1,236,000 $309,000 $309,000 $309,000 $309,000 $- Septic Removal by Sewer Extension $8,607,000 $- $- $- $309,000 $8,607,000 Other Projects Subtotal $9,843,000 $309,000 $309,000 $309,000 $618,000 $8,607,000 Total CIP $245,310,000 $26,803,000 $16,301,000 $26,155,000 $24,045,000 $152,315,000 Notes:
(1) ENR 20 City Average Construction Cost Index for March 2025 is 13,782. (2) Estimated construction cost includes a 30 percent contingency of the baseline construction cost. (3) Total project costs includes a 10 percent markup for engineering, a 10 percent markup for construction management, and a 7.5 percent markup for project administration of the estimated construction cost.
(4) Total markup is 65.8 percent of the baseline construction cost.

APPENDIX A LAND USE CLASIFICATION
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | EXECUTIVE SUMMARY JUNE 2025 | FINAL
-This Page Intentionally Left Blank-

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APPENDIX B | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025

APPENDIX B SEWER FLOW MONITORING AND

INFLOW/INFILTRATION STUDY
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | APPENDIX B JUNE 2025 | FINAL
-This Page Intentionally Left Blank-
City of Visalia
2018/19 Sewer Flow Monitoring Study

Prepared for: Carollo Engineers, Inc.
1 East Liberty, Suite 424
Reno, NV 89501
Date: July 2019
Prepared by:

V&A Project No. 17-0314

Table of Contents
| i
Table of Contents
Executive Summary ................................................................................................................................. 1 Scope and Purpose ........................................................................................................................... 1 Rainfall Monitoring ............................................................................................................................ 1 Monitoring Sites ................................................................................................................................ 1 Site Flow Monitoring and Capacity Results ........................................................................................ 3 Infiltration and Inflow Analysis .......................................................................................................... 6 Recommendations ............................................................................................................................ 9 1 Introduction .................................................................................................................................... 10

1.1 Scope and Purpose ............................................................................................................. 10

1.2 Flow Monitoring Sites and Sewerage Basins ....................................................................... 10 2 Methods and Procedures ................................................................................................................ 15

2.1 Confined Space Entry ......................................................................................................... 15

2.2 Flow Meter Installation ....................................................................................................... 16

2.3 Flow Calculation ................................................................................................................. 17

2.4 Measurement Error and Uncertainty ................................................................................... 18 Flow Addition versus Flow Subtraction ................................................................... 18

2.5 Average Dry Weather Flow Determination ........................................................................... 20

2.6 Flow Attenuation ................................................................................................................. 21

2.7 Inflow / Infiltration Analysis: Definitions and Identification ................................................. 22 Inflow / Infiltration Analysis: Definitions and Identification .................................... 22 Infiltration Components ......................................................................................... 23 Impact and Cost of Source Detection and Removal ................................................ 23 Graphical Identification of I/I ................................................................................. 24 Analysis Metrics ..................................................................................................... 25 Normalization Methods .......................................................................................... 25 3 Results and Analysis ....................................................................................................................... 26

3.1 Rainfall Monitoring ............................................................................................................. 26 Flow Study Rainfall Data ........................................................................................ 26 Regional Rainfall Event Classification .................................................................... 28 Table of Contents
ii | V&A Project No. 17-0314 City of Visalia, 2018-2019 Sewer Flow Monitoring Report

3.1.2.1 Rain Gauge Triangulation ....................................................................................... 30

3.2 Flow Monitoring .................................................................................................................. 32 Average Flow Analysis ............................................................................................ 32 Peak Measured Flows and Pipeline Capacity Analysis ............................................ 35

3.3 Inflow and Infiltration: Results ............................................................................................ 39 Preface .................................................................................................................. 39 Inflow Results Summary ......................................................................................... 40 RDI Results Summary............................................................................................. 43 Total I/I Results ..................................................................................................... 46 Groundwater Infiltration Results Summary ............................................................. 49 4 Recommendations .......................................................................................................................... 51 Appendix A Flow Monitoring Basin Reports: Data, Graphs, Information ................................................... 1 Tables
Table ES-1. List of Monitoring Sites ......................................................................................................... 2 Table ES-2. Capacity Analysis Summary .................................................................................................. 4 Table ES-3. I/I Analysis Summary ............................................................................................................ 6 Table ES-4. I/I Analysis Summary ............................................................................................................ 7 Table 1-1. List of Flow Monitoring Locations ......................................................................................... 10 Table 1-2. Isolated Flow Monitoring Basin Characteristics..................................................................... 11 Table 3-1. Summary of Rainfall Data ..................................................................................................... 26 Table 3-2. Rain Gauge Weighted Distribution by Flow Monitoring Basin ................................................ 31 Table 3-3. Dry Weather Flow.................................................................................................................. 32 Table 3-4. Capacity Analysis Summary .................................................................................................. 36 Table 3-5. Results and Rankings of Inflow Analysis ............................................................................... 41 Table 3-6. Results and Rankings of RDI Analysis ................................................................................... 44 Table 3-7. Total I/I Analysis Summary ................................................................................................... 46 Figures
Figure ES-1. Rainfall Over Monitoring Period, Average of 3 Rain Gauges ................................................. 1 Figure ES-2. Map of Flow Monitoring Sites and Rain Gauges ................................................................... 2 Table of Contents
| iii
Figure ES-3. Peak Measured Flow Schematic .......................................................................................... 5 Figure ES-4. Temperature Map: Inflow Final Rankings ............................................................................. 8 Figure ES-5. Temperature Map: Total I/I Final Rankings .......................................................................... 8 Figure 1-1. Map of Flow Monitoring Sites .............................................................................................. 12 Figure 1-2. Map of Flow Monitoring Basins ............................................................................................ 13 Figure 2-1. Typical Installation for Flow Meter with Submerged Sensor ................................................. 16 Figure 2-2. Sample ADWF Diurnal Flow Patterns ................................................................................... 20 Figure 2-3. Attenuation Illustration ........................................................................................................ 21 Figure 2-4. Typical Sources of Infiltration and Inflow ............................................................................. 22 Figure 2-5. Sample Infiltration and Inflow Isolation Graph ..................................................................... 24 Figure 3-1. Rainfall Over Monitoring Period, Average of 3 Rain Gauges ................................................. 26 Figure 3-2. Rainfall Accumulation Plot, Average of 3 Rain Gauges ........................................................ 27 Figure 3-3. NOAA Northern California Rainfall Frequency Map .............................................................. 28 Figure 3-4. Rainfall Event Classification – 24-Hour Period (North RG) ................................................... 29 Figure 3-5. Rainfall Inverse Distance Weighting Method ....................................................................... 30 Figure 3-6. Site 1 ADWF Curve .............................................................................................................. 33 Figure 3-7. Basin 1 Satellite View .......................................................................................................... 33 Figure 3-8. Dry Weather Flow Schematic ............................................................................................... 34 Figure 3-9. Peak Measured Flow Schematic .......................................................................................... 37 Figure 3-10. Peaking Factors................................................................................................................. 38 Figure 3-11. Max d/D Ratios ................................................................................................................. 38 Figure 3-12. Peak Inflow Rate, Site 6 .................................................................................................... 40 Figure 3-13. Inflow Analysis Summary – Peak I/I Rate to Acreage ......................................................... 41 Figure 3-14. Inflow Analysis Summary – Peak I/I Rate to ADWF ............................................................ 42 Figure 3-15. Temperature Map: Inflow Final Basin Rankings ................................................................. 42 Figure 3-16. RDI Measurement, Site 3 .................................................................................................. 43 Figure 3-17. RDI Analysis Summary – RDI Rate to ACRE ....................................................................... 44 Figure 3-18. RDI Analysis Summary – RDI Rate to ADWF ....................................................................... 45 Figure 3-19. Temperature Map: RDI Final Basin Rankings..................................................................... 45 Figure 3-20. Combined I/I Analysis Summary – Total I/I to ACRE (R-Value) ........................................... 47 Figure 3-21. Combined I/I Analysis Summary – Total I/I to ADWF ......................................................... 47 Figure 3-22. Temperature Map: Total I/I Final Basin Rankings .............................................................. 48 Figure 3-23. Groundwater Infiltration Sample Figure ............................................................................. 49 Figure 3-24. Minimum Flow Ratios vs ADWF .......................................................................................... 50 Table of Contents
iv | V&A Project No. 17-0314 City of Visalia, 2018-2019 Sewer Flow Monitoring Report Photo Log
Photo 2-1. Confined Space Entry ........................................................................................................... 15 Photo 2-2. Typical Personal Four-Gas Monitor ....................................................................................... 15 Appendices
Appendix A-1. Flow Monitoring Sites: Data, Graphs, Information

Table of Contents
| v
Abbreviations and Acronyms
Abbreviations/Acronyms Abbreviations/Acronyms s/Acronyms Definition Definition Definition ADWF ........................................Average Dry Weather Flow AVG............................................Average
CCTV .........................................Closed-Circuit Television CDEC .........................................California Data Exchange Center CIP ............................................Capital Improvement Program CO .............................................Carbon Monoxide CWOP ........................................Citizen Weather Observing Program DIA. ...........................................Diameter d/D............................................Depth/Diameter Ratio FT. .............................................Feet
FM .............................................Flow Monitor GPD ...........................................Gallons per Day GPM ..........................................Gallons per Minute GWI ...........................................Groundwater Infiltration H2S ...........................................Hydrogen Sulfide IN. .............................................Inch
I/I ..............................................Inflow and Infiltration IDM ...........................................Inch-Diameter Mile IDW ...........................................Inverse Distance Weighting LEL ............................................Lower Explosive Limit MAX. ..........................................Maximum
MGD ..........................................Million Gallons per Day MIN. ..........................................Minimum
NOAA .........................................National Oceanic and Atmospheric Administration N/A............................................Not applicable PF ..............................................Peaking Factor PS .............................................Pump Station Q ...............................................Flow Rate RDI ............................................Rainfall-Dependent Infiltration RG .............................................Rain Gauge SSO ...........................................Sanitary Sewer Overflow V&A ...........................................V&A Consulting Engineers, Inc.

WEF ...........................................Water Environment Federation WRCC ........................................Western Regional Climate Center

Table of Contents
vi | V&A Project No. 17-0314 City of Visalia, 2018-2019 Sewer Flow Monitoring Report Terms and Definitions
Term Definition Definition Definition
Average dry
weather flow
(ADWF)
Average flow rate or pattern from days without noticeable inflow or infiltration response.

ADWF usage patterns for weekdays and weekends differ and must be computed separately. ADWF is expressed as a numeric average and may include the influence of normal groundwater infiltration (not related to a rain event).

Basin Sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. Also refers to the ground surface area near and enclosed by pipelines. A basin may refer to the entire collection system upstream from a flow meter or exclude separately monitored basins upstream.

Depth/diameter
(d/D) ratio
Depth of water in a pipe as a fraction of the pipe’s diameter. A measure of fullness of the pipe used in capacity analysis.

Design storm A theoretical storm event of a given duration and intensity that aligns with historical frequency records of rainfall events. For example, a 10-year, 24-hour design storm is a storm event wherein the volume of rain that falls in a 24-hour period would historically occur once every 10 years. Design storm events are used to predict I/I response and are useful for modeling how a collection system will react to a given set of storm event scenarios.

Infiltration and
inflow
Infiltration and inflow (I/I) rates are calculated by subtracting the ADWF flow curve from the instantaneous flow measurements taken during and after a storm event. Flow in excess of the baseline consists of inflow, rainfall-responsive infiltration, and rainfalldependent infiltration. Total I/Iis the total sum in gallons of additional flow attributable to a storm event.

Infiltration,
groundwater
Groundwater infiltration (GWI) is groundwater that enters the collection system through pipe defects. GWI depends on the depth of the groundwater table above the pipelines as well as the percentage of the system that is submerged. The variation of groundwater levels and subsequent groundwater infiltration rates is seasonal by nature. On a day-today basis, groundwater infiltration rates are relatively steady and will not fluctuate greatly.

Infiltration,
rainfalldependent
Rainfall-dependent infiltration (RDI) is similar to groundwater infiltration but occurs as a result of storm water. The storm water percolates into the soil, submerges more of the pipe system, and enters through pipe defects. RDI is the slowest component of stormrelated infiltration and inflow, beginning gradually and often lasting 24 hours or longer.

The response time depends on the soil permeability and saturation levels.

Inflow Inflow is defined as water discharged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard and area drains, holes in manhole covers, cross-connections from storm drains, or catch basins. Inflow creates a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows.

Overflows are often attributable to high inflow rates.

Peak Wet
Weather Flow
The highest daily flow during and immediately after a significant storm event. Includes sanitary flow, infiltration and inflow.

Peaking factor
(PF)
PF is the ratio of peak measured flow to average dry weather flow. This ratio expresses the degree of fluctuation in flow rate over the monitoring period and is used in capacity analysis.

Surcharge When the flow level is higher than the crown of the pipe, then the pipeline is said to be in a surcharged surcharged surcharged condition. The pipeline is surcharged when the d/D ratio is greater than 1.0.

Synthetic
hydrograph
A set of algorithms has been developed to approximate the actual I/I hydrograph. The synthetic hydrograph is developed strictly using rainfall data and response parameters representing response time, recession coefficient and soil saturation.

Executive Summary
| 1
Executive Summary
Scope and Purpose
V&A Consulting Engineers, Inc. (V&A) has completed sanitary sewer flow monitoring within the City of Visalia (City). Flow monitoring was performed over a period of over one month from November 28, 2018 to January 08, 2019 at 15 open-channel flow monitoring sites. Many of the sites were previously monitored by V&A from March 12, 2004 through April 1, 2004 (V&A Project Number 04-030). There were three general purposes of this study:

1. Establish the baseline sanitary flows at the flow monitoring sites

2. Establish the peak flow condition during the rainfall events

3. Quantify inflow/infiltration (I/I) at the applicable flow monitoring sites Rainfall Monitoring
The cumulative precipitation over the flow monitoring period was lower than the historical average.

There were a series of rainfall events that occurred from November 2018 through January 2019 as shown in Figure ES-1, of which one rainfall event was defined. Rainfall Event 1 from November 28, 2018 through December 1, 2018 was the main rainfall event and elicited the strongest I/I response throughout the system. This event was classified as a less than 1-year, 24-hour rainfall event at most of the rain gauges. This rainfall event was of sufficient strength to elicit an I/I response from the flow monitoring sites suitable for I/I analysis.

Figure ES Figure ES-1. Rainfall . Rainfall . Rainfall Over Monitoring Period, Average of 3 Rai Over Monitoring Period, Average of 3 Rain Gauges Over Monitoring Period, Average of 3 Rain Gauges n Gauges Monitoring Sites
The flow monitoring site locations were selected and approved by the City and are listed in Table ES-1 and shown in Figure ES-2. Rain gauge locations are also shown.

0.00 0.05

0.10 0.15

0.20 0.25

0.30 26-Nov28-Nov
1-Dec3-Dec6-Dec9-Dec
11-Dec14-Dec17-Dec19-Dec22-Dec25-Dec27-Dec30-Dec
2-Jan4-Jan
Rain (inches per hour)
Event 1: Total Rainfall over Period: 1.85 inches

1.09 inches
Executive Summary
2 | V&A Project No. 17-0314 City of Visalia, 2018-2019 Sewer Flow Monitoring Report Table ES- Table ES-1. List of Monitoring . List of Monitoring . List of Monitoring Sites Monitoring
Site
Measured Pipe
Diameter (in.) Monitoring Pipe Manhole Location
FM 1 36 Northwest Inlet End of Drive 85
FM 2 21 North Inlet Valley Oaks Golf Course
FM 3 48 East Inlet W Walnut Ave w/o Rd 92
FM 4 36 East Inlet W Walnut Ave & S Savannah St
FM 5 36 South Inlet 3498 Akers St n/o W Caldwell Ave
FM 6 33 East Inlet S Noyes St & W Laurel Ave
FM 7 30 North Inlet S Akers St n/o W Cambridge Ave
FM 8 24 North Inlet S Akers St s/o W Cambridge Ave
FM 9 27 East Inlet W Walnut Ave & S San Joaquin Dr
FM 10 27 East Inlet W Caldwell Ave & Rd 100
FM 11 42 East Inlet W Mineral King Ave, w/o S Woodland Dr FM 12 28 East Inlet E Walnut Ave & S Church St
FM 13 18 East Inlet Houston Ave & N County Center St
FM 14 18 North Inlet W Cecil Ave & N Ranch Ct
FM 15 28.5 East Inlet 4425 W Ferguson Ave, w/o N Chinowth St Figure ES Figure ES-2. Map of Flow Monitoring Sites . Map of Flow Monitoring Sites . Map of Flow Monitoring Sitesand Rain Gauges and Rain Gauges and Rain Gauges Executive Summary
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Site Flow Monitoring and Capacity Results
Table ES-2 summarizes the peak recorded flows, levels, d/D ratios, and peaking factors per site during the flow monitoring period. Capacity analysis data are presented on a site-by-site basis and represents the hydraulic conditions only at the site locations; hydraulic conditions in other areas of the collection system will differ. The following capacity analysis results are noted:
Peaking Factor: Peaking factor is defined as the pe Peaking Factor: ak measured flow divided by the average dry weather flow (ADWF). Peaking factors are influenced by many factors including size and topography of tributary area, flow attenuation, flow restrictions, characteristics of I/I entering the collection system, and hydraulic features such as pump stations.

For this report, peaking factors are reported and PF > 4 are highlighted in RED1; however, the City should refer to City standards when evaluating peaking factors. d/D Ratio: The d/D ratio is the peak measured depth d/D Ratio: of flow (d) divided by the pipe diameter (D). The d/D ratio for each site was computed based on the maximum depth of flow for the study. Standards for d/D ratio vary from agency to agency, but typically range between d/D ≤

0.5 and d/D ≤ 0.75.

For this report, d/D ratio > 0.5 are highlighted in RED; however, the City should refer to City standards when evaluating d/D ratios, to be used at the discretion of the City Engineer.

The following capacity analysis results are noted:
Peaking Factors Peaking Factors
Site 2 had the largest peaking factor of all sites at 4.51. No other site had a peaking factor that exceeded 2.0. d/D Ratio: d/D Ratio:
No sites surcharged during the flow monitoring study. Only Site 14 had a d/D ratio that exceeded 0.50.

Figure ES-3 shows a schematic diagram of the peak measured flows with peak flow levels.

1 WEF Manual of Practice FD-6 and ASCE Manual No. 62 suggests typical peaking factor ratios range between 3 and 4, with higher values possibly indicative of pronounced I/I flows.

Executive Summary
4 | V&A Project No. 17-0314 City of Visalia, 2018-2019 Sewer Flow Monitoring Report Table ES- Table ES-2. Capacity Analysis Summary . Capacity Analysis Summary . Capacity Analysis Summary Monitoring
Site
ADWF
(MGD)
Peak Measured
Flow (MGD)
Peaking
Factor
Pipe Diameter,
D (IN)
Peak Measured
Depth, d (IN)
Max d/D
Ratio
FM 1 3.39 4.33 1.18 36 12.52 0.33
FM 2 0.06 0.25 4.51 21 8.46 0.40
FM 3 2.17 3.64 1.68 48 12.64 0.26
FM 4 5.73 8.77 1.41 36 17.95 0.46
FM 5 1.07 1.98 1.42 36 12.27 0.30
FM 6 1.23 1.94 1.46 33 9.48 0.27
FM 7 3.89 6.95 1.44 30 15.69 0.48
FM 8 0.64 1.17 0.62 24 7.36 0.17
FM 9 1.64 2.79 1.36 27 11.94 0.39
FM 10 0.72 1.72 1.71 27 9.38 0.29
FM 11 1.39 2.39 1.62 42 11.87 0.27
FM 12 0.85 1.95 1.83 28 13.17 0.36
FM 13 0.14 0.33 0.91 18 6.63 0.20
FM 14 0.57 0.98 1.46 18 10.91 0.56
FM 15 0.97 1.73 1.74 28.5 5.53 0.19
System 11.35 16.26 1.29
Executive Summary
| 5
Figure ES- Figure ES-3. Peak Measured Peak Measured Peak Measured Flow Schematic Flow Schematic Flow Schematic Executive Summary
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Infiltration and Inflow Analysis
Flow monitoring basins are localized areas of a sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. The basin refers to the ground surface area near and enclosed by the pipelines. A basin may refer to the entire collection system upstream from a flow meter or may exclude separately monitored basins upstream. I/I analysis in this report will be conducted on a basin-by-basin basis. For this study subtraction of flows was required to isolate the drainage areas of some flow monitoring basins. The flow monitoring basins and basin isolation equations are listed in Table ES-3.

The basin boundaries were assumed from the available mapbook pages, 2004 flow monitoring basins given from Carollo Engineers (V&A Project No. 04-030), general topography and ADWF. In particular, Basin 3 and Basin 4 were difficult to separate. However, Basin 3 and Basin 4 could not be used for I/I analysis due to the phenomena of inflating uncertainties from subtracting large flows to obtain flows of a relatively small downstream basin. I/I analyses for Basins 3 and 4 were not conducted.

Additionally, I/I analysis for Basin 1 should be used at the discretion of the City engineer due to the atypical ADWF pattern of Site 1.

Table ES Table ES-3. I/I Analysis Summary I/I Analysis Summary I/I Analysis Summary Isolated Basin Flow Isolation Calculation Area (Acres)
Basin 1 = Q1 – Q15 4021
Basin 2* = Q2 1179
Basin 3 = Q3 – (Q8 + Q5)
619
Basin 4 = Q4 – (Q7 + Q9)
Basin 5 = Q5 – Q10 315
Basin 6 = Q7 1666
Basin 7 = Q7 – Q6 865
Basin 8 = Q8 – Q13 1158
Basin 9 = Q9 – Q12 1846
Basin 10 = Q10 2378
Basin 11 = Q11 2561
Basin 12 = Q12 2555
Basin 13 = Q13 374
Basin 14* = Q14 685
Basin 15 = Q15 988
* Basins had overflow connections, but the overflow did not activate during the flow monitoring study.

Table ES-4 summarizes the I/I results for all basins in the study. The highest three ranked basins have been shaded in RED. Please refer to the I/I Methods section for more information on rainfall-dependent infiltration (RDI) and inflow analysis and ranking methods.

Figure ES-4 and Figure ES-5 illustrate temperature maps of the final inflow and RDI rankings, respectively.

Executive Summary
| 7
Table ES- Table ES-4. I/I Analysis Summary I/I Analysis Summary I/I Analysis Summary Basin ADWF
(mgd)
Basin
Acreage
Peak
Inflow
Rate
(mgd)
RDI Rate
(mgd)
Total I/I
(gallons)
Overall
Inflow
Rank
Overall
RDI
Rank
Overall
Total I/I
Rank
Basin 1 2.426 4,021 0.282 ND 40,800 9 - 9
Basin 2 0.056 1,179 0.166 0.045 94,000 2 1 4
Basin 5 0.347 315 ND 0.040 0 12 2 11
Basin 6 1.226 1,666 0.601 ND 195,700 1 - 2
Basin 7 0.696 865 ND ND 0 12 - 11
Basin 8 0.498 1,158 0.025 ND 0 10 - 11
Basin 9 0.793 1,846 0.006 0.046 80,700 11 3 7
Basin 10 0.723 2,378 0.347 0.002 184,600 5 5 3
Basin 11 1.393 2,561 0.498 ND 247,600 3 - 1
Basin 12 0.849 2,555 0.215 ND 78700 7 - 8
Basin 13 0.140 374 0.021 ND 1400 8 - 10
Basin 14 0.570 685 0.172 ND 58500 4 - 5
Basin 15 0.967 988 0.181 0.036 87500 6 4 6
The following I/I analysis results are noted:
Inflow: Basins 2, 6, and 11 ranked highest for nor Inflow malized inflow contribution. Rainfall- Rainfall-Dependent Infiltration Dependent Infiltration Dependent Infiltration: Generally, the RDI rates measured within the City collection system were low. Only Basins 2, 5, 9, 10 and 15 had detectable levels of RDI contribution.

Basins 2 and 5 ranked highest for normalized RDI contribution. Combined I/I: Basins 6, 10, and 11 ranked highest Combined I/I for normalized combined I/I contribution. Groundwater Infiltration: Sites 5 and 15 could be n Groundwater Infiltration oted as having the possibility of higher than typical GWI rates. V&A does not draw any conclusions from this analysis.

Executive Summary
8 | V&A Project No. 17-0314 City of Visalia, 2018-2019 Sewer Flow Monitoring Report Figure ES- Figure ES-4. Temperature Map: Inflow Final Rankings Temperature Map: Inflow Final Rankings Temperature Map: Inflow Final Rankings Figure ES- Figure ES-5. Temperature Map: Temperature Map: Temperature Map: Total I/I Total I/I Total I/IFinal Rankings Final Rankings Final Rankings Executive Summary
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Recommendations
V&A advises that future I/I reduction plans consider the following recommendations:

1. Master Plan and Model Implementation: This study fo Master Plan and Model Implementation cuses on inflow and infiltration generation; however, the capacity deficiencies of the collection system may be of greater concern relative to I/I response during peak wet weather events. The City may wish to have a model designed and/or a master plan study conducted to determine the overall needs of the City relative to I/I. Or simply, the study results can be used to update the master plan and compare with previous model assumptions and flow monitoring results.

2. Determine I/I Reduction Program: The City should ex Determine I/I Reduction Program amine its I/I reduction needs to determine their needs and goals for a future I/I reduction program. a. If peak flows, sanitary sewer overflows, and pipeline capacity issues are of greater concern, then priority can be given to investigate and reduce sources of inflow within the basins with the greatest inflow problems. The highest inflow occurs in Basins 2, 6, and 11. b. If total infiltration and general pipeline deterioration are of greater concern, then the program can be weighted to investigate and reduce sources of infiltration within the basins with the greatest infiltration problems. RDI rates were relatively low; there may not be a cost-effective reason to pursue sources of RDI.

3. I/I Investigation Methods: Potential I/I investigat I/I Investigation Methods ion methods include the following:
a. Smoke testing can be effective for locating sources of inflow. Smoke testing can be considered for Basins 2, 6, and 11 which had the highest normalized inflow rates. b. Mini-basin or sub-basin flow monitoring can be used to better determine the distribution of I/I within a particular sub-basin. Basins 2, 6, and 11 may be good candidates mini-basin flow monitoring to better locate the distribution of inflow and infiltration within these basins.
c. Night-time I/I reconnaissance can be conducted within basins with high RDI rates to better determine on a pipe reach by pipe reach basis where the RDI is occurring within particular sub-basin. This method may be utilized to determine candidate neighborhoods for potential CIP projects to mitigate and reduce I/I within the collection system. Night-time I/I reconnaissance is not recommended for this system.

4. I/I Reduction Cost Effective Analysis: The City sho I/I Reduction Cost Effective Analysis uld conduct a study to determine which is more cost-effective: (1) locating the sources of inflow/infiltration and systematically rehabilitating or replacing the faulty pipelines; or (2) continued treatment of the additional rainfall dependent I/I flow.

Introduction
| 10
1 Introduction

1.1 Scope and Purpose
V&A Consulting Engineers, Inc. (V&A) has completed sanitary sewer flow monitoring within the City of Visalia (City). Flow monitoring was performed over a period of over one month from November 28, 2018 to January 08, 2019 at 15 open-channel flow monitoring sites. Many of the sites were previously monitored by V&A from March 12, 2004 through April 1, 2004 (V&A Project Number 04-030). There were three general purposes of this study:

1. Establish the baseline sanitary flows at the flow monitoring sites

2. Establish the peak flow condition during the rainfall events

3. Quantify inflow/infiltration (I/I) at the applicable flow monitoring sites

1.2 Flow Monitoring Sites and Sewerage Basins
The flow monitoring sites were selected and approved by the City. Flow monitoring sites are identified as the manholes where the flow monitors were secured and the pipelines wherein the flow sensors were placed. Capacity analysis and flow rate information is presented on a site-by-site basis. Information regarding the flow monitoring locations are listed in Table 1-1 and shown in Figure 1-1. Discrepancies to expected pipe diameters have been shaded in RED. Detailed descriptions of the individual flow monitoring sites, including photographs, are included in Appendix A.

Flow monitoring site data may include the flows of one or many drainage basins. Flow monitoring basins are localized areas of a sanitary sewer collection system upstream of a given location (often a flow meter), including all pipelines, inlets, and appurtenances. The basin refers to the ground surface area near and enclosed by the pipelines. A basin may refer to the entire collection system upstream from a flow meter or may exclude separately monitored basins upstream, requiring basin isolation (subtraction of upstream flows). The basin boundaries were assumed from the available mapbook pages, 2004 flow monitoring basins given from Carollo Engineers (V&A Project No. 04-030), general topography and measured ADWF values.

The I/I analysis results will be presented on an isolated basin basis. The basins, basin attributes and basin isolation equations are listed in Table 1-2 and shown in Figure 1-2. Rain gauge locations in relation to the drainage basins are also shown in Figure 1-2.

Table 1 Table 1-1. List of Flow Monitoring Locations ist of Flow Monitoring Locations ist of Flow Monitoring Locations Monitoring
Site
Expected
Pipe Dia
(in)
Measured
Pipe Dia
(in)
Monitoring
Pipe
Manhole
Location Latitude Longitude
FM 1 36 36 NW Inlet End of Drive 85 36.3174 -119.3959
FM 2 21 21 North Inlet Valley Oaks Golf Course 36.3199 -119.3856 FM 3 48 48 East Inlet W Walnut Ave w/o Rd 92 36.3128 -119.3702 Introduction
| 11
Monitoring
Site
Expected
Pipe Dia
(in)
Measured
Pipe Dia
(in)
Monitoring
Pipe
Manhole
Location Latitude Longitude
FM 4 36 36 East Inlet W Walnut Ave & S Savannah St 36.3127 -119.3631 FM 5 36 36 South Inlet 3498 Akers St n/o W Caldwell 36.3001 -119.3494 FM 6 33 33 East Inlet S Noyes St & W Laurel Ave 36.3208 -119.3447 FM 7 30 30 North Inlet S Akers St n/o W Cambridge 36.3152 -119.3496 FM 8 24 24 North Inlet S Akers St s/o W Cambridge 36.3146 -119.3496 FM 9 36 27 East Inlet W Walnut Ave & S San Joaquin 36.3128 -119.3459 FM 10 27 27 East Inlet W Caldwell Ave & Rd 100 36.2983 -119.3472 FM 11 30 42 East Inlet W Mineral King Ave, w/o S
Woodland Dr 36.3277 -119.3198
FM 12 27 28 East Inlet E Walnut Ave & S Church St 36.3129 -119.2908 FM 13 18 18 East Inlet Houston Ave & N County
Center St 36.3420 -119.3230
FM 14 18 18 North Inlet W Cecil Ave & N Ranch Ct 36.3409 -119.3215 FM 15 30 28.5 East Inlet 4425 W Ferguson Ave, w/o N
Chinowth St 36.3491 -119.3361
Table 1 Table 1-2. Isolated Flow Monitoring B Isolated Flow Monitoring B Isolated Flow Monitoring Basin Characteristics asin Characteristics asin Characteristics Isolated Basin Flow Isolation Calculation Area (Acres)
Basin 1 = Q1 – Q15 4021
Basin 2* = Q2 1179
Basin 3 = Q3 – (Q8 + Q5)
619
Basin 4 = Q4 – (Q7 + Q9)
Basin 5 = Q5 – Q10 315
Basin 6 = Q7 1666
Basin 7 = Q7 – Q6 865
Basin 8 = Q8 – Q13 1158
Basin 9 = Q9 – Q12 1846
Basin 10 = Q10 2378
Basin 11 = Q11 2561
Basin 12 = Q12 2555
Basin 13 = Q13 374
Basin 14* = Q14 685
Basin 15 = Q15 988
Introduction
12 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Figure 1 Figure 1-1. Map of Flow Monitoring . Map of Flow Monitoring . Map of Flow Monitoring Sites Introduction
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Figure 1 Figure 1-2. Map of Flow Monitoring . Map of Flow Monitoring . Map of Flow Monitoring Basins Methods and Procedures
| 15
2 Methods and Procedures

2.1 Confined Space Entry
A confined space (Photo 2-1) is defined as any space that is large enough and so configured that a person can bodily enter and perform assigned work, has limited or restricted means for entry or exit and is not designed for continuous employee occupancy. In general, the atmosphere must be constantly monitored for sufficient levels of oxygen (19.5% to 23.5%), and the presence of hydrogen sulfide (H2S) gas, carbon monoxide (CO) gas, and lower explosive limit (LEL) levels. A typical confined space entry crew has members with OSHA-defined responsibilities of Entrant, Attendant and Supervisor. The Entrant is the individual performing the work. He or she is equipped with the necessary personal protective equipment needed to perform the job safely, including a personal four-gas monitor (Photo 2-2). If it is not possible to maintain line-of-sight with the Entrant, then more Entrants are required until line-of-sight can be maintained. The Attendant is responsible for maintaining contact with the Entrants to monitor the atmosphere using another four-gas monitor and maintaining records of all Entrants if there is more than one. The Supervisor is responsible for developing the safe work plan for the job at hand prior to entering.

Photo 2-1. Confined Space Entry Photo 2-2. Typical Personal Four-Gas Monitor Monitor
Methods and Procedures
16 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report

2.2 Flow Meter Installation
V&A installed Teledyne-Isco 2150 area-velocity flow meters with remote monitoring for temporary metering within the collection system. Isco 2150 meters use submerged sensors with a pressure transducer to collect depth readings and an ultrasonic Doppler sensor to determine the average fluid velocity. The ultrasonic sensor emits high-frequency (500 kHz) sound waves, which are reflected by air bubbles and suspended particles in the flow. The sensor receives the reflected signal and determines the Doppler frequency shift, which indicates the estimated average flow velocity. The sensor is typically mounted at a manhole inlet to take advantage of smoother upstream flow conditions. The sensor may be offset to one side to lessen the chances of fouling and sedimentation where these problems are expected to occur. Manual level and velocity measurements were taken during installation of the flow meters and again when they were removed and compared to simultaneous level and velocity readings from the flow meters to ensure proper calibration and accuracy. Figure 2-1 shows a typical installation for a flow meter with a submerged sensor.

Figure 2 Figure 2-1. Typical Installation for Flow Meter with Submerg . Typical Installation for Flow Meter with Submerged Sensor d Sensor d Sensor Methods and Procedures
| 17

2.3 Flow Calculation
Data retrieved from the flow meters were placed into a spreadsheet program for analysis. Data analysis included data comparison to field calibration measurements, as well as necessary geometric adjustments as required for sediment (sediment reduces the pipe’s wetted cross-sectional area available to carry flow). Area-velocity flow metering uses the continuity equation:
( ) AT AS Q = v ⋅ A = v ⋅ −
where Q : volume flow rate
v: average velocity as determined by the ultrasonic sensor A: cross-sectional area available to carry flow
AT: total cross-sectional area with both wastewater and sediment AS: cross-sectional area of sediment.

For circular pipe,




















 −











− − 











= −
− −
D
D d
d
D
D
D d
A
W
W
W
T
2 sin cos 1
2 2
2 cos 1
4 1 1
2 



















 −











− − 











= −
− −
D
D d
d
D
D
D d
A
S
S
S
S
2 sin cos 1
2 2
2 cos 1
4 1 1
2 where dW: distance between wastewater level and pipe invert dS: depth of sediment
D: pipe diameter

Methods and Procedures
18 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report

2.4 Measurement Error and Uncertainty
For traditional engineering applications, measurement “error” is explained as a difference between a computed, estimated, or measured value and the generally accepted true or theoretically correct value.

It can also be thought of as a difference between the desired and the actual performance of equipment.

For equipment, error is usually expressed as a percentage relative to accuracy (i.e., “…the velocity sensor has an accuracy of ±2% of the reading…”).

However, for this study and flow monitoring applications, the cause of the measurement difference is important and a distinction will be made between the equipment not performing to industry standards (“error”) and expected inaccuracies (“uncertainty”) associated with monitoring technology limitations.

Gauging “error” “error” “error” occurs when the equipment is not performing to industry standards. This can occur as a result of the following common categories of conditions that can be encountered at a wastewater monitoring site.
Malfunctioning equipment (i.e. a sensor is damaged, battery life ends, or a desiccant canister becomes saturated)
Improper equipment choice or maintenance (i.e. the selected gauging equipment technologies are incompatible with hydraulic conditions within the sewer, or excessive gravel deposits are allowed to accumulate around the sensors without being removed) Improper equipment calibration (i.e. depth and/or velocity measurements are incorrectly taken within the sewer, or equipment is allowed to drift out of calibration) Field conditions within the sewer, (i.e. foaming at the water surface that “blinds” an ultrasonic depth sensor, or toilet paper catching and accumulating on a combination sensor, blinding the acoustic Doppler velocity meter)
For flow monitoring applications, gauging “uncertai “uncertainty” “uncertainty” is used to describe and quantify the nty” expected inaccuracies that result from the limitations of the technologies that utilize indirect measurements to quantify wastewater flow.

It is important to try and install flow meters in “ideal” flow conditions. Ideal flow conditions are generally defined by as laminar flow in a straight-through, constant-slope pipeline with no disturbances (elbows, tees, hydraulic shifts, etc.) 10 diameters upstream and 5 diameters downstream from the flow monitoring location. If ideal flow conditions are met, then an expected uncertainty of final flow calculation from an open-channel flow meter may be approximately ±5%. For many situations, ideal flow conditions cannot be met and uncertainties increase.

Flow Addition versus Flow Subtraction
Due to the uncertainties involved in subtracting flows of similar magnitudes, the addition of flows at multiple monitoring sites is usually preferred over subtraction of flows. Subtraction becomes an issue especially when the flow difference from the subtraction falls within the measurement uncertainty range of the two larger flow data sets (i.e. subtracting a large flow from another large flow to obtain a small difference).

This concept is best demonstrated per the following example:
Meter A measures 2.00 MGD of flow and has an expected uncertainty of ±5%, thus the uncertainty range of the flow measurement is ±0.10 MGD.

Methods and Procedures
| 19
Meter B measures 2.50 MGD of flow and has an expected uncertainty of ±6%, thus the uncertainty range of the flow measurement is ±0.15 MGD. Meter C measures 0.50 MGD of flow and has an expected uncertainty of ±8%, thus the uncertainty range of the flow measurement is ±0.04 MGD.

Scenario 1 Scenario 1–Flow Addition Flow Addition Flow Addition Meter A + Meter B = 2.00 MGD (±0.10) + 2.50 MGD (±0.15) = 4.50 MGD (±0.25) Overall uncertainty = ±0.25 / 4.50 = ±5.6%
For flow addition, the final uncertainty is essentially a weighted average of the component uncertainties.

Scenario 2 Scenario 2 –Flow Subtraction, Large Flow less Small Flow Flow Subtraction, Large Flow less Small Flow Flow Subtraction, Large Flow less Small Flow Meter B - Meter C = 2.50 MGD (±0.15) - 0.50 MGD (±0.04) = 2.00 MGD (±0.19) Overall uncertainty = ±0.19 / 2.00 = ±9.5%
For flow subtraction, the final uncertainty will always be greater than the component uncertainties.
When subtracting a small flow from a large flow, the resulting uncertainties can still be manageable.

Scenario 3 Scenario 3 –Flow Subtraction, Large Flow Flow Subtraction, Large Flow Flow Subtraction, Large Flow less a similarly Large less a similarly Large Flow less a similarly Large Flow Meter B - Meter A = 2.50 MGD (±0.15) – 2.00 MGD (±0.10) = 0.50 MGD (±0.25) Overall uncertainty = ±0.25 / 0.50 = ±50%
When subtracting a similarly sized flow rates, the resulting uncertainties may not be manageable.

In this example, an uncertainty of ±50% may be considered unacceptable for confident analyses.

Scenario 3 is a very “real-world” situation. The uncertainties for Meter A and Meter B are extremely reasonable (indeed, most flow monitoring service providers would be extremely pleased with true meter uncertainties of ±5% to ±6%). However, the reality of the math is clear and the above example demonstrates the concept of flow subtraction and compounding or inflating uncertainty ranges.

The following points are emphasized in relation to the items of this section:
For subtraction of flows, the overall uncertainty can be an inflated value that far exceeds the component uncertainties.
The smaller the resultant flow from the subtraction equation, the larger the percentage uncertainty.
Whenever possible, basins flows should be directly measured, rather than calculated as a subtraction of two or more flow meters.
If flow subtraction cannot be avoided, it is better to have the magnitudes of the component flows be as dissimilar as possible.

Methods and Procedures
20 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report

2.5 Average Dry Weather Flow Determination
For this study, four distinct average dry weather flow (ADWF) curves were established for each Basin location:
Mondays – Thursdays
Fridays
Saturdays
Sundays
Flows for many of the monitored Basins differ on Friday evenings compared to Mondays through Thursdays. Starting around 7 pm, the flows are often decreased (compared to Monday through Thursday). Similarly, flow patterns for Saturday and Sunday were also separated due to their unique evening flow pattern. This type of differentiation can be important when determining I/I response, especially if a rain event occurs on a Friday, Saturday or Sunday evening.

Figure 2-2 illustrates a sample of varying flow patterns within a typical week dry week2.

Figure 2 Figure 2-2. Sample ADWF Diurnal Flow Patterns . Sample ADWF Diurnal Flow Patterns . Sample ADWF Diurnal Flow Patterns ADWF curves are taken from “Dry Days”, when RDI had the least impact on the baseline flow. The overall average dry weather flow (ADWF) was calculated per the following equation:






 + ×





 + ×





 + ×





= − ×
7 1
7 1
7 1
7 4
ADWF ADWF Mon Thu ADWF Fri ADWF Sat ADWF Sun ,

2 Holiday flows can be extremely variable. Christmas flows are different from Thanksgiving flows and different from MLK Day flows. V&A does not establish ADWF curves for holidays unless required for I/I analysis, which was not the case for this project.

A “typical” holiday (Monday holidays like MLK Day, Presidents’ Day, Memorial Day and Labor Day) can be roughly estimated as a weighted average of 80% Sunday flow and 20% Mon-Thu Flow.

0.0 1.0

2.0 3.0

4.0 5.0

6.0 00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00 Flow (mgd)
Hour
Mon-Thu Friday Saturday Sunday
Methods and Procedures
| 21

2.6 Flow Attenuation
Flow attenuation in a sewer collection system is the natural process of the reduction of the peak flow rate through redistribution of the same volume of flow over a longer period of time. This occurs as a result of friction (resistance), internal storage and diffusion along the sewer pipes. Fluids are constantly working towards equilibrium. For example, a volume of fluid poured into a static vessel with no outside turbulence will eventually stabilize to a static state, with a smooth fluid surface without peaks and valleys. Attenuation within a sanitary sewer collection system is based upon this concept. A flow profile with a strong peak will tend to stabilize towards equilibrium, as shown in Figure 2-3.

Figure 2 Figure 2-3. Attenuation Illustration . Attenuation Illustration . Attenuation Illustration Within a sanitary sewer collection system, each individual basin will have a specific flow profile. As the flows from the basins combine within the trunk sewer lines, the peaks from each basin will (a) not necessarily coincide at the same time, and (b) due to the length and time of travel through the trunk sewers, peak flows will attenuate prior to reaching the treatment facility. The sum of the peak flows of the individual basins within a collection system will usually be greater than the peak flows observed at the treatment facility.

Time
Flow
Time
Flow
Time
Vol. X Volume Y
Volume X = Volume Y
Methods and Procedures
22 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report

2.7 Inflow / Infiltration Analysis: Definitions and Identification Inflow and infiltration (I/I) consists of storm water and groundwater that enter the sewer system through pipe defects and improper storm drainage connections and is defined as follows:

Inflow / Infiltration Analysis: Definitions and Identification Inflow: Storm water inflow is defined as water disc Inflow harged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard and area drains, holes in manhole covers, cross-connections from storm drains, or catch basins. Infiltration: Infiltration is defined as water ente Infiltration ring the sanitary sewer system through defects in pipes, pipe joints, and manhole walls, which may include cracks, offset joints, root intrusion points, and broken pipes.

Figure 2-4 illustrates the possible sources and components of I/I.

Figure 2 Figure 2-4. Typical Sources of Infiltration and Inflow Typical Sources of Infiltration and Inflow Typical Sources of Infiltration and Inflow Methods and Procedures
| 23
Infiltration Components
Infiltration can be further subdivided into components as follows:
Groundwater Infiltration Groundwater Infiltration: Groundwater infiltration (GWI) depends on the depth of the groundwater table above the pipelines as well as the percentage of the system submerged. The variation of groundwater levels and subsequent groundwater infiltration rates is seasonal by nature. On a day-to-day basis, groundwater infiltration rates are relatively steady and will not fluctuate greatly.
Rainfall- Rainfall-Dependent Infiltration Dependent Infiltration Dependent Infiltration: This component occurs as a result of storm water and enters the sewer system through pipe defects, as with groundwater infiltration. The storm water first percolates directly into the soil and then migrates to an infiltration point. Typically, the time of concentration for rainfall-related infiltration may be 24 hours or longer, but this depends on the soil permeability and saturation levels.
Rainfall- Rainfall-Responsive Infiltration Responsive Infiltration Responsive Infiltration is storm water which enters the collection system indirectly through pipe defects, but normally in sewers constructed close to the ground surface such as private laterals. Rainfall-responsive infiltration is independent of the groundwater table and reaches defective sewers via the pipe trench in which the sewer is constructed, particularly if the pipe is placed in impermeable soil and bedded and backfilled with a granular material. In this case, the pipe trench serves as a conduit similar to a French drain, conveying storm drainage to defective joints and other openings in the system. This type of infiltration can have a quick response and graphically can look very similar to inflow.

Impact and Cost of Source Detection and Removal
Inflow: Inflow:
Impact: This component of I/I creates a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows. Because the response and magnitude of inflow is tied closely to the intensity of the storm event, the short-term peak instantaneous flows may result in surcharging and overflows within a collection system. Severe inflow may result in sewage dilution, resulting in upsetting the biological treatment (secondary treatment) at the treatment facility.
Cost of Source Identification and Removal: Inflow locations are usually less difficult to find and less expensive to correct. These sources include direct and indirect cross-connections with storm drainage systems, roof downspouts, and various types of surface drains.

Generally, the costs to identify and remove sources of inflow are low compared to potential benefits to public health and safety or the costs of building new facilities to convey and treat the resulting peak flows.
Infiltration: Infiltration:
Impact: Infiltration typically creates long-term annual volumetric problems. The major impact is the cost of pumping and treating the additional volume of water, and of paying for treatment (for municipalities that are billed strictly on flow volume). Cost of Source Detection and Removal: Infiltration sources are usually harder to find and more expensive to correct than inflow sources. Infiltration sources include defects in deteriorated sewer pipes or manholes that may be widespread throughout a sanitary sewer system.

Methods and Procedures
24 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Graphical Identification of I/I
Inflow is usually recognized graphically by large-magnitude, short-duration spikes immediately following a rain event. Infiltration is often recognized graphically by a gradual increase in flow after a wet-weather event. The increased flow typically sustains for a period after rainfall has stopped and then gradually drops off as soils become less saturated and as groundwater levels recede to normal levels. Realtime flows were plotted against ADWF to analyze the I/I response to rainfall events. Figure 2-5 illustrates a sample of how this analysis is conducted and some of the measurements that are used to distinguish infiltration and inflow. Similar graphs were generated for the individual flow monitoring Basins and can be found in Appendix A.

Figure 2 Figure 2-5. Sample Infiltration and Inflow Isolation Graph Sample Infiltration and Inflow Isolation Graph Sample Infiltration and Inflow Isolation Graph Methods and Procedures
| 25
Analysis Metrics
After differentiating I/I flows from ADWF flows, various calculations can be made to determine which I/I component (inflow or infiltration) is more prevalent at a particular Basin and to compare the relative magnitudes of the I/I components between drainage basins and between storm events:
Inflow – Inflow –Peak I/I Flow Rate Peak I/I Flow Rate Peak I/I Flow Rate: Inflow is characterized by sharp, direct spikes occurring during a rainfall event. Peak I/I rates are used for inflow analysis.3 Groundwater Infiltration Groundwater Infiltration(GWI): GWI analysis is conducted by looking at minimum dry weather flow to average dry weather flow ratios and comparing them to established standards to quantify the rate of excess groundwater infiltration.
Rainfall- Rainfall-Dependent Infiltration Dependent Infiltration Dependent Infiltration(RDI): RDI Analysis is conducted by looking at the infiltration rates at set periods after the conclusion of a storm event. Depending on the particular collection system and the time required for flows to return to ADWF levels, different periods may be examined to determine the basins with the greatest or most sustained rainfalldependent infiltration rates. Total I/I Total I/I: The total inflow and infiltration is measured in gallons per Basin and per storm event.

Because it is based on total I/I volume, it is an indicator of combined inflow and infiltration and is used to identify the overall volumetric influence of I/I within the monitoring basin.

Normalization Methods
There are three ways to normalize the I/I analysis metrics for an “apples-to-apples” comparison amongst the different drainage basins:
per-ADWF: The metric is divided by the established average dry weather flow rate and typically expressed as a ratio. Peaking Factors are examples of using ADWF to normalize data from different Basins.
per-IDM: The metric is divided by length of pipe (IDM [inch-diameter mile]) contained within the upstream basin. Final units typically are gallons per day (gpd) per IDM. per-ACRE: The metric is divided by the acreage of the upstream basin. Final units typically are gallons per day (gpd) per ACRE.

The infiltration and inflow indicators were normalized by the per-ADWF and per-ACRE methods in this report and these results will be shown in the following I/I analysis results sections. For the purposes of basin rankings, the following weighting decisions are given:
per-ADWF: City of Visalia includes agricultural and industrial areas of which sewerage usage is atypical and seasonal. It is noted that abnormal waste usage could result in low ADWF values, which could skew results and lend for possible misinterpretation of data. However, in lieu of accurate basin boundaries and IDM data, ADWF is an actual measured data. Per-ADWF metrics will be assigned 51% weighting towards final rankings.
per-IDM: Per-IDM values were not provided.
per-ACRE: The topography is flat and consistent across the metering basins which should results in valid per-ACRE analyses. However, the basin boundaries were assumed from the available mapbook pages, 2004 flow monitoring basins given from Carollo Engineers (V&A Project No. 04-030), and general topography. Per-ACRE metrics will be assigned 49% weighting towards final rankings.

3 I/I flow rate is the real time flow less the estimated average dry weather flow rate. It is an estimate of flows attributable to rainfall. Peak measured flow rates are not used because they are inclusive of ADWF and can be skewed higher or lower depending on whether the storm event I/I response occurs during low-flow or high-flow hours.

Results and Analysis
26 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report 3 Results and Analysis

3.1 Rainfall Monitoring
Flow Study Rainfall Data
V&A captured rainfall data from a total of three publicly available private weather station (PWS4), allowing for good coverage over the fairly large flow monitoring area. Refer to Figure 1-2 for the locations of the rain gauges.

There was one primary rainfall event that occurred from November 28, 2018 to December 1, 2018 and used for I/I analysis. Table 3-1 and Figure 3-1 show the duration and precipitation of the rainfall event.

Table 3 Table 3-1. Summary of Rainfall Data Summary of Rainfall Data Summary of Rainfall Data Rain Gauge Rain Gauge
Rain Event 1 Rain Event 1
Nov28 –Dec 1, 2018 Dec 1, 2018 Dec 1, 2018
Total over
Monitoring Period Monitoring Period
North 1.14 1.93
East 1.12 1.93
South 1.00 1.67
Average: Average: 1.09 1.85
Figure 3 Figure 3-1. Rainfall . Rainfall . Rainfall Over Monitoring Period, Over Monitoring Period, Over Monitoring Period, Average of 3 Rain Gauges Average of 3 Rain Gauges Average of 3 Rain Gauges Figure 3-2 shows the rain accumulation plot of the period rainfall, as well as the historical average

4 National Oceanic and Atmospheric Administration (NOAA) Citizen Weather Observer Program (CWOP) members send data from their PWS to the NOAA MADIS server; the data undergoes quality checking and then is distributed. While V&A has no direct control over the rain gauges, V&A performs additional QA/QC on the data to ensure its suitability for use.

0.0 0.1

0.2 0.3

0.4 0.5
26-Nov28-Nov30-Nov
2-Dec4-Dec6-Dec8-Dec
10-Dec12-Dec14-Dec16-Dec18-Dec20-Dec22-Dec24-Dec26-Dec28-Dec30-Dec 1-Jan3-Jan5-Jan
Rain (inches per hour)
Total Rainfall over Period: 1.85 inches
Event 1:

1.09 inches
Results and Analysis
| 27
rainfall in the City during this project duration. The historical data was taken from WRCC Station 049367 located in Visalia5. The cumulative precipitation for the average of the rain gauges was lower than the historical average precipitation for the duration of the flow monitoring.

Figure 3 Figure 3-2. Rainfall Accumulation Plot Rainfall Accumulation Plot Rainfall Accumulation Plot, Average of 3 Rain Gauge , Average of 3 Rain Gauges , Average of 3 Rain Gauges

5 https://wrcc.dri.edu/cgi-bin/cliMAIN.pl?ca9367

0.0 0.5

1.0 1.5

2.0 2.5

3.0 26-Nov
3-Dec
10-Dec17-Dec24-Dec31-Dec
7-Jan
Rain (inches)
Period Rainfall
Historical Average

2.40 1.85
Results and Analysis
28 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Regional Rainfall Event Classification
It is important to classify the relative size of a major storm event that occurs over the course of a flow monitoring period6 Rainfall events are classified by intensity and duration. Based on historical data, frequency contour maps for storm events of given intensity and duration have been developed by the NOAA for all areas within the continental United States (Figure 3-3).

Figure 3 Figure 3-3. NOAA Northern California Rainfall Frequency Map AA Northern California Rainfall Frequency Map AA Northern California Rainfall Frequency Map For example, the NOAA Rainfall Frequency Atlas7 classifies a 10-year, 24-hour storm event at the North rain gauge location as 2.24 inches. This means that in any given year, at this specific location, there is a 10% chance that 2.24 inches of rain will fall in any 24-hour period.

From the NOAA frequency maps, for a specific latitude and longitude, the rainfall densities for period durations ranging from 1 hour to 20 days are known for rain events ranging from 1-year to 10-year intensities. These are plotted to develop a rain event frequency map specific to each rainfall monitoring site. Superimposing the peak measured densities for the rainfall events on the rain event frequency plot determines the classification of the rainfall event, shown in Figure 3-4.

This event was classified as a less than 1-year, 24-hour rainfall event at all 3 rain gauges. This rainfall event was of sufficient strength to elicit an I/I response from the flow monitoring sites suitable for I/I analysis.

6 Sanitary sewers are often designed to withstand I/I contribution to sanitary flows for specific-sized “design” storm events. 7 NOAA Western U.S. Precipitation Frequency Maps Atlas 14, 2011:
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_maps.html
Results and Analysis
| 29
Figure 3 Figure 3-4. Rainfall Event Classification Rainfall Event Classification Rainfall Event Classification –24-Hour Period (North RG) Hour Period (North RG) Hour Period (North RG)

5 10
25 0

0.5 1

1.5 2

2.5 3
Inches of Rain
11/28/18 - 12/1/18
1-hr 2-hr 3-hr 6-hr 12-hr 24-hr
2 1
Results and Analysis
30 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report

3.1.2.1 Rain Gauge Triangulation
The rainfall affecting the sanitary sewer collection system basins must be calculated based on the proximity to the rain gauge locations. The mean precipitation for each upstream basin was calculated by taking data from three local rain gauges and using the Inverse Distance Weighting (IDW) method. The IDW is an interpolation method that assumes the influence of each rain gauge location diminishes with distance. The center of an upstream basin8 is identified, and a weighted triangulated average is taken of the precipitation data from nearby rain gauge locations.

The IDW function is as follows:
∑
=
p
p
d
d weight d
1 1
( ) , where: d = distance p = power (p > 0)
The value of p is user defined. The most common choice for hydrological studies of watershed areas is p = 2. Figure 3-5 illustrates the IDW method (sample data).

The rain gauge distribution as calculated for each flow monitoring basin is shown in Table 3-2.

Figure 3 Figure 3-5. Rainfall Inverse Distance Weigh . Rainfall Inverse Distance Weigh . Rainfall Inverse Distance Weighting Method ting Method ting Method

8 Note that the full basin upstream of the site was used instead of the isolated basins as the rain data will be compared to the flow at each site

2.17 miles

1.75 miles
Basin Boundary
Rain Gauge A
Rain Gauge B
Rain Gauge Distance
(miles) 2 d
1 Weight
(%)
Rain Gauge A 2.17 0.212 39.4%
Rain Gauge B 1.75 0.327 60.6%
Totals 0.5389 100%
Results and Analysis
| 31
Table 3 Table 3-2. Rain Gauge . Rain Gauge . Rain Gauge Weighted Weighted Weighted Distribution by Flow Monitoring Distribution by Flow Monitoring Distribution by Flow Monitoring Basin Basin RG North RG East RG South
Basin 1 83.9% 0.0% 16.1%
Basin 2 66.8% 0.0% 33.2%
Basin 3 23.0% 0.0% 77.0%
Basin 4 23.0% 0.0% 77.0%
Basin 5 0.0% 0.0% 100.0%
Basin 6 34.1% 27.2% 38.7%
Basin 7 62.2% 14.3% 23.5%
Basin 8 84.6% 3.7% 11.7%
Basin 9 19.9% 16.0% 64.1%
Basin 10 0.0% 16.3% 83.7%
Basin 11 23.5% 76.5% 0.0%
Basin 12 0.4% 99.6% 0.0%
Basin 13 60.1% 39.9% 0.0%
Basin 14 60.1% 39.9% 0.0%
Basin 15 89.9% 10.1% 0.0%

Results and Analysis
32 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report

3.2 Flow Monitoring
Average Flow Analysis
Average dry weather flow (ADWF) curves were established during dry days when I/I had the least impact on the baseline flow. Table 3-3 summarizes the dry weather flow data measured for this study. ADWF curves for each site can be found in Appendix A. Figure 3-8 shows a flow schematic highlighting the average daily flows and levels.

Table 3 Table 3-3. Dry Weather Flow . Dry Weather Flow . Dry Weather Flow Site Sediment
(in.)
Mon-Thurs
ADWF
(MGD)
Friday
ADWF
(MGD)
Saturday
ADWF
(MGD)
Sunday
ADWF
(MGD)
Overall
ADWF
(MGD)
Site 01 0 3.39 3.51 3.37 3.32 3.39
Site 02 4.0 0.066 0.053 0.038 0.038 0.056
Site 03 0 2.14 2.08 2.28 2.26 2.17
Site 04 0 5.69 5.81 5.83 5.69 5.73
Site 05 0 1.06 1.03 1.09 1.12 1.07
Site 06 0 1.23 1.21 1.22 1.22 1.23
Site 07 0 3.85 3.99 3.94 3.88 3.89
Site 08 0 0.62 0.63 0.67 0.66 0.64
Site 09 0 1.61 1.60 1.70 1.76 1.64
Site 10 0 0.71 0.71 0.74 0.78 0.72
Site 11 0 1.39 1.44 1.41 1.34 1.39
Site 12 0 0.85 0.78 0.88 0.86 0.85
Site 13 0 0.14 0.12 0.15 0.15 0.14
Site 14 0 0.57 0.55 0.57 0.58 0.57
Site 15 0 0.96 0.93 0.98 1.02 0.97
System N/A 11.29 11.45 11.51 11.31 11.35
The following ADWF analysis results are noted (refer to Figure 3-6 on the following page):
All sites were less than 50% full during ADWF conditions Only Sites 7 and 14 exceeded 40% during ADWF conditions. Site 2 had sediment.
Site 1 had a steady flow throughout all times of day, instead of a typical diurnal curve that varies with time (refer to Figure 3-6). The basis or origin of this curve is unknown at this point but could be the result of a unique agricultural and industrial predominant service area or a hydraulic structure that acts as a flow equalizer. The assumed sewershed basin associated with Site 1 is shown in Figure 3-7.

Results and Analysis
| 33
Figure 3 Figure 3-6. Site 1 ADWF Curve ADWF Curve ADWF Curve Figure 3 Figure 3-7. Basin 1 Satellite View Basin 1 Satellite View Basin 1 Satellite View

0.0 1.0

2.0 3.0

4.0 5.0

6.0 00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00 Flow (mgd)
Hour
Mon-Thu Friday Saturday Sunday
Site 1: Average Daily Flows
Results and Analysis
34 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Figure 3 Figure 3-8. Dry Weather Flow Schematic . Dry Weather Flow Schematic . Dry Weather Flow Schematic Results and Analysis
| 35
Peak Measured Flows and Pipeline Capacity Analysis
Peak measured flows and the corresponding flow levels (depths) are important to understand the capacity limitations of a collection system. The peak flows and flow levels reported are from the peak measurements as taken across the entirety of the flow monitoring period. Peak flows and levels may not correspond to a rainfall event. The following capacity analysis terms are defined as follows:
Peaking Factor: Peaking factor is defined as the pe Peaking Factor: ak measured flow divided by the average dry weather flow (ADWF). Peaking factors are influenced by many factors including size and topography of tributary area, flow attenuation, flow restrictions, characteristics of I/I entering the collection system, and hydraulic features such as pump stations.

For this report, peaking factors are reported and PF > 4 are highlighted in RED9; however, the City should refer to City standards when evaluating peaking factors. d/D Ratio: The d/D ratio is the peak measured depth d/D Ratio: of flow (d) divided by the pipe diameter (D). The d/D ratio for each site was computed based on the maximum depth of flow for the study. Standards for d/D ratio vary from agency to agency, but typically range between d/D ≤

0.5 and d/D ≤ 0.75.

For this report, d/D ratios > 0.5 are highlighted in RED; however, the City should refer to City standards when evaluating d/D ratios, to be used at the discretion of the City Engineer.

Table 3-4 summarizes the peak recorded flows, levels, d/D ratios, and peaking factors per site during the flow monitoring period. Figure 3-9 shows a schematic diagram of the peak measured flows with peak flow levels. Figure 3-10 and Figure 3-11 show the peaking factors and d/D ratios, respectively.

Capacity analysis data are presented on a site-by-site basis and represents the hydraulic conditions only at the site locations; hydraulic conditions in other areas of the collection system will differ. The following capacity analysis results are noted:
Peaking Factors Peaking Factors
Site 2 had the largest peaking factor of all sites at 4.51. No other site had a peaking factor that exceeded 2.0. d/D Ratio: d/D Ratio:
No sites surcharged during the flow monitoring study. Only Site 14 had a d/D ratio that exceeded 0.50.

9 WEF Manual of Practice FD-6 and ASCE Manual No. 62 suggests typical peaking factor ratios range between 3 and 4, with higher values possibly indicative of pronounced I/I flows.

Results and Analysis
36 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Table 3 Table 3-4. Capacity Analysis Summary . Capacity Analysis Summary . Capacity Analysis Summary Monitoring
Site
ADWF
(MGD)
Peak Measured
Flow (MGD)
Peaking
Factor
Pipe Diameter,
D (IN)
Peak Measured
Depth, d (IN)
Max d/D
Ratio
FM 1 3.39 4.33 1.18 36 12.52 0.33
FM 2 0.06 0.25 4.51 21 8.46 0.40
FM 3 2.17 3.64 1.68 48 12.64 0.26
FM 4 5.73 8.77 1.41 36 17.95 0.46
FM 5 1.07 1.98 1.42 36 12.27 0.30
FM 6 1.23 1.94 1.46 33 9.48 0.27
FM 7 3.89 6.95 1.44 30 15.69 0.48
FM 8 0.64 1.17 0.62 24 7.36 0.17
FM 9 1.64 2.79 1.36 27 11.94 0.39
FM 10 0.72 1.72 1.71 27 9.38 0.29
FM 11 1.39 2.39 1.62 42 11.87 0.27
FM 12 0.85 1.95 1.83 28 13.17 0.36
FM 13 0.14 0.33 0.91 18 6.63 0.20
FM 14 0.57 0.98 1.46 18 10.91 0.56
FM 15 0.97 1.73 1.74 28.5 5.53 0.19
System 11.35 16.26 1.29
Results and Analysis
| 37
Figure 3 Figure 3-9. Peak Measured Flow Schematic Peak Measured Flow Schematic Results and Analysis
38 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Figure 3 Figure 3-10. Peaking Factor Peaking Factor Peaking Factors Figure 3 Figure 3-11. Max d/D Ratio d/D Ratio d/D Ratios

1.2 4.5

1.7 1.4 1.4 1.5 1.4

0.6 1.4

1.7 1.6

1.8 0.9

1.5 1.7

1.3 0.0

0.5 1.0

1.5 2.0

2.5 3.0

3.5 4.0

4.5 5.0
Site 1Site 2Site 3Site 4Site 5Site 6Site 7Site 8Site 9
Site 10Site 11Site 12Site 13Site 14Site 15
System
Peaking Factor
Typ. New Pipe
Design Threshold
PF = 3

0.3 0.4 0.3 0.5 0.3 0.3 0.5 0.2 0.4 0.3 0.3 0.4 0.2 0.6 0.2

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 Site 1Site 2Site 3Site 4Site 5Site 6Site 7Site 8Site 9 Site 10Site 11Site 12Site 13Site 14Site 15
d/D Ratio
Surcharge
Threshold d=D
Results and Analysis
| 39

3.3 Inflow and Infiltration: Results
Preface
I/I analyses are presented on a basin-by-basin basis. Items relevant to the analysis in this study are noted below and referenced in:
Downstream Basins: Basin 3 and Basin 4 could not be Downstream Basins: used for I/I analysis due to the phenomena of inflating uncertainties from subtracting large flows to obtain flows of a relatively small downstream basin. Please reference Section 2.4 for information on this subject. A check was made by examining the Basin 3 + Basin 4 flows = Q3 + Q4 – (Q8 + Q5)– (Q7 + Q9); no clear I/I response could be detected. I/I analyses for Basins 3 and 4 were not conducted. Basin 1: Basin 1: I/I analysis for Basin 1 should be used at the discretion of the City engineer due to the atypical ADWF pattern of Site 1 (see Figure 3-6).
Overflow connections: Basins 2 and 14 had overflow Overflow connections: connections, but the overflows did not activate during the flow monitoring period. Basin 2 and 14 could be isolated for I/I analysis. The distance between the overflow pipe to Basin 14 and the pipe channel invert at site 13 was measured. The levels metered at Site 13 never reached the overflow pipe. The flows at Site 15, 1 and 2 indicated the overflow between Basin 1 and Basin 2 never activated.

Results and Analysis
40 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Inflow Results Summary
Inflow is storm water discharged into the sewer system through direct connections such as downspouts, area drains, cross-connections to catch basins, etc. These sources transport rain water directly into the sewer system and the corresponding flow rates are tied closely to the intensity of the storm. This component of I/I often causes a peak flow problem in the sewer system and often dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows.

I/I flow rate is the real-time flow less the estimated average dry weather flow rate (shown below as the REDline). Inflow is usually recognized graphically by large-magnitude, short-duration spikes immediately following a rain event. The peak inflow rate is the highest spike in the isolated I/I hydrograph immediately following the largest rain event, illustrated in Figure 3-12 for Site 6.

Figure 3 Figure 3-12. Peak Inflow Rate, Site Peak Inflow Rate, Site Peak Inflow Rate, Site 6 Inflow results were taken from Event 1 (November 28 to December 1, 2018), as this was the most intensive short-term rainfall event. Table 3-5, Figure 3-13, and Figure 3-14 summarize the peak measured inflow and inflow analysis results for the relevant flow monitoring basins. The “Top 3” ranked basins have been shaded in RED. Figure 3-15 shows a temperature map of the final basin rankings. The following inflow results are noted:
Inflow: Basins 2, 6, and 11 had the highest normali Inflow zed peak I/I rates, an indicator of high inflow upstream from the flow monitoring basin.

0.00 0.05

0.10 0.15

0.00 0.20

0.20 0.40

0.60 0.80

1.00 1.20

1.40 1.60

1.80 2.00
11/2811/2911/30
12/1
Flow (MGD)
Rain (in/hr)
Peak inflow rate
Results and Analysis
| 41
Table 3 Table 3-5. Results and Rankings of Inflow Analysis Results and Rankings of Inflow Analysis Results and Rankings of Inflow Analysis Metering
Basin
ADWF
(mgd)
Basin
Acreage
Peak
Inflow Rate
(mgd)
Peak Inflow
per Acreage
Ranking
Peak
Inflow/ADWF
Ranking
Final
Inflow
Ranking
Basin 1 2.426 4,021 0.282 8 9 9
Basin 2 0.056 1,179 0.166 6 1 2
Basin 5 0.347 315 ND 12 12 12
Basin 6 1.226 1,666 0.601 1 2 1
Basin 7 0.696 865 ND 12 12 12
Basin 8 0.498 1,158 0.025 10 10 10
Basin 9 0.793 1,846 0.006 11 11 11
Basin 10 0.723 2,378 0.347 5 3 5
Basin 11 1.393 2,561 0.498 3 4 3
Basin 12 0.849 2,555 0.215 7 6 7
Basin 13 0.140 374 0.021 9 8 8
Basin 14 0.570 685 0.172 2 5 4
Basin 15 0.967 988 0.181 4 7 6
System 11.345 21,210 2.224
ND = not determined. The peak I/I rate was too minimal to quantify.

Figure 3 Figure 3-13. Inflow Analysis Summary Inflow Analysis Summary Inflow Analysis Summary –Peak I/I Rate to Acreage Peak I/I Rate to Acreage Peak I/I Rate to Acreage 0 50
100
150
200
250
300
350
400
Basin 1Basin 2Basin 3Basin 4Basin 5Basin 6Basin 7Basin 8Basin 9 Basin 10Basin 11Basin 12Basin 13Basin 14Basin 15
Pk I/I per Basin Area (gal/day-acre)
System
Average
Results and Analysis
42 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Figure 3 Figure 3-14. Inflow Analysis Summary Inflow Analysis Summary Inflow Analysis Summary –Peak I/I Rate Peak I/I Rate Peak I/I Rate to ADWF to ADWF to ADWF Figure 3 Figure 3-15. Temperature Map: Temperature Map: Temperature Map: Inflow Final Basin Rankings Final Basin Rankings Final Basin Rankings

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Basin 1Basin 2Basin 3Basin 4Basin 5Basin 6Basin 7Basin 8Basin 9 Basin 10Basin 11Basin 12Basin 13Basin 14Basin 15
Pk I/I per ADWF
System
Average
Results and Analysis
| 43
RDI Results Summary
Infiltration is defined as water entering the sanitary sewer system through defects in pipes, pipe joints, and manhole walls, which may include cracks, offset joints, root intrusion points, and broken pipes.

Increased flows into the sanitary sewer system are usually tied to groundwater levels and soil saturation levels. Infiltration sources transport rain water into the system indirectly; flow levels in the sanitary system increase gradually, are typically sustained for a period after rainfall has stopped, and then gradually drop off as soils become less saturated and as groundwater levels recede to normal.

Infiltration typically creates long-term annual volumetric problems. The major impact is the cost of pumping and treating the additional volume of water, and of paying for treatment (for municipalities that are billed strictly on flow volume).

I/I flow rate is the real-time flow less the estimated average dry weather flow rate. It is an estimate of flows attributable to rainfall (shown in below graphs as the red line).

For this study, the RDI rate used for comparative analysis was measured as the average I/I rate from November 30, 2018 at 12:00 midnight to December 1, 2018 at 12:00 midnight. Figure 3-16 illustrates this for Site 3.

Figure 3 Figure 3-16. RDI Measurement, Site RDI Measurement, Site RDI Measurement, Site 3 Generally, there was not much RDI measured in the City collection system. Only 5 of 13 basins had quantifiable RDI rates. For this analysis, the “Top 2” overall rankings for this analysis have been shaded in RED. Table 3-6 summarizes the calculated RDI flow rates for Event 1 (refer to the I/I Analysis Methods section for more information on RDI analysis methods).

Figure 3-17 and Figure 3-18 show the bar graph results of the per Basin RDI analysis. Figure 3-19 shows a temperature map of the final basin rankings. The following RDI results are noted:
RDI: Only Basins 2, 5, 9, 10 and 15 had detectable RDI levels of RDI contribution. Basins 2 and 5 ranked highest for normalized RDI contribution.

RDI: Avg. RDI Rate
for Analysis
Results and Analysis
44 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Table 3 Table 3-6. Results and Rankings of RDI Analysis Results and Rankings of RDI Analysis Results and Rankings of RDI Analysis Metering
Basin
ADWF
(mgd)
Basin
Acreage
RDI Rate
(mgd)
Peak
RDI/Acreage
(gpd/acre)
Peak

RDI/ADWF
Final RDI
Ranking
Basin 1 2.426 4,021 ND ND ND 6
Basin 2 0.056 1,179 0.045 39 0.81 1
Basin 5 0.347 315 0.040 128 0.12 2
Basin 6 1.226 1,666 ND ND ND 6
Basin 7 0.696 865 ND ND ND 6
Basin 8 0.498 1,158 ND ND ND 6
Basin 9 0.793 1,846 0.046 25 0.06 3
Basin 10 0.723 2,378 0.002 1 0.00 5
Basin 11 1.393 2,561 ND ND ND 6
Basin 12 0.849 2,555 ND ND ND 6
Basin 13 0.140 374 ND ND ND 6
Basin 14 0.570 685 ND ND ND 6
Basin 15 0.967 988 0.036 37 0.04 4
ND = not determined. RDI rate was too minimal to quantify. All these basins were ranked the lowest as rank 6.

Figure 3 Figure 3-17. RDI Analysis Summary RDI Analysis Summary RDI Analysis Summary –RDI Rate to ACRE RDI Rate to ACRE RDI Rate to ACRE 0 20
40 60
80 100
120
140
Basin 1Basin 2Basin 3Basin 4Basin 5Basin 6Basin 7Basin 8Basin 9 Basin 10Basin 11Basin 12Basin 13Basin 14Basin 15
RDI Rate per ACRE (gal/day-acre)
Results and Analysis
| 45
Figure 3 Figure 3-18. RDI Analysis Summary RDI Analysis Summary RDI Analysis Summary –RDI Rate to ADWF RDI Rate to ADWF RDI Rate to ADWF Figure 3 Figure 3-19. Temperature Map: RDI Temperature Map: RDI Temperature Map: RDIFinal Basin Rankings Final Basin Rankings Final Basin Rankings

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
Basin 1Basin 2Basin 3Basin 4Basin 5Basin 6Basin 7Basin 8Basin 9 Basin 10Basin 11Basin 12Basin 13Basin 14Basin 15
RDI Rate per ADWF
Results and Analysis
46 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Total I/I Results
Total I/I analysis considers the totalized volume (in gallons) of both inflow and rainfall-dependent infiltration over the course of a storm event. Table 3-7 summarizes the total I/I flow results for the November 28 – December 1, 2018 rain event. The “Top 3” overall rankings for this analysis have been shaded in RED. Figure 3-20 and Figure 3-21 show a bar graph summary of the results. Figure 3-22 shows a temperature map of the final basin rankings. The following total I/I results are noted:
Total I/I: Basins 6, 10, and 11 had the highest nor Total I/I malized total I/I rates, an indicator of high inflow and rain-dependent infiltration upstream from the flow monitoring basin.

Table 3 Table 3-7. TotalI/I Analysis Summary I/I Analysis Summary I/I Analysis Summary Basin ADWF
(mgd)
Basin
Acreage
Total I/I
(gallons)
Total I/I per
ADWF, per
inch rain
Ranking
(Total I/I
per ADWF)
Ranking
(Total I/I
per Acre)
Final
Total I/I
Ranking
Basin 1 2.426 4,021 40,800 0.02 9 9 9
Basin 2 0.056 1,179 94,000 1.67 6 1 4
Basin 5 0.347 315 ND ND 11 12 11
Basin 6 1.226 1,666 195,700 0.16 1 4 2
Basin 7 0.696 865 ND ND 11 12 11
Basin 8 0.498 1,158 ND ND 11 12 11
Basin 9 0.793 1,846 80,700 0.10 7 6 7
Basin 10 0.723 2,378 184,600 0.27 4 2 3
Basin 11 1.393 2,561 247,600 0.17 2 3 1
Basin 12 0.849 2,555 78,700 0.09 8 8 8
Basin 13 0.140 529 1,400 0.01 10 11 10
Basin 14 0.570 529 58,500 0.10 5 7 5
Basin 15 0.967 988 87,500 0.09 3 9 6
System 11.35 - 1,360,700 - - - -
ND = not determined. Basin Total I/I rate was too minimal to quantify. All these basins were ranked the lowest rank.

Results and Analysis
| 47
Figure 3 Figure 3-20. Combined I/I Analysis Summary Combined I/I Analysis Summary Combined I/I Analysis Summary –Total I/I to ACRE Total I/I to ACRE Total I/I to ACRE (R-Value) Figure 3 Figure 3-21. Combined I/I Analysis Summary Combined I/I Analysis Summary Combined I/I Analysis Summary –Total I/I to ADWF Total I/I to ADWF Total I/I to ADWF

0.00%

0.05%

0.10%

0.15%

0.20%

0.25%

0.30%

0.35%

0.40%

0.45%

0.50%
Basin 1Basin 2Basin 3Basin 4Basin 5Basin 6Basin 7Basin 8Basin 9 Basin 10Basin 11Basin 12Basin 13Basin 14Basin 15
Combined I/I to ACRE (R-Value)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Basin 1Basin 2Basin 3Basin 4Basin 5Basin 6Basin 7Basin 8Basin 9 Basin 10Basin 11Basin 12Basin 13Basin 14Basin 15
Total I/I to ADWF per In-Rain
System
Average
System
Average
Results and Analysis
48 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Figure 3 Figure 3-22. Temperature Map: Temperature Map: Temperature Map: Total I/I Total I/I Total I/IFinal Basin Rankings Final Basin Rankings Final Basin Rankings

Results and Analysis
| 49
Groundwater Infiltration Results Summary
Dry weather (ADWF) flow can be expected to have a predictable diurnal flow pattern. While each Basin is unique, experience has shown that, given a reasonable volume of flow and typical loading conditions, the daily flows fall into a predictable range when compared to the daily average flow. If a Basin has a large percentage of groundwater infiltration occurring during the periods of dry weather flow measurement, the amplitudes of the peak and low flows will be dampened10. Figure 3-23 shows a sample of two flow monitoring Basins, both with nearly the same average daily flow, but with considerably different peak and low flows. In this sample case, Basin B1 may have a considerable volume of groundwater infiltration.

Figure 3 Figure 3-23. Groundwater Infiltration Sample Figure Groundwater Infiltration Sample Figure Groundwater Infiltration Sample Figure It can be useful to compare the low-to-ADWF flow ratios for the flow metering sites. A site with abnormal ratios, and with no other reasons to suspect abnormal flow patterns (such as proximity to a pump station, treatment facilities, etc.), has a possibility of higher levels of groundwater infiltration in comparison to the rest of the collection system.

Figure 3-24 plots the low-to-ADWF flow ratios11 against the ADWF flows for the relevant flow monitoring Sites. The brown dashed line shows “typical” low-to-ADWF ratios per the Water Environment Federation (WEF).

WEF derived these ratios from residential sanitary sewer data. It is noted that the type of service in this project (airport and shipping) is not residential, and there exists the possibility of excessive earlymorning flows due to abnormal working hours. This analysis is presented for reference only.

10 In an extreme case, perhaps 0.2 mgd of ADWF flow and 2.0 mgd of groundwater infiltration, the peaks and lows would be barely recognizable; the ADWF flow would be nearly a straight line. 11 The Minimum to Average flow ratio is calculated by taking the minimum flow and dividing by the ADWF value (using the MonThu ADWF curve).

West County Wastewater District: B1 and A9 Baseline Weekday Flows

0.0 0.1

0.2 0.3

0.4 0.5

0.6 00 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 00 Hour
Flow N1 (MGD)
Site A9 Site B1
Site B1 Baseline Weekday Flow: 0.30 MGD
Site A9 Baseline Weekday Flow: 0.28 MGD
Results and Analysis
50 | V&A Project No. 17-0314 City of Visalia 2018-2019 Flow Monitoring Report Figure 3 Figure 3-24. Minimum Flow Ratios vs ADWF Minimum Flow Ratios vs ADWF12 The following GWI results are noted:
Groundwater Infiltration: 8 of 15 monitoring sites Groundwater Infiltration were suitable for GWI analysis. Site 1: Site 1 would appear to have large amounts Site 1 of GWI, but this is likely actually the result of an odd ADWF curve (Figure 3-6). The basis or origin of this curve is unknown at this point but could be the result of a unique service area. Sites 5 Sites 5and 15: these two sites could be noted as having the possibility of higher than typical GWI rates. However, given the agricultural and industrial areas, these two sites could be within the range of uncertainty of the WEF curve. This analysis is presented for reference only. V&A does not draw any conclusions from this analysis.

12 Due to attenuation, it should be expected that sites with larger flow volumes should not have quite the peak-to-average and low-to-average flow ratios as sites with lesser flow volumes. This is why the WEF typical trend line’s slope is closer to 1.0 as the ADWF increases, as shown in the figure.
-

0.1 0.2

0.3 0.4

0.5 0.6

0.7 0.8

0.9 1.0

0.0 1.0 2.0 3.0 4.0 5.0 6.0
Minimum to Average Flow Ratio
ADWF (mgd)
WEF Typical Low-to-Average Ratio
Site 6
Site 8
Site 15
Site 13
Site 2
Site 1
Site 7 Site 3 Site 5
Recommendations
| 51
4 Recommendations
V&A advises that future I/I reduction plans consider the following recommendations:

2. Determine I/I Reduction Program Determine I/I Reduction Program etermine I/I Reduction Program: The City should examine its I/I reduction needs to determine their needs and goals for a future I/I reduction program. a. If peak flows, sanitary sewer overflows, and pipeline capacity issues are of greater concern, then priority can be given to investigate and reduce sources of inflow within the basins with the greatest inflow problems. The highest inflow occurs in Basins 2, 6, and 11. b. If total infiltration and general pipeline deterioration are of greater concern, then the program can be weighted to investigate and reduce sources of infiltration within the basins with the greatest infiltration problems. RDI rates were relatively low; there may not be a cost-effective reason to pursue sources of RDI.

Appendix A
Flow Monitoring Basin Reports: Data, Graphs, Information | A-1
Appendix A
Flow Monitoring Basin
Reports: Data, Graphs,
Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 1
End of Drive 85
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 1
Data Summary Report
| FM 1 - 1
SITE 1
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 36 inches
ADWF: 3.393 mgd
Peak Measured Flow: 4.332 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: End of Drive 85
Rim Elevation (Earth): 290 feet
Plan View
Coordinates: 119.3959° W, 36.3174° N
| FM 1 - 2
SITE 1
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 1 - 3
SITE 1
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.5001.0001.5002.0002.5003.0003.5004.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.5001.0001.5002.0002.5003.0003.5004.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.5001.0001.5002.0002.5003.0003.5004.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.91 inchesAvg Period Flow: 3.403 MGal Peak Daily Flow: 3.784 MGal Min Daily Flow: 3.121 MGal | FM 1 - 4
SITE 1
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.001.002.003.004.005.006.007.00
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.001.002.003.004.005.006.007.00
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.91 inches Avg Flow: 3.403 mgd Peak Flow: 4.332 mgd Min Flow: 2.680 mgd | FM 1 - 5
SITE 1
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.504.004.50
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

3.393 mgd
ADWF:
| FM 1 - 6
SITE 1
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 12.5Peak d/D Ratio: 0.35Pipe Diameter: 36 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 10152025303540
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 1 - 7
SITE 1
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.04 inches
Event 1

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.04 inches)

4.00 11.80
Peak Flow:

PF:

Peak Level:
mgd
in

1.18 d/D Ratio: 0.33 d/D Ratio:

Capacity
Peak I/I Rate: 0.41 mgd
Inflow / Infiltration
Total I/I: 128,000 gallons
| FM 1 - 8
SITE 1
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.13 inches Rain Flow ADWF
Avg Level: 11.48 in. Peak Level: 11.80 in. Min Level: 10.97 in.

Avg Velocity: 2.76 fps Peak Velocity: 3.11 fps Min Velocity: 2.47 fps Avg Flow: 3.469 mgd Peak Flow: 4.024 mgd Min Flow: 2.916 mgd | FM 1 - 9
SITE 1
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 11.26 in. Peak Level: 11.76 in. Min Level: 10.67 in.

Avg Velocity: 2.69 fps Peak Velocity: 3.08 fps Min Velocity: 2.38 fps Avg Flow: 3.287 mgd Peak Flow: 3.940 mgd Min Flow: 2.703 mgd | FM 1 - 10
SITE 1
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 11.74 in. Peak Level: 12.52 in. Min Level: 10.50 in.

Avg Velocity: 2.74 fps Peak Velocity: 3.09 fps Min Velocity: 2.34 fps Avg Flow: 3.547 mgd Peak Flow: 4.332 mgd Min Flow: 2.680 mgd | FM 1 - 11
SITE 1
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 11.34 in. Peak Level: 11.82 in. Min Level: 10.72 in.

Avg Velocity: 2.73 fps Peak Velocity: 3.10 fps Min Velocity: 2.42 fps Avg Flow: 3.364 mgd Peak Flow: 3.851 mgd Min Flow: 2.861 mgd | FM 1 - 12
SITE 1
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 11.50 in. Peak Level: 12.13 in. Min Level: 10.88 in.

Avg Velocity: 2.71 fps Peak Velocity: 3.15 fps Min Velocity: 2.36 fps Avg Flow: 3.413 mgd Peak Flow: 4.120 mgd Min Flow: 2.795 mgd | FM 1 - 13
SITE 1
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 11.35 in. Peak Level: 11.93 in. Min Level: 10.68 in.

Avg Velocity: 2.72 fps Peak Velocity: 3.04 fps Min Velocity: 2.45 fps Avg Flow: 3.360 mgd Peak Flow: 3.916 mgd Min Flow: 2.835 mgd | FM 1 - 14
SITE 1
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 7.00
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 11.35 in. Peak Level: 11.93 in. Min Level: 10.68 in.

Avg Velocity: 2.72 fps Peak Velocity: 3.04 fps Min Velocity: 2.45 fps Avg Flow: 3.360 mgd Peak Flow: 3.916 mgd Min Flow: 2.835 mgd | FM 1 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 2
Valley Oaks Golf Course
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 2
Data Summary Report
| FM 2 - 1
SITE 2
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 21 inches
ADWF: 0.056 mgd
Peak Measured Flow: 0.252 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: Valley Oaks Golf Course
Rim Elevation (Earth): 296 feet
Plan View
Coordinates: 119.3856° W, 36.3199° N
| FM 2 - 2
SITE 2
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 2 - 3
SITE 2
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.0200.0400.0600.0800.1000.120
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.0200.0400.0600.0800.1000.120
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.0200.0400.0600.0800.1000.120
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.86 inchesAvg Period Flow: 0.055 MGal Peak Daily Flow: 0.107 MGal Min Daily Flow: 0.026 MGal | FM 2 - 4
SITE 2
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.60
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.100.200.300.400.500.60
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.86 inches Avg Flow: 0.055 mgd Peak Flow: 0.252 mgd Min Flow: 0.005 mgd | FM 2 - 5
SITE 2
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.020.040.060.080.100.120.14
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.056 mgd
ADWF:
| FM 2 - 6
SITE 2
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 8.46Peak d/D Ratio: 0.40Pipe Diameter: 21 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 10152025
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 2 - 7
SITE 2
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.1

0.2 0.3

0.4 0.5

0.6 11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.01 inches
Event 1

0.0 0.1

0.1 0.2

0.2 0.3

0.3 11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.01 inches)

0.25 8.46
Peak Flow:

PF:

Peak Level:
mgd
in

4.51 d/D Ratio: 0.40 d/D Ratio:

Capacity
Peak I/I Rate: 0.17 mgd
Inflow / Infiltration
Total I/I: 94,000 gallons
| FM 2 - 8
SITE 2
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.11 inches Rain Flow ADWF
Avg Level: 6.63 in. Peak Level: 8.46 in. Min Level: 5.24 in.

Avg Velocity: 0.32 fps Peak Velocity: 0.72 fps Min Velocity: 0.08 fps Avg Flow: 0.074 mgd Peak Flow: 0.252 mgd Min Flow: 0.008 mgd | FM 2 - 9
SITE 2
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 6.49 in. Peak Level: 7.88 in. Min Level: 5.27 in.

Avg Velocity: 0.28 fps Peak Velocity: 0.58 fps Min Velocity: 0.06 fps Avg Flow: 0.061 mgd Peak Flow: 0.188 mgd Min Flow: 0.007 mgd | FM 2 - 10
SITE 2
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 6.35 in. Peak Level: 7.84 in. Min Level: 5.00 in.

Avg Velocity: 0.27 fps Peak Velocity: 0.64 fps Min Velocity: 0.05 fps Avg Flow: 0.056 mgd Peak Flow: 0.207 mgd Min Flow: 0.005 mgd | FM 2 - 11
SITE 2
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 6.33 in. Peak Level: 7.75 in. Min Level: 5.04 in.

Avg Velocity: 0.26 fps Peak Velocity: 0.56 fps Min Velocity: 0.07 fps Avg Flow: 0.055 mgd Peak Flow: 0.168 mgd Min Flow: 0.006 mgd | FM 2 - 12
SITE 2
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 6.14 in. Peak Level: 7.67 in. Min Level: 4.93 in.

Avg Velocity: 0.22 fps Peak Velocity: 0.50 fps Min Velocity: 0.07 fps Avg Flow: 0.042 mgd Peak Flow: 0.153 mgd Min Flow: 0.006 mgd | FM 2 - 13
SITE 2
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.44 inches Rain Flow ADWF
Avg Level: 6.37 in. Peak Level: 8.40 in. Min Level: 5.15 in.

Avg Velocity: 0.24 fps Peak Velocity: 0.58 fps Min Velocity: 0.07 fps Avg Flow: 0.051 mgd Peak Flow: 0.189 mgd Min Flow: 0.007 mgd | FM 2 - 14
SITE 2
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Vel oci ty (fps)
Vel

0.00 0.10

0.20 0.30

0.40 0.50

0.60 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.44 inches Rain Flow ADWF
Avg Level: 6.37 in. Peak Level: 8.40 in. Min Level: 5.15 in.

Avg Velocity: 0.24 fps Peak Velocity: 0.58 fps Min Velocity: 0.07 fps Avg Flow: 0.051 mgd Peak Flow: 0.189 mgd Min Flow: 0.007 mgd | FM 2 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 3
W Walnut Ave w/o Rd 92
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 3
Data Summary Report
| FM 3 - 1
SITE 3
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 48 inches
ADWF: 2.168 mgd
Peak Measured Flow: 3.636 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: W Walnut Ave w/o Rd 92
Rim Elevation (Earth): 300 feet
Plan View
Coordinates: 119.3702° W, 36.3128° N
| FM 3 - 2
SITE 3
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 3 - 3
SITE 3
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.5001.0001.5002.0002.5003.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.5001.0001.5002.0002.5003.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.5001.0001.5002.0002.5003.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.79 inchesAvg Period Flow: 2.187 MGal Peak Daily Flow: 2.431 MGal Min Daily Flow: 1.984 MGal | FM 3 - 4
SITE 3
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.001.002.003.004.005.006.00
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.001.002.003.004.005.006.00
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.79 inches Avg Flow: 2.187 mgd Peak Flow: 3.636 mgd Min Flow: 0.817 mgd | FM 3 - 5
SITE 3
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.50
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

2.168 mgd
ADWF:
| FM 3 - 6
SITE 3
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 12.6Peak d/D Ratio: 0.26Pipe Diameter: 48 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
0 102030405060
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 3 - 7
SITE 3
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 1.0

2.0 3.0

4.0 5.0

6.0 11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 0.97 inches
Event 1

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 0.97 inches)

3.03 10.93
Peak Flow:

PF:

Peak Level:
mgd
in

1.40 d/D Ratio: 0.23 d/D Ratio:

Capacity
Peak I/I Rate: 0.38 mgd
Inflow / Infiltration
Total I/I: 267,000 gallons
| FM 3 - 8
SITE 3
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.08 inches Rain Flow ADWF
Avg Level: 8.96 in. Peak Level: 11.64 in. Min Level: 5.81 in.

Avg Velocity: 1.98 fps Peak Velocity: 2.23 fps Min Velocity: 1.46 fps Avg Flow: 2.131 mgd Peak Flow: 3.284 mgd Min Flow: 0.868 mgd | FM 3 - 9
SITE 3
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.13 inches Rain Flow ADWF
Avg Level: 9.36 in. Peak Level: 11.77 in. Min Level: 6.31 in.

Avg Velocity: 1.93 fps Peak Velocity: 2.27 fps Min Velocity: 1.51 fps Avg Flow: 2.206 mgd Peak Flow: 3.397 mgd Min Flow: 0.966 mgd | FM 3 - 10
SITE 3
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 9.23 in. Peak Level: 11.63 in. Min Level: 5.77 in.

Avg Velocity: 1.91 fps Peak Velocity: 2.28 fps Min Velocity: 1.48 fps Avg Flow: 2.147 mgd Peak Flow: 3.316 mgd Min Flow: 0.817 mgd | FM 3 - 11
SITE 3
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.10 inches Rain Flow ADWF
Avg Level: 9.37 in. Peak Level: 12.07 in. Min Level: 6.09 in.

Avg Velocity: 1.91 fps Peak Velocity: 2.22 fps Min Velocity: 1.47 fps Avg Flow: 2.183 mgd Peak Flow: 3.443 mgd Min Flow: 0.902 mgd | FM 3 - 12
SITE 3
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.06 inches Rain Flow ADWF
Avg Level: 9.53 in. Peak Level: 12.64 in. Min Level: 6.08 in.

Avg Velocity: 1.90 fps Peak Velocity: 2.22 fps Min Velocity: 1.46 fps Avg Flow: 2.251 mgd Peak Flow: 3.636 mgd Min Flow: 0.897 mgd | FM 3 - 13
SITE 3
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.42 inches Rain Flow ADWF
Avg Level: 9.44 in. Peak Level: 11.89 in. Min Level: 6.21 in.

Avg Velocity: 1.88 fps Peak Velocity: 2.17 fps Min Velocity: 1.44 fps Avg Flow: 2.186 mgd Peak Flow: 3.314 mgd Min Flow: 0.909 mgd | FM 3 - 14
SITE 3
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 1.00

2.00 3.00

4.00 5.00

6.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.42 inches Rain Flow ADWF
Avg Level: 9.44 in. Peak Level: 11.89 in. Min Level: 6.21 in.

Avg Velocity: 1.88 fps Peak Velocity: 2.17 fps Min Velocity: 1.44 fps Avg Flow: 2.186 mgd Peak Flow: 3.314 mgd Min Flow: 0.909 mgd | FM 3 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 4
W Walnut Ave & S Savannah St
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 4
Data Summary Report
| FM 4 - 1
SITE 4
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 36 inches
ADWF: 5.728 mgd
Peak Measured Flow: 8.773 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: W Walnut Ave & S Savannah St
Rim Elevation (Earth): 303 feet
Plan View
Coordinates: 119.3631° W, 36.3127° N
| FM 4 - 2
SITE 4
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| FM 4 - 3
SITE 4
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information South Influent Pipe
| FM 4 - 4
SITE 4
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0001.0002.0003.0004.0005.0006.0007.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0001.0002.0003.0004.0005.0006.0007.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0001.0002.0003.0004.0005.0006.0007.000
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.89 inchesAvg Period Flow: 5.764 MGal Peak Daily Flow: 6.161 MGal Min Daily Flow: 5.420 MGal | FM 4 - 5
SITE 4
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.002.004.006.008.00

10.0012.0014.00
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.002.004.006.008.00

10.0012.0014.00
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.89 inches Avg Flow: 5.764 mgd Peak Flow: 8.773 mgd Min Flow: 2.623 mgd | FM 4 - 6
SITE 4
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.001.002.003.004.005.006.007.008.009.00
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

5.728 mgd
ADWF:
| FM 4 - 7
SITE 4
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 18Peak d/D Ratio: 0.50Pipe Diameter: 36 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 10152025303540
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 4 - 8
SITE 4
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0
11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.02 inches
Event 1

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.02 inches)

8.05 16.50
Peak Flow:

PF:

Peak Level:
mgd
in

1.41 d/D Ratio: 0.46 d/D Ratio:

Capacity
Peak I/I Rate: 1.62 mgd
Inflow / Infiltration
Total I/I: 802,000 gallons
| FM 4 - 9
SITE 4
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.12 inches Rain Flow ADWF
Avg Level: 14.05 in. Peak Level: 16.70 in. Min Level: 9.41 in.

Avg Velocity: 3.44 fps Peak Velocity: 3.95 fps Min Velocity: 2.69 fps Avg Flow: 5.790 mgd Peak Flow: 8.050 mgd Min Flow: 2.623 mgd | FM 4 - 10
SITE 4
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.15 inches Rain Flow ADWF
Avg Level: 14.11 in. Peak Level: 17.13 in. Min Level: 9.70 in.

Avg Velocity: 3.41 fps Peak Velocity: 3.99 fps Min Velocity: 2.66 fps Avg Flow: 5.776 mgd Peak Flow: 8.310 mgd Min Flow: 2.652 mgd | FM 4 - 11
SITE 4
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.01 inches Rain Flow ADWF
Avg Level: 14.02 in. Peak Level: 16.79 in. Min Level: 9.59 in.

Avg Velocity: 3.41 fps Peak Velocity: 4.10 fps Min Velocity: 2.48 fps Avg Flow: 5.737 mgd Peak Flow: 8.374 mgd Min Flow: 2.693 mgd | FM 4 - 12
SITE 4
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 14.18 in. Peak Level: 17.24 in. Min Level: 9.94 in.

Avg Velocity: 3.42 fps Peak Velocity: 4.00 fps Min Velocity: 2.57 fps Avg Flow: 5.822 mgd Peak Flow: 8.525 mgd Min Flow: 2.836 mgd | FM 4 - 13
SITE 4
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 14.09 in. Peak Level: 17.95 in. Min Level: 9.90 in.

Avg Velocity: 3.40 fps Peak Velocity: 4.00 fps Min Velocity: 2.67 fps Avg Flow: 5.769 mgd Peak Flow: 8.773 mgd Min Flow: 2.794 mgd | FM 4 - 14
SITE 4
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 13.99 in. Peak Level: 17.20 in. Min Level: 9.70 in.

Avg Velocity: 3.39 fps Peak Velocity: 3.95 fps Min Velocity: 2.65 fps Avg Flow: 5.697 mgd Peak Flow: 8.380 mgd Min Flow: 2.631 mgd | FM 4 - 15
SITE 4
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0
Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 14.00
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 13.99 in. Peak Level: 17.20 in. Min Level: 9.70 in.

Avg Velocity: 3.39 fps Peak Velocity: 3.95 fps Min Velocity: 2.65 fps Avg Flow: 5.697 mgd Peak Flow: 8.380 mgd Min Flow: 2.631 mgd | FM 4 - 15
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 5
3498 Akers St n/o W Caldwell Ave
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 5
Data Summary Report
| FM 5 - 1
SITE 5
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 36 inches
ADWF: 1.070 mgd
Peak Measured Flow: 1.979 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: 3498 Akers St n/o W Caldwell
Ave
Rim Elevation (Earth): 310 feet
Plan View
Coordinates: 119.3494° W, 36.3001° N
| FM 5 - 2
SITE 5
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 5 - 3
SITE 5
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.2000.4000.6000.8001.0001.2001.400
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.2000.4000.6000.8001.0001.2001.400
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.2000.4000.6000.8001.0001.2001.400
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.71 inchesAvg Period Flow: 1.071 MGal Peak Daily Flow: 1.176 MGal Min Daily Flow: 0.952 MGal | FM 5 - 4
SITE 5
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.00
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.00
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.71 inches Avg Flow: 1.071 mgd Peak Flow: 1.979 mgd Min Flow: 0.408 mgd | FM 5 - 5
SITE 5
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.80
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

1.070 mgd
ADWF:
| FM 5 - 6
SITE 5
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 12.3Peak d/D Ratio: 0.34Pipe Diameter: 36 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 10152025303540
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 5 - 7
SITE 5
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

2.0 2.5

3.0 11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 0.93 inches
Event 1

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 0.93 inches)

1.52 10.70
Peak Flow:

PF:

Peak Level:
mgd
in

1.42 d/D Ratio: 0.30 d/D Ratio:

Capacity
Peak I/I Rate: 0.33 mgd
Inflow / Infiltration
Total I/I: 126,000 gallons
| FM 5 - 8
SITE 5
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.05 inches Rain Flow ADWF
Avg Level: 9.18 in. Peak Level: 11.24 in. Min Level: 6.50 in.

Avg Velocity: 1.13 fps Peak Velocity: 1.45 fps Min Velocity: 0.77 fps Avg Flow: 1.064 mgd Peak Flow: 1.745 mgd Min Flow: 0.444 mgd | FM 5 - 9
SITE 5
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.14 inches Rain Flow ADWF
Avg Level: 9.12 in. Peak Level: 12.27 in. Min Level: 6.76 in.

Avg Velocity: 1.12 fps Peak Velocity: 1.44 fps Min Velocity: 0.74 fps Avg Flow: 1.042 mgd Peak Flow: 1.979 mgd Min Flow: 0.462 mgd | FM 5 - 10
SITE 5
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 9.21 in. Peak Level: 11.17 in. Min Level: 6.66 in.

Avg Velocity: 1.12 fps Peak Velocity: 1.37 fps Min Velocity: 0.69 fps Avg Flow: 1.056 mgd Peak Flow: 1.610 mgd Min Flow: 0.408 mgd | FM 5 - 11
SITE 5
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 9.30 in. Peak Level: 11.20 in. Min Level: 6.96 in.

Avg Velocity: 1.13 fps Peak Velocity: 1.36 fps Min Velocity: 0.78 fps Avg Flow: 1.079 mgd Peak Flow: 1.605 mgd Min Flow: 0.491 mgd | FM 5 - 12
SITE 5
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.05 inches Rain Flow ADWF
Avg Level: 9.33 in. Peak Level: 11.59 in. Min Level: 6.83 in.

Avg Velocity: 1.14 fps Peak Velocity: 1.44 fps Min Velocity: 0.75 fps Avg Flow: 1.101 mgd Peak Flow: 1.828 mgd Min Flow: 0.470 mgd | FM 5 - 13
SITE 5
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.40 inches Rain Flow ADWF
Avg Level: 9.32 in. Peak Level: 11.10 in. Min Level: 6.83 in.

Avg Velocity: 1.12 fps Peak Velocity: 1.43 fps Min Velocity: 0.72 fps Avg Flow: 1.083 mgd Peak Flow: 1.662 mgd Min Flow: 0.437 mgd | FM 5 - 14
SITE 5
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.40 inches Rain Flow ADWF
Avg Level: 9.32 in. Peak Level: 11.10 in. Min Level: 6.83 in.

Avg Velocity: 1.12 fps Peak Velocity: 1.43 fps Min Velocity: 0.72 fps Avg Flow: 1.083 mgd Peak Flow: 1.662 mgd Min Flow: 0.437 mgd | FM 5 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 6
S Noyes St & W Laurel Ave
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 6
Data Summary Report
| FM 6 - 1
SITE 6
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 33 inches
ADWF: 1.226 mgd
Peak Measured Flow: 1.938 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: S Noyes St & W Laurel Ave
Rim Elevation (Earth): 312 feet
Plan View
Coordinates: 119.3447° W, 36.3208° N
| FM 6 - 2
SITE 6
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| FM 6 - 3
SITE 6
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information North Influent Pipe
South Influent Pipe
| FM 6 - 4
SITE 6
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.2000.4000.6000.8001.0001.2001.4001.600
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.2000.4000.6000.8001.0001.2001.4001.600
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.2000.4000.6000.8001.0001.2001.4001.600
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.84 inchesAvg Period Flow: 1.227 MGal Peak Daily Flow: 1.388 MGal Min Daily Flow: 1.070 MGal | FM 6 - 5
SITE 6
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.50
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.50
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.84 inches Avg Flow: 1.227 mgd Peak Flow: 1.938 mgd Min Flow: 0.473 mgd | FM 6 - 6
SITE 6
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.802.00
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

1.226 mgd
ADWF:
| FM 6 - 7
SITE 6
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 9.48Peak d/D Ratio: 0.29Pipe Diameter: 33 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 101520253035
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 6 - 8
SITE 6
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1 inches
Event 1

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.00 inches)

1.79 9.07
Peak Flow:

PF:

Peak Level:
mgd
in

1.46 d/D Ratio: 0.27 d/D Ratio:

Capacity
Peak I/I Rate: 0.60 mgd
Inflow / Infiltration
Total I/I: 196,000 gallons
| FM 6 - 9
SITE 6
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.10 inches Rain Flow ADWF
Avg Level: 7.50 in. Peak Level: 9.07 in. Min Level: 4.94 in.

Avg Velocity: 1.84 fps Peak Velocity: 2.15 fps Min Velocity: 1.38 fps Avg Flow: 1.239 mgd Peak Flow: 1.787 mgd Min Flow: 0.513 mgd | FM 6 - 10
SITE 6
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.14 inches Rain Flow ADWF
Avg Level: 7.42 in. Peak Level: 9.30 in. Min Level: 4.92 in.

Avg Velocity: 1.81 fps Peak Velocity: 2.12 fps Min Velocity: 1.14 fps Avg Flow: 1.202 mgd Peak Flow: 1.825 mgd Min Flow: 0.483 mgd | FM 6 - 11
SITE 6
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 7.91 in. Peak Level: 9.48 in. Min Level: 4.94 in.

Avg Velocity: 1.71 fps Peak Velocity: 2.11 fps Min Velocity: 1.11 fps Avg Flow: 1.240 mgd Peak Flow: 1.828 mgd Min Flow: 0.473 mgd | FM 6 - 12
SITE 6
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.10 inches Rain Flow ADWF
Avg Level: 7.59 in. Peak Level: 9.10 in. Min Level: 5.08 in.

Avg Velocity: 1.77 fps Peak Velocity: 2.10 fps Min Velocity: 1.23 fps Avg Flow: 1.214 mgd Peak Flow: 1.782 mgd Min Flow: 0.490 mgd | FM 6 - 13
SITE 6
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.07 inches Rain Flow ADWF
Avg Level: 7.45 in. Peak Level: 9.38 in. Min Level: 4.82 in.

Avg Velocity: 1.79 fps Peak Velocity: 2.19 fps Min Velocity: 1.29 fps Avg Flow: 1.203 mgd Peak Flow: 1.938 mgd Min Flow: 0.473 mgd | FM 6 - 14
SITE 6
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.43 inches Rain Flow ADWF
Avg Level: 7.67 in. Peak Level: 9.48 in. Min Level: 5.11 in.

Avg Velocity: 1.81 fps Peak Velocity: 2.14 fps Min Velocity: 1.26 fps Avg Flow: 1.268 mgd Peak Flow: 1.916 mgd Min Flow: 0.479 mgd | FM 6 - 15
SITE 6
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.43 inches Rain Flow ADWF
Avg Level: 7.67 in. Peak Level: 9.48 in. Min Level: 5.11 in.

Avg Velocity: 1.81 fps Peak Velocity: 2.14 fps Min Velocity: 1.26 fps Avg Flow: 1.268 mgd Peak Flow: 1.916 mgd Min Flow: 0.479 mgd | FM 6 - 15
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 7
S Akers St n/o W Cambridge Ave
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 7
Data Summary Report
| FM 7 - 1
SITE 7
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 30 inches
ADWF: 3.885 mgd
Peak Measured Flow: 6.955 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: S Akers St n/o W Cambridge Ave
Rim Elevation (Earth): 309 feet
Plan View
Coordinates: 119.3496° W, 36.3152° N
| FM 7 - 2
SITE 7
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
North Influent Pipe
| FM 7 - 3
SITE 7
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information East Iinfluent Pipe
| FM 7 - 4
SITE 7
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.5001.0001.5002.0002.5003.0003.5004.0004.5005.000 11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.5001.0001.5002.0002.5003.0003.5004.0004.5005.000 11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.5001.0001.5002.0002.5003.0003.5004.0004.5005.000 11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.91 inchesAvg Period Flow: 3.981 MGal Peak Daily Flow: 4.414 MGal Min Daily Flow: 3.513 MGal | FM 7 - 5
SITE 7
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.002.004.006.008.00

10.0012.00
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.002.004.006.008.00

10.0012.00
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.91 inches Avg Flow: 3.981 mgd Peak Flow: 6.955 mgd Min Flow: 1.491 mgd | FM 7 - 6
SITE 7
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.001.002.003.004.005.006.00
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

3.885 mgd
ADWF:
| FM 7 - 7
SITE 7
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 15.7Peak d/D Ratio: 0.52Pipe Diameter: 30 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 101520253035
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 7 - 8
SITE 7
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 2.0

4.0 6.0

8.0 10.0

12.0 11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.03 inches
Event 1

0.0 1.0

2.0 3.0

4.0 5.0

6.0 11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.03 inches)

5.61 14.50
Peak Flow:

PF:

Peak Level:
mgd
in

1.44 d/D Ratio: 0.48 d/D Ratio:

Capacity
Peak I/I Rate: 1.12 mgd
Inflow / Infiltration
Total I/I: 156,000 gallons
| FM 7 - 9
SITE 7
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.13 inches Rain Flow ADWF
Avg Level: 12.18 in. Peak Level: 14.97 in. Min Level: 8.22 in.

Avg Velocity: 3.26 fps Peak Velocity: 4.08 fps Min Velocity: 2.56 fps Avg Flow: 4.002 mgd Peak Flow: 6.401 mgd Min Flow: 1.896 mgd | FM 7 - 10
SITE 7
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.15 inches Rain Flow ADWF
Avg Level: 12.17 in. Peak Level: 15.29 in. Min Level: 8.05 in.

Avg Velocity: 3.24 fps Peak Velocity: 3.95 fps Min Velocity: 2.59 fps Avg Flow: 3.984 mgd Peak Flow: 6.371 mgd Min Flow: 1.803 mgd | FM 7 - 11
SITE 7
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.01 inches Rain Flow ADWF
Avg Level: 11.83 in. Peak Level: 15.00 in. Min Level: 7.13 in.

Avg Velocity: 3.18 fps Peak Velocity: 3.88 fps Min Velocity: 2.39 fps Avg Flow: 3.769 mgd Peak Flow: 6.013 mgd Min Flow: 1.491 mgd | FM 7 - 12
SITE 7
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 12.17 in. Peak Level: 14.92 in. Min Level: 7.63 in.

Avg Velocity: 3.23 fps Peak Velocity: 3.98 fps Min Velocity: 2.47 fps Avg Flow: 3.964 mgd Peak Flow: 6.172 mgd Min Flow: 1.637 mgd | FM 7 - 13
SITE 7
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 12.27 in. Peak Level: 15.18 in. Min Level: 8.67 in.

Avg Velocity: 3.25 fps Peak Velocity: 4.01 fps Min Velocity: 2.62 fps Avg Flow: 4.028 mgd Peak Flow: 6.207 mgd Min Flow: 2.100 mgd | FM 7 - 14
SITE 7
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 12.44 in. Peak Level: 15.69 in. Min Level: 8.79 in.

Avg Velocity: 3.28 fps Peak Velocity: 4.15 fps Min Velocity: 2.65 fps Avg Flow: 4.146 mgd Peak Flow: 6.955 mgd Min Flow: 2.129 mgd | FM 7 - 15
SITE 7
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 35.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.00 2.00

4.00 6.00

8.00 10.00

12.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 12.44 in. Peak Level: 15.69 in. Min Level: 8.79 in.

Avg Velocity: 3.28 fps Peak Velocity: 4.15 fps Min Velocity: 2.65 fps Avg Flow: 4.146 mgd Peak Flow: 6.955 mgd Min Flow: 2.129 mgd | FM 7 - 15
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 8
S Akers St s/o W Cambridge Ave
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 8
Data Summary Report
| FM 8 - 1
SITE 8
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 24 inches
ADWF: 0.638 mgd
Peak Measured Flow: 1.168 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: S Akers St s/o W Cambridge Ave
Rim Elevation (Earth): 309 feet
Plan View
Coordinates: 119.3496° W, 36.3146° N
| FM 8 - 2
SITE 8
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 8 - 3
SITE 8
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.1000.2000.3000.4000.5000.6000.7000.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.1000.2000.3000.4000.5000.6000.7000.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.1000.2000.3000.4000.5000.6000.7000.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.93 inchesAvg Period Flow: 0.627 MGal Peak Daily Flow: 0.703 MGal Min Daily Flow: 0.517 MGal | FM 8 - 4
SITE 8
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.60
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.201.401.60
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.93 inches Avg Flow: 0.627 mgd Peak Flow: 1.168 mgd Min Flow: 0.201 mgd | FM 8 - 5
SITE 8
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.20
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.638 mgd
ADWF:
| FM 8 - 6
SITE 8
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 7.36Peak d/D Ratio: 0.31Pipe Diameter: 24 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 1015202530
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 8 - 7
SITE 8
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.04 inches
Event 1

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.04 inches)

0.40 4.18
Peak Flow:

PF:

Peak Level:
mgd
in

0.62 d/D Ratio: 0.17 d/D Ratio:

Capacity
Peak I/I Rate: 0.04 mgd
Inflow / Infiltration
Total I/I: 1,000 gallons
| FM 8 - 8
SITE 8
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.14 inches Rain Flow ADWF
Avg Level: 5.26 in. Peak Level: 6.96 in. Min Level: 3.52 in.

Avg Velocity: 1.69 fps Peak Velocity: 2.17 fps Min Velocity: 1.01 fps Avg Flow: 0.582 mgd Peak Flow: 1.021 mgd Min Flow: 0.211 mgd | FM 8 - 9
SITE 8
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.13 inches Rain Flow ADWF
Avg Level: 5.50 in. Peak Level: 7.27 in. Min Level: 3.54 in.

Avg Velocity: 1.72 fps Peak Velocity: 2.22 fps Min Velocity: 1.10 fps Avg Flow: 0.627 mgd Peak Flow: 1.129 mgd Min Flow: 0.206 mgd | FM 8 - 10
SITE 8
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 5.64 in. Peak Level: 7.07 in. Min Level: 3.63 in.

Avg Velocity: 1.69 fps Peak Velocity: 2.19 fps Min Velocity: 1.00 fps Avg Flow: 0.637 mgd Peak Flow: 1.047 mgd Min Flow: 0.201 mgd | FM 8 - 11
SITE 8
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 5.58 in. Peak Level: 7.11 in. Min Level: 3.82 in.

Avg Velocity: 1.71 fps Peak Velocity: 2.22 fps Min Velocity: 1.08 fps Avg Flow: 0.634 mgd Peak Flow: 1.091 mgd Min Flow: 0.241 mgd | FM 8 - 12
SITE 8
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 5.72 in. Peak Level: 7.36 in. Min Level: 3.99 in.

Avg Velocity: 1.63 fps Peak Velocity: 2.21 fps Min Velocity: 1.00 fps Avg Flow: 0.629 mgd Peak Flow: 1.168 mgd Min Flow: 0.226 mgd | FM 8 - 13
SITE 8
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 5.68 in. Peak Level: 7.07 in. Min Level: 4.03 in.

Avg Velocity: 1.68 fps Peak Velocity: 2.15 fps Min Velocity: 1.05 fps Avg Flow: 0.642 mgd Peak Flow: 1.059 mgd Min Flow: 0.244 mgd | FM 8 - 14
SITE 8
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.45 inches Rain Flow ADWF
Avg Level: 5.68 in. Peak Level: 7.07 in. Min Level: 4.03 in.

Avg Velocity: 1.68 fps Peak Velocity: 2.15 fps Min Velocity: 1.05 fps Avg Flow: 0.642 mgd Peak Flow: 1.059 mgd Min Flow: 0.244 mgd | FM 8 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 9
W Walnut Ave & S San Joaquin Dr
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 9
Data Summary Report
| FM 9 - 1
SITE 9
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 27 inches
ADWF: 1.642 mgd
Peak Measured Flow: 2.792 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: W Walnut Ave & S San Joaquin Dr
Rim Elevation (Earth): 308 feet
Plan View
Coordinates: 119.3459° W, 36.3128° N
| FM 9 - 2
SITE 9
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| FM 9 - 3
SITE 9
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information North Influent Pipe
| FM 9 - 4
SITE 9
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.2000.4000.6000.8001.0001.2001.4001.6001.8002.000 11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.2000.4000.6000.8001.0001.2001.4001.6001.8002.000 11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.2000.4000.6000.8001.0001.2001.4001.6001.8002.000 11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.88 inchesAvg Period Flow: 1.679 MGal Peak Daily Flow: 1.828 MGal Min Daily Flow: 1.567 MGal | FM 9 - 5
SITE 9
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.504.004.50
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.504.004.50
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.88 inches Avg Flow: 1.679 mgd Peak Flow: 2.792 mgd Min Flow: 0.599 mgd | FM 9 - 6
SITE 9
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.00
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

1.642 mgd
ADWF:
| FM 9 - 7
SITE 9
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 11.9Peak d/D Ratio: 0.44Pipe Diameter: 27 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 1015202530
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 9 - 8
SITE 9
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.01 inches
Event 1

0.0 0.5

1.0 1.5

2.0 2.5
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.01 inches)

2.24 10.55
Peak Flow:

PF:

Peak Level:
mgd
in

1.36 d/D Ratio: 0.39 d/D Ratio:

Capacity
Peak I/I Rate: 0.19 mgd
Inflow / Infiltration
Total I/I: 159,000 gallons
| FM 9 - 9
SITE 9
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.11 inches Rain Flow ADWF
Avg Level: 9.15 in. Peak Level: 11.19 in. Min Level: 6.46 in.

Avg Velocity: 2.09 fps Peak Velocity: 2.54 fps Min Velocity: 1.42 fps Avg Flow: 1.650 mgd Peak Flow: 2.528 mgd Min Flow: 0.690 mgd | FM 9 - 10
SITE 9
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.16 inches Rain Flow ADWF
Avg Level: 9.11 in. Peak Level: 11.94 in. Min Level: 6.47 in.

Avg Velocity: 2.08 fps Peak Velocity: 2.56 fps Min Velocity: 1.40 fps Avg Flow: 1.632 mgd Peak Flow: 2.792 mgd Min Flow: 0.682 mgd | FM 9 - 11
SITE 9
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.01 inches Rain Flow ADWF
Avg Level: 9.12 in. Peak Level: 11.40 in. Min Level: 6.44 in.

Avg Velocity: 2.08 fps Peak Velocity: 2.60 fps Min Velocity: 1.43 fps Avg Flow: 1.635 mgd Peak Flow: 2.680 mgd Min Flow: 0.702 mgd | FM 9 - 12
SITE 9
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 9.25 in. Peak Level: 11.37 in. Min Level: 6.35 in.

Avg Velocity: 2.11 fps Peak Velocity: 2.57 fps Min Velocity: 1.44 fps Avg Flow: 1.689 mgd Peak Flow: 2.607 mgd Min Flow: 0.669 mgd | FM 9 - 13
SITE 9
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 9.36 in. Peak Level: 11.60 in. Min Level: 6.63 in.

Avg Velocity: 2.14 fps Peak Velocity: 2.59 fps Min Velocity: 1.50 fps Avg Flow: 1.748 mgd Peak Flow: 2.677 mgd Min Flow: 0.757 mgd | FM 9 - 14
SITE 9
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.44 inches Rain Flow ADWF
Avg Level: 9.29 in. Peak Level: 11.08 in. Min Level: 6.18 in.

Avg Velocity: 2.12 fps Peak Velocity: 2.57 fps Min Velocity: 1.35 fps Avg Flow: 1.712 mgd Peak Flow: 2.529 mgd Min Flow: 0.599 mgd | FM 9 - 15
SITE 9
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.44 inches Rain Flow ADWF
Avg Level: 9.29 in. Peak Level: 11.08 in. Min Level: 6.18 in.

Avg Velocity: 2.12 fps Peak Velocity: 2.57 fps Min Velocity: 1.35 fps Avg Flow: 1.712 mgd Peak Flow: 2.529 mgd Min Flow: 0.599 mgd | FM 9 - 15
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 10
W Caldwell Ave & Rd 100
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 10
Data Summary Report
| FM 10 - 1
SITE 10
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 27 inches
ADWF: 0.723 mgd
Peak Measured Flow: 1.723 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: W Caldwell Ave & Rd 100
Rim Elevation (Earth): 306 feet
Plan View
Coordinates: 119.3472° W, 36.2983° N
| FM 10 - 2
SITE 10
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| FM 10 - 3
SITE 10
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information North Influent Pipe
South Influent Pipe
| FM 10 - 4
SITE 10
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.1000.2000.3000.4000.5000.6000.7000.8000.900
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.1000.2000.3000.4000.5000.6000.7000.8000.900
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.1000.2000.3000.4000.5000.6000.7000.8000.900
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.72 inchesAvg Period Flow: 0.739 MGal Peak Daily Flow: 0.824 MGal Min Daily Flow: 0.597 MGal | FM 10 - 5
SITE 10
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.50
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.50
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.72 inches Avg Flow: 0.739 mgd Peak Flow: 1.723 mgd Min Flow: 0.205 mgd | FM 10 - 6
SITE 10
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.723 mgd
ADWF:
| FM 10 - 7
SITE 10
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 9.38Peak d/D Ratio: 0.35Pipe Diameter: 27 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 1015202530
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 10 - 8
SITE 10
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

2.0 2.5
11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 0.93 inches
Event 1

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 0.93 inches)

1.23 7.78
Peak Flow:

PF:

Peak Level:
mgd
in

1.71 d/D Ratio: 0.29 d/D Ratio:

Capacity
Peak I/I Rate: 0.35 mgd
Inflow / Infiltration
Total I/I: 185,000 gallons
| FM 10 - 9
SITE 10
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.05 inches Rain Flow ADWF
Avg Level: 5.96 in. Peak Level: 7.78 in. Min Level: 3.63 in.

Avg Velocity: 1.71 fps Peak Velocity: 2.15 fps Min Velocity: 1.04 fps Avg Flow: 0.751 mgd Peak Flow: 1.233 mgd Min Flow: 0.232 mgd | FM 10 - 10
SITE 10
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.14 inches Rain Flow ADWF
Avg Level: 5.88 in. Peak Level: 9.38 in. Min Level: 3.55 in.

Avg Velocity: 1.65 fps Peak Velocity: 2.21 fps Min Velocity: 1.04 fps Avg Flow: 0.716 mgd Peak Flow: 1.723 mgd Min Flow: 0.221 mgd | FM 10 - 11
SITE 10
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 5.65 in. Peak Level: 7.35 in. Min Level: 3.19 in.

Avg Velocity: 1.78 fps Peak Velocity: 2.35 fps Min Velocity: 1.12 fps Avg Flow: 0.725 mgd Peak Flow: 1.186 mgd Min Flow: 0.209 mgd | FM 10 - 12
SITE 10
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 5.67 in. Peak Level: 7.31 in. Min Level: 3.29 in.

Avg Velocity: 1.77 fps Peak Velocity: 2.29 fps Min Velocity: 1.04 fps Avg Flow: 0.725 mgd Peak Flow: 1.218 mgd Min Flow: 0.205 mgd | FM 10 - 13
SITE 10
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.05 inches Rain Flow ADWF
Avg Level: 5.81 in. Peak Level: 7.48 in. Min Level: 3.43 in.

Avg Velocity: 1.79 fps Peak Velocity: 2.35 fps Min Velocity: 1.05 fps Avg Flow: 0.761 mgd Peak Flow: 1.313 mgd Min Flow: 0.229 mgd | FM 10 - 14
SITE 10
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.40 inches Rain Flow ADWF
Avg Level: 5.77 in. Peak Level: 7.22 in. Min Level: 3.53 in.

Avg Velocity: 1.79 fps Peak Velocity: 2.25 fps Min Velocity: 1.14 fps Avg Flow: 0.756 mgd Peak Flow: 1.184 mgd Min Flow: 0.225 mgd | FM 10 - 15
SITE 10
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.40 inches Rain Flow ADWF
Avg Level: 5.77 in. Peak Level: 7.22 in. Min Level: 3.53 in.

Avg Velocity: 1.79 fps Peak Velocity: 2.25 fps Min Velocity: 1.14 fps Avg Flow: 0.756 mgd Peak Flow: 1.184 mgd Min Flow: 0.225 mgd | FM 10 - 15
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 11
W Mineral King Ave, w/o S Woodland Dr
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 11
Data Summary Report
| FM 11 - 1
SITE 11
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 42 inches
ADWF: 1.393 mgd
Peak Measured Flow: 2.394 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: W Mineral King Ave, w/o S
Woodland Dr
Rim Elevation (Earth): 321 feet
Plan View
Coordinates: 119.3198° W, 36.3277° N
| FM 11 - 2
SITE 11
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 11 - 3
SITE 11
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.2000.4000.6000.8001.0001.2001.4001.6001.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.2000.4000.6000.8001.0001.2001.4001.6001.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.2000.4000.6000.8001.0001.2001.4001.6001.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.95 inchesAvg Period Flow: 1.381 MGal Peak Daily Flow: 1.551 MGal Min Daily Flow: 1.175 MGal | FM 11 - 4
SITE 11
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.504.00
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.504.00
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.95 inches Avg Flow: 1.381 mgd Peak Flow: 2.394 mgd Min Flow: 0.425 mgd | FM 11 - 5
SITE 11
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.50
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

1.393 mgd
ADWF:
| FM 11 - 6
SITE 11
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 11.9Peak d/D Ratio: 0.28Pipe Diameter: 42 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 1015202530354045
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 11 - 7
SITE 11
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.05 inches
Event 1

0.0 0.5

1.0 1.5

2.0 2.5
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.05 inches)

2.26 11.43
Peak Flow:

PF:

Peak Level:
mgd
in

1.62 d/D Ratio: 0.27 d/D Ratio:

Capacity
Peak I/I Rate: 0.50 mgd
Inflow / Infiltration
Total I/I: 248,000 gallons
| FM 11 - 8
SITE 11
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.14 inches Rain Flow ADWF
Avg Level: 8.87 in. Peak Level: 11.43 in. Min Level: 5.39 in.

Avg Velocity: 1.42 fps Peak Velocity: 1.80 fps Min Velocity: 0.80 fps Avg Flow: 1.392 mgd Peak Flow: 2.328 mgd Min Flow: 0.425 mgd | FM 11 - 9
SITE 11
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.16 inches Rain Flow ADWF
Avg Level: 8.70 in. Peak Level: 11.12 in. Min Level: 5.41 in.

Avg Velocity: 1.46 fps Peak Velocity: 1.71 fps Min Velocity: 1.09 fps Avg Flow: 1.386 mgd Peak Flow: 2.097 mgd Min Flow: 0.534 mgd | FM 11 - 10
SITE 11
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.01 inches Rain Flow ADWF
Avg Level: 8.75 in. Peak Level: 10.70 in. Min Level: 4.69 in.

Avg Velocity: 1.49 fps Peak Velocity: 1.82 fps Min Velocity: 1.12 fps Avg Flow: 1.427 mgd Peak Flow: 2.104 mgd Min Flow: 0.484 mgd | FM 11 - 11
SITE 11
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 8.83 in. Peak Level: 11.20 in. Min Level: 5.30 in.

Avg Velocity: 1.46 fps Peak Velocity: 1.78 fps Min Velocity: 1.05 fps Avg Flow: 1.413 mgd Peak Flow: 2.163 mgd Min Flow: 0.573 mgd | FM 11 - 12
SITE 11
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 8.64 in. Peak Level: 11.87 in. Min Level: 5.44 in.

Avg Velocity: 1.44 fps Peak Velocity: 1.74 fps Min Velocity: 1.05 fps Avg Flow: 1.350 mgd Peak Flow: 2.394 mgd Min Flow: 0.566 mgd | FM 11 - 13
SITE 11
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 8.63 in. Peak Level: 11.51 in. Min Level: 5.64 in.

Avg Velocity: 1.41 fps Peak Velocity: 1.69 fps Min Velocity: 1.09 fps Avg Flow: 1.324 mgd Peak Flow: 2.163 mgd Min Flow: 0.592 mgd | FM 11 - 14
SITE 11
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 8.63 in. Peak Level: 11.51 in. Min Level: 5.64 in.

Avg Velocity: 1.41 fps Peak Velocity: 1.69 fps Min Velocity: 1.09 fps Avg Flow: 1.324 mgd Peak Flow: 2.163 mgd Min Flow: 0.592 mgd | FM 11 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 12
E Walnut Ave & S Church St
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 12
Data Summary Report
| FM 12 - 1
SITE 12
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 28 inches
ADWF: 0.849 mgd
Peak Measured Flow: 1.951 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: E Walnut Ave & S Church St
Rim Elevation (Earth): 330 feet
Plan View
Coordinates: 119.2908° W, 36.3129° N
| FM 12 - 2
SITE 12
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 12 - 3
SITE 12
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.2000.4000.6000.8001.0001.200
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.2000.4000.6000.8001.0001.200
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.2000.4000.6000.8001.0001.200
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.95 inchesAvg Period Flow: 0.846 MGal Peak Daily Flow: 1.066 MGal Min Daily Flow: 0.733 MGal | FM 12 - 4
SITE 12
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.95 inches Avg Flow: 0.846 mgd Peak Flow: 1.951 mgd Min Flow: 0.174 mgd | FM 12 - 5
SITE 12
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.60
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.849 mgd
ADWF:
| FM 12 - 6
SITE 12
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 13.2Peak d/D Ratio: 0.47Pipe Diameter: 28 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 1015202530
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 12 - 7
SITE 12
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

2.0 2.5

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.05 inches
Event 1

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.05 inches)

1.55 9.98
Peak Flow:

PF:

Peak Level:
mgd
in

1.83 d/D Ratio: 0.36 d/D Ratio:

Capacity
Peak I/I Rate: 0.21 mgd
Inflow / Infiltration
Total I/I: 79,000 gallons
| FM 12 - 8
SITE 12
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.14 inches Rain Flow ADWF
Avg Level: 8.19 in. Peak Level: 10.62 in. Min Level: 5.09 in.

Avg Velocity: 1.17 fps Peak Velocity: 1.76 fps Min Velocity: 0.62 fps Avg Flow: 0.831 mgd Peak Flow: 1.551 mgd Min Flow: 0.251 mgd | FM 12 - 9
SITE 12
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.18 inches Rain Flow ADWF
Avg Level: 8.58 in. Peak Level: 13.17 in. Min Level: 5.40 in.

Avg Velocity: 1.18 fps Peak Velocity: 1.65 fps Min Velocity: 0.66 fps Avg Flow: 0.892 mgd Peak Flow: 1.951 mgd Min Flow: 0.268 mgd | FM 12 - 10
SITE 12
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.01 inches Rain Flow ADWF
Avg Level: 8.70 in. Peak Level: 11.62 in. Min Level: 5.69 in.

Avg Velocity: 1.07 fps Peak Velocity: 1.57 fps Min Velocity: 0.54 fps Avg Flow: 0.821 mgd Peak Flow: 1.536 mgd Min Flow: 0.225 mgd | FM 12 - 11
SITE 12
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.06 inches Rain Flow ADWF
Avg Level: 8.89 in. Peak Level: 11.19 in. Min Level: 5.84 in.

Avg Velocity: 1.05 fps Peak Velocity: 1.45 fps Min Velocity: 0.40 fps Avg Flow: 0.828 mgd Peak Flow: 1.435 mgd Min Flow: 0.177 mgd | FM 12 - 12
SITE 12
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 9.31 in. Peak Level: 11.48 in. Min Level: 6.14 in.

Avg Velocity: 1.03 fps Peak Velocity: 1.49 fps Min Velocity: 0.45 fps Avg Flow: 0.868 mgd Peak Flow: 1.536 mgd Min Flow: 0.216 mgd | FM 12 - 13
SITE 12
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.47 inches Rain Flow ADWF
Avg Level: 9.33 in. Peak Level: 11.23 in. Min Level: 5.59 in.

Avg Velocity: 0.98 fps Peak Velocity: 1.41 fps Min Velocity: 0.42 fps Avg Flow: 0.835 mgd Peak Flow: 1.417 mgd Min Flow: 0.174 mgd | FM 12 - 14
SITE 12
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 5.0

10.0 15.0

20.0 25.0

30.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.47 inches Rain Flow ADWF
Avg Level: 9.33 in. Peak Level: 11.23 in. Min Level: 5.59 in.

Avg Velocity: 0.98 fps Peak Velocity: 1.41 fps Min Velocity: 0.42 fps Avg Flow: 0.835 mgd Peak Flow: 1.417 mgd Min Flow: 0.174 mgd | FM 12 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 13
Houston Ave & N County Center St
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 13
Data Summary Report
| FM 13 - 1
SITE 13
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 18 inches
ADWF: 0.140 mgd
Peak Measured Flow: 0.326 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: Houston Ave & N County Center
St
Rim Elevation (Earth): 320 feet
Plan View
Coordinates: 119.3230° W, 36.3420° N
| FM 13 - 2
SITE 13
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| FM 13 - 3
SITE 13
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information North Influent Pipe
South Influent Pipe
| FM 13 - 4
SITE 13
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.0200.0400.0600.0800.1000.1200.1400.1600.180
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.0200.0400.0600.0800.1000.1200.1400.1600.180
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.0200.0400.0600.0800.1000.1200.1400.1600.180
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.95 inchesAvg Period Flow: 0.137 MGal Peak Daily Flow: 0.161 MGal Min Daily Flow: 0.112 MGal | FM 13 - 5
SITE 13
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.400.45
Nov 28
(Wed)
Nov 29
(Thu)
Nov 30
(Fri)
Dec 01
(Sat)
Dec 02
(Sun)
Dec 03
(Mon)
Dec 04
(Tue)
Dec 05
(Wed)
Dec 06
(Thu)
Dec 07
(Fri)
Dec 08
(Sat)
Dec 09
(Sun)
Dec 10
(Mon)
Dec 11
(Tue)
Dec 12
(Wed)
Dec 13
(Thu)
Dec 14
(Fri)
Dec 15
(Sat)
Dec 16
(Sun)
Dec 17
(Mon)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.050.100.150.200.250.300.350.400.45
Dec 18
(Tue)
Dec 19
(Wed)
Dec 20
(Thu)
Dec 21
(Fri)
Dec 22
(Sat)
Dec 23
(Sun)
Dec 24
(Mon)
Dec 25
(Tue)
Dec 26
(Wed)
Dec 27
(Thu)
Dec 28
(Fri)
Dec 29
(Sat)
Dec 30
(Sun)
Dec 31
(Mon)
Jan 01
(Tue)
Jan 02
(Wed)
Jan 03
(Thu)
Jan 04
(Fri)
Jan 05
(Sat)
Jan 06
(Sun)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.95 inches Avg Flow: 0.137 mgd Peak Flow: 0.326 mgd Min Flow: 0.022 mgd | FM 13 - 6
SITE 13
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.30
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.140 mgd
ADWF:
| FM 13 - 7
SITE 13
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 6.63Peak d/D Ratio: 0.37Pipe Diameter: 18 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
02468
101214161820
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 13 - 8
SITE 13
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.1

0.1 0.2

0.2 0.3

0.3 0.4

0.4 0.5
11/2711/2811/2911/3012/0112/0212/0312/0412/0512/0612/0712/0812/0912/1012/1112/1212/1312/1412/1512/1612/1712/1812/1912/2012/2112/2212/2312/2412/2512/2612/2712/2812/2912/3012/3101/0101/0201/0301/0401/0501/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.05 inches
Event 1

0.0 0.1

0.1 0.2

0.2 0.3

0.3 11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.05 inches)

0.13 3.62
Peak Flow:

PF:

Peak Level:
mgd
in

0.91 d/D Ratio: 0.20 d/D Ratio:

Capacity
Peak I/I Rate: 0.02 mgd
Inflow / Infiltration
Total I/I: 1,000 gallons
| FM 13 - 9
SITE 13
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.15 inches Rain Flow ADWF
Avg Level: 3.89 in. Peak Level: 5.41 in. Min Level: 2.11 in.

Avg Velocity: 0.71 fps Peak Velocity: 1.03 fps Min Velocity: 0.26 fps Avg Flow: 0.137 mgd Peak Flow: 0.278 mgd Min Flow: 0.023 mgd | FM 13 - 10
SITE 13
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.14 inches Rain Flow ADWF
Avg Level: 3.98 in. Peak Level: 5.36 in. Min Level: 2.22 in.

Avg Velocity: 0.70 fps Peak Velocity: 1.02 fps Min Velocity: 0.32 fps Avg Flow: 0.138 mgd Peak Flow: 0.284 mgd Min Flow: 0.028 mgd | FM 13 - 11
SITE 13
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 4.02 in. Peak Level: 5.72 in. Min Level: 2.01 in.

Avg Velocity: 0.69 fps Peak Velocity: 0.99 fps Min Velocity: 0.28 fps Avg Flow: 0.138 mgd Peak Flow: 0.292 mgd Min Flow: 0.025 mgd | FM 13 - 12
SITE 13
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.10 inches Rain Flow ADWF
Avg Level: 4.05 in. Peak Level: 5.49 in. Min Level: 2.22 in.

Avg Velocity: 0.68 fps Peak Velocity: 1.00 fps Min Velocity: 0.30 fps Avg Flow: 0.136 mgd Peak Flow: 0.275 mgd Min Flow: 0.035 mgd | FM 13 - 13
SITE 13
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 4.06 in. Peak Level: 6.63 in. Min Level: 2.16 in.

Avg Velocity: 0.68 fps Peak Velocity: 1.06 fps Min Velocity: 0.29 fps Avg Flow: 0.140 mgd Peak Flow: 0.326 mgd Min Flow: 0.033 mgd | FM 13 - 14
SITE 13
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 3.79 in. Peak Level: 5.43 in. Min Level: 1.83 in.

Avg Velocity: 0.71 fps Peak Velocity: 1.13 fps Min Velocity: 0.26 fps Avg Flow: 0.132 mgd Peak Flow: 0.298 mgd Min Flow: 0.022 mgd | FM 13 - 15
SITE 13
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
Vel oci ty (fps)
Vel

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.45
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 3.79 in. Peak Level: 5.43 in. Min Level: 1.83 in.

Avg Velocity: 0.71 fps Peak Velocity: 1.13 fps Min Velocity: 0.26 fps Avg Flow: 0.132 mgd Peak Flow: 0.298 mgd Min Flow: 0.022 mgd | FM 13 - 15
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 14
W Cecil Ave & N Ranch Ct
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 14
Data Summary Report
| FM 14 - 1
SITE 14
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 18 inches
ADWF: 0.570 mgd
Peak Measured Flow: 0.983 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: W Cecil Ave & N Ranch Ct
Rim Elevation (Earth): 319 feet
Plan View
Coordinates: 119.3215° W, 36.3409° N
| FM 14 - 2
SITE 14
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 14 - 3
SITE 14
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.1000.2000.3000.4000.5000.6000.7000.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.1000.2000.3000.4000.5000.6000.7000.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.1000.2000.3000.4000.5000.6000.7000.800
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.95 inchesAvg Period Flow: 0.572 MGal Peak Daily Flow: 0.667 MGal Min Daily Flow: 0.518 MGal | FM 14 - 4
SITE 14
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.95 inches Avg Flow: 0.572 mgd Peak Flow: 0.983 mgd Min Flow: 0.155 mgd | FM 14 - 5
SITE 14
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.700.800.90
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.570 mgd
ADWF:
| FM 14 - 6
SITE 14
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 10.9Peak d/D Ratio: 0.61Pipe Diameter: 18 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
02468
101214161820
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 14 - 7
SITE 14
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.05 inches
Event 1

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.05 inches)

0.83 10.01
Peak Flow:

PF:

Peak Level:
mgd
in

1.46 d/D Ratio: 0.56 d/D Ratio:

Capacity
Peak I/I Rate: 0.17 mgd
Inflow / Infiltration
Total I/I: 59,000 gallons
| FM 14 - 8
SITE 14
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.15 inches Rain Flow ADWF
Avg Level: 8.33 in. Peak Level: 10.25 in. Min Level: 5.60 in.

Avg Velocity: 1.04 fps Peak Velocity: 1.36 fps Min Velocity: 0.50 fps Avg Flow: 0.562 mgd Peak Flow: 0.896 mgd Min Flow: 0.155 mgd | FM 14 - 9
SITE 14
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.14 inches Rain Flow ADWF
Avg Level: 8.72 in. Peak Level: 10.66 in. Min Level: 5.93 in.

Avg Velocity: 1.00 fps Peak Velocity: 1.36 fps Min Velocity: 0.48 fps Avg Flow: 0.572 mgd Peak Flow: 0.945 mgd Min Flow: 0.159 mgd | FM 14 - 10
SITE 14
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 8.61 in. Peak Level: 10.37 in. Min Level: 5.98 in.

Avg Velocity: 1.02 fps Peak Velocity: 1.34 fps Min Velocity: 0.54 fps Avg Flow: 0.570 mgd Peak Flow: 0.902 mgd Min Flow: 0.182 mgd | FM 14 - 11
SITE 14
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.10 inches Rain Flow ADWF
Avg Level: 8.61 in. Peak Level: 10.54 in. Min Level: 6.01 in.

Avg Velocity: 1.00 fps Peak Velocity: 1.28 fps Min Velocity: 0.50 fps Avg Flow: 0.561 mgd Peak Flow: 0.844 mgd Min Flow: 0.178 mgd | FM 14 - 12
SITE 14
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 8.65 in. Peak Level: 10.51 in. Min Level: 6.01 in.

Avg Velocity: 1.01 fps Peak Velocity: 1.39 fps Min Velocity: 0.49 fps Avg Flow: 0.571 mgd Peak Flow: 0.913 mgd Min Flow: 0.166 mgd | FM 14 - 13
SITE 14
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 8.76 in. Peak Level: 10.91 in. Min Level: 6.05 in.

Avg Velocity: 1.04 fps Peak Velocity: 1.38 fps Min Velocity: 0.49 fps Avg Flow: 0.592 mgd Peak Flow: 0.983 mgd Min Flow: 0.168 mgd | FM 14 - 14
SITE 14
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0

16.0 18.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 8.76 in. Peak Level: 10.91 in. Min Level: 6.05 in.

Avg Velocity: 1.04 fps Peak Velocity: 1.38 fps Min Velocity: 0.49 fps Avg Flow: 0.592 mgd Peak Flow: 0.983 mgd Min Flow: 0.168 mgd | FM 14 - 14
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site:

Location:

Site 15
4425 W Ferguson Ave, w/o N Chinowth St
November 28, 2018 - January 06, 2019
Sanitary Sewer Flow Monitoring
City of Visalia
Vicinity Map: Site 15
Data Summary Report
| FM 15 - 1
SITE 15
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Pipe Diameter: 28.5 inches
ADWF: 0.967 mgd
Peak Measured Flow: 1.728 mgd
Flow Sketch
Satellite Map
Street View
Sewer Map
Location: 4425 W Ferguson Ave, w/o N
Chinowth St
Rim Elevation (Earth): 315 feet
Plan View
Coordinates: 119.3361° W, 36.3491° N
| FM 15 - 2
SITE 15
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Influent Pipe
| FM 15 - 3
SITE 15
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0000.2000.4000.6000.8001.0001.200
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.0000.2000.4000.6000.8001.0001.200
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.0000.2000.4000.6000.8001.0001.200
11/26
11/28
11/30
12/2
12/4
12/6
12/8
12/10
12/12
12/14
12/16
12/18
12/20
12/22
12/24
12/26
12/28
12/30
1/1
1/3
1/5

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Period Rainfall: 1.95 inchesAvg Period Flow: 0.941 MGal Peak Daily Flow: 1.027 MGal Min Daily Flow: 0.802 MGal | FM 15 - 4
SITE 15
Flow Summary: 11/28/2018 to 1/6/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Total Period Rainfall: 1.95 inches Avg Flow: 0.941 mgd Peak Flow: 1.728 mgd Min Flow: 0.309 mgd | FM 15 - 5
SITE 15
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.967 mgd
ADWF:
| FM 15 - 6
SITE 15
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 5.53Peak d/D Ratio: 0.19Pipe Diameter: 28.5 inches inches
Realtime Flow Levels with Rainfall Data over Monitoring Period Diameter
75% d/D
05 1015202530
11/27
11/29
12/01
12/03
12/05
12/07
12/09
12/11
12/13
12/15
Level (in)
12/17
12/19
12/21
12/23
12/25
12/27
12/29
12/31
01/02
01/04
01/06

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | FM 15 - 7
SITE 15
I/I Summary: Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.0 0.5

1.0 1.5

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 1.06 inches
Event 1

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
11/2811/2911/3012/01
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 1.06 inches)

1.68 5.39
Peak Flow:

PF:

Peak Level:
mgd
in

1.74 d/D Ratio: 0.19 d/D Ratio:

Capacity
Peak I/I Rate: 0.18 mgd
Inflow / Infiltration
Total I/I: 88,000 gallons
| FM 15 - 8
SITE 15
Weekly Level, Velocity and Flow Hydrographs
11/26/2018 to 12/3/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
11/26 11/27 11/28 11/29 11/30 12/1 12/2
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 1.15 inches Rain Flow ADWF
Avg Level: 3.96 in. Peak Level: 5.39 in. Min Level: 2.70 in.

Avg Velocity: 3.94 fps Peak Velocity: 4.53 fps Min Velocity: 3.08 fps Avg Flow: 0.974 mgd Peak Flow: 1.682 mgd Min Flow: 0.432 mgd | FM 15 - 9
SITE 15
Weekly Level, Velocity and Flow Hydrographs
12/3/2018 to 12/10/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/3 12/4 12/5 12/6 12/7 12/8 12/9
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 3.95 in. Peak Level: 5.53 in. Min Level: 2.62 in.

Avg Velocity: 3.95 fps Peak Velocity: 4.62 fps Min Velocity: 3.01 fps Avg Flow: 0.972 mgd Peak Flow: 1.728 mgd Min Flow: 0.440 mgd | FM 15 - 10
SITE 15
Weekly Level, Velocity and Flow Hydrographs
12/10/2018 to 12/17/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/10 12/11 12/12 12/13 12/14 12/15 12/16
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 3.91 in. Peak Level: 5.44 in. Min Level: 2.60 in.

Avg Velocity: 3.95 fps Peak Velocity: 4.54 fps Min Velocity: 2.74 fps Avg Flow: 0.960 mgd Peak Flow: 1.697 mgd Min Flow: 0.360 mgd | FM 15 - 11
SITE 15
Weekly Level, Velocity and Flow Hydrographs
12/17/2018 to 12/24/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/17 12/18 12/19 12/20 12/21 12/22 12/23
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.12 inches Rain Flow ADWF
Avg Level: 3.74 in. Peak Level: 5.36 in. Min Level: 2.37 in.

Avg Velocity: 3.96 fps Peak Velocity: 4.56 fps Min Velocity: 2.72 fps Avg Flow: 0.904 mgd Peak Flow: 1.682 mgd Min Flow: 0.309 mgd | FM 15 - 12
SITE 15
Weekly Level, Velocity and Flow Hydrographs
12/24/2018 to 12/31/2018
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/24 12/25 12/26 12/27 12/28 12/29 12/30
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.09 inches Rain Flow ADWF
Avg Level: 3.77 in. Peak Level: 5.16 in. Min Level: 2.60 in.

Avg Velocity: 3.99 fps Peak Velocity: 4.47 fps Min Velocity: 2.92 fps Avg Flow: 0.922 mgd Peak Flow: 1.544 mgd Min Flow: 0.390 mgd | FM 15 - 13
SITE 15
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 3.77 in. Peak Level: 4.87 in. Min Level: 2.42 in.

Avg Velocity: 3.99 fps Peak Velocity: 4.43 fps Min Velocity: 2.99 fps Avg Flow: 0.921 mgd Peak Flow: 1.438 mgd Min Flow: 0.383 mgd | FM 15 - 14
SITE 15
Weekly Level, Velocity and Flow Hydrographs
12/31/2018 to 1/7/2019
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 2.0

4.0 6.0

8.0 10.0

12.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50
12/31 1/1 1/2 1/3 1/4 1/5 1/6
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.46 inches Rain Flow ADWF
Avg Level: 3.77 in. Peak Level: 4.87 in. Min Level: 2.42 in.

Avg Velocity: 3.99 fps Peak Velocity: 4.43 fps Min Velocity: 2.99 fps Avg Flow: 0.921 mgd Peak Flow: 1.438 mgd Min Flow: 0.383 mgd | FM 15 - 14
V&A Project No. 17-0314
1000 Broadway, Suite 230
Oakland, CA 94607
510.903.6600
510.903.6601, Fax

APPENDIX C | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025

APPENDIX C WASTEWATER FLOW PROJECTIONS
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | APPENDIX C JUNE 2025 | FINAL
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Land Use Category Land Use Code (gr. acres) (gpd/gr. acres) gpd (gr. acres) (gpd/gr. acres) gpd (gr. acres) (gpd/gr. acres) gpd Residential Very Low Density RVLD 307 280 85,900 1,339 280 375,000 ‐ ‐‐ Residential Low Density RLD 10,700 470 5,029,000 15,509 470 7,289,300 ‐ ‐‐Residential Medium Density RMD 788 1,000 788,000 1,552 1,000 1,551,600 ‐ ‐‐ Residential High Density RHD 267 1,700 454,400 538 1,700 913,900 ‐ ‐‐ Commercial/Industrial
Business Research Park BRP 61 450 27,300 148 450 66,800 ‐ ‐‐ Commercial Mixed Use CMU 820 750 614,700 1,135 750 851,300 ‐ ‐‐Commercial Neighborhood CN 148 900 133,100 225 900 202,700 ‐ ‐‐Commercial Regional CR 307 650 199,500 539 650 350,700 ‐ ‐‐Commercial Service CS 446 650 289,700 522 650 339,200 ‐ ‐‐ I 1,336 1,100 1,469,800 3,792 1,100 4,170,700 ‐ ‐‐
Light Industrial IL 226 600 135,300 392 600 235,300 ‐ ‐‐Office O 386 700 270,300 441 700 308,600 ‐ ‐‐ Other
Downtown Mixed Use DMU 215 850 183,000 218 850 185,000 ‐ ‐‐ Public/Institutional PI 1,351 450 607,800 2,397 450 1,078,700 ‐ ‐‐Parks/Recreation PR 844 0 0 1,633 0 0 ‐ ‐‐Reserve R 1 0 0 11 0 0 ‐ ‐‐Conservation C 604 0 0 1,021 0 0 ‐ ‐‐Agricultural A 0 0 0 281 0 0 ‐ ‐‐Goshen ‐‐ 250,000 ‐‐ 500,000 ‐ ‐‐ Post UGB Buildout ‐‐ ‐ ‐ 18,153 520 9,439,600
Total Existing ADWF 18,805 10,537,800
Total UGB ADWF 31,693 18,418,800
Total Buildout ADWF ‐‐ ‐ 49,846 27,858,400
Notes:1. Study resumed planning methodology from 2005 Sewer Master Plan and included development beyond the UGB. The General Plan identied the area as the "Planning Area".

2. Flow coefficient for Planning Area assumes land development at 70% residential, 20% commercial, and 10% Open space.

3. The Planning Area located in the south was not considered in the develment of Ultimate Buildout Flows.

Wastewater Flow
Coefficients Wastewater Flow
Planning Area (Ultimate Buildout)
Industrial
Urban Growth Boundary (UGB)
Residential
Existing Sewer Service Area
Developed
Wastewater Flow
Coefficients Existing Wastewater Flow Total UDB
Wastewater Flow
Coefficients Wastewater Flow Post UGB Development

APPENDIX D | SANITARY SEWER SYSTEM MASTER PLAN | CITY OF VISALIA FINAL | JUNE 2025

APPENDIX D DRY WEATHER FLOW CALIBRATION
SHEETS
CITY OF VISALIA | SANITARY SEWER SYSTEM MASTER PLAN | APPENDIX D JUNE 2025 | FINAL
-This Page Intentionally Left Blank-
Table D.1 Dry Weather Calibration Summary
Site 1 36 3.41 2.73 11.4 3.483 2.65 11.9 2.1% -3.0% 3.6% 3.35 2.69 11.4 3.51 2.66 11.9 5.0% -1.2% 4.4% 3.39 3.49 2.9% Site 2 21 0.06 0.28 6.5 0.065 0.36 6.9 7.4% 25.9% 6.4% 0.04 0.22 6.0 0.04 0.28 6.6 8.6% 26.4% 10.3% 0.05 0.06 7.6% Site 3 48 2.13 1.91 9.2 2.138 1.91 9.3 0.5% 0.0% 0.3% 2.27 1.93 9.4 2.31 1.94 9.5 1.8% 0.1% 0.9% 2.17 2.19 0.9% Site 4 36 5.72 3.42 14.0 5.592 3.46 13.7 -2.2% 1.3% -2.3% 5.76 3.40 14.0 5.69 3.46 13.8 -1.1% 1.8% -1.9% 5.73 5.62 -1.9% Site 5 36 1.06 1.13 9.2 1.028 1.18 8.7 -2.7% 4.4% -4.9% 1.10 1.12 9.4 1.09 1.19 8.9 -0.7% 5.9% -4.6% 1.07 1.05 -2.1% Site 6 33 1.23 1.76 7.7 1.292 1.82 7.8 5.1% 3.7% 1.4% 1.22 1.76 7.6 1.29 1.81 7.8 5.6% 2.7% 2.5% 1.23 1.29 5.3% Site 7 30 3.87 3.21 12.0 3.772 3.22 11.8 -2.6% 0.4% -2.1% 3.91 3.21 12.0 3.77 3.20 11.7 -3.6% -0.4% -2.5% 3.89 3.77 -2.9% Site 8 24 0.63 1.70 5.6 0.644 1.83 5.4 2.8% 7.9% -2.5% 0.67 1.73 5.7 0.69 1.86 5.6 3.8% 7.7% -1.8% 0.64 0.66 3.1% Site 9 27 1.61 2.07 9.1 1.698 2.12 9.4 5.7% 2.1% 3.5% 1.73 2.11 9.3 1.80 2.14 9.6 4.2% 1.2% 3.5% 1.64 1.73 5.3% Site 10 27 0.71 1.72 5.7 0.730 1.76 5.8 3.1% N/A N/A 0.76 1.75 5.8 0.78 1.78 5.9 2.8% N/A N/A 0.72 0.74 3.0% Site 11 42 1.40 1.45 8.8 1.441 1.44 9.0 3.0% -0.9% 3.0% 1.37 1.46 8.6 1.43 1.43 9.0 3.8% -1.6% 4.2% 1.39 1.44 3.2% Site 12 28 0.84 1.16 8.4 0.888 1.26 8.4 5.8% 8.8% 0.5% 0.87 1.14 8.6 0.93 1.27 8.6 6.9% 11.9% -0.6% 0.85 0.90 6.1% Site 13 18 0.14 0.70 3.9 0.132 0.68 4.0 -2.2% -4.0% 1.6% 0.15 0.73 4.1 0.15 0.70 4.1 -2.6% -3.8% 1.4% 0.14 0.14 -2.3% Site 14 18 0.57 1.01 8.6 0.604 1.05 8.9 6.1% 3.3% 3.4% 0.57 1.01 8.6 0.61 1.05 8.9 6.2% 3.9% 3.2% 0.57 0.60 6.1% Site 15 28.5 0.95 3.96 3.9 0.991 2.70 5.1 4.1% -31.9% 31.8% 1.00 3.98 3.9 1.04 2.73 5.2 3.9% -31.4% 32.8% 0.97 1.01 4.0% Notes:
(1) Source: Temporary Flow Monitoring Program (V&A Consulting Engineers) and City of Visalia. (2) Average flows are calculated from flow monitoring data and metered flow provided by the City. Maximum flow values are hourly peaks. (3) Percent Difference = (Modeled - Measured)/Measured*100.

Measured
(mgd)
Modeled
(mgd)
Percent
Error
(%) Comments
Pipe
Diameter
(in)
Avg.

Velocity
(ft/s)
Avg.

Level (in)
Avg.

Flow
(%)
Avg.

Velocity
(%)
Avg.

Level (%)
Avg.

Flow
(mgd)
Avg.

Velocity
(ft/s)
Avg.

Level (in)
Avg.

Flow
(mgd)
Weekend Overall ADWF
Meter
Number
Avg.

Flow
(mgd)
Avg.

Velocity
(ft/s)
Avg.

Level (in)
Avg.

Flow
(mgd)
Weekday
Measured Data(1) Modeled Data(2) Percent Error(3) Measured Data(1) Modeled Data(2) Percent Error(3) Avg.

Velocity
(ft/s)
Avg.

Level (in)
Avg.

Flow
(%)
Avg.

Velocity
(%)
Avg.

Level (%)

VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 1, Dry Weather Flow CalibrationLocation: End of Drive 85Pipeline Diameter: 36''City Manhole ID: 3807Model Pipe ID: 1018 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

3.39 3.67 11.4 2.73 3.45 3.98 11.8 2.6 1.7% 8.3% 3.5% -3.1%3.39 3.67 11.4 2.73 3.48 4.05 11.9 2.6 2.8% 10.3% 4.0% -2.8%3.39 3.67 11.4 2.73 3.48 4.08 11.9 2.6 2.7% 11.0% 4.0% -2.8%3.39 3.67 11.4 2.73 3.48 4.05 11.9 2.6 2.7% 10.3% 4.0% -2.9%

3.51 3.74 11.6 2.75 3.53 4.05 11.9 2.7 0.5% 8.5% 2.8% -3.3%

3.37 3.56 11.5 2.69 3.52 4.09 11.9 2.7 4.5% 14.9% 3.9% -1.1%

3.32 3.57 11.3 2.69 3.50 3.96 11.9 2.7 5.5% 11.0% 4.9% -1.4%

3.41 -- 11.4 2.733.48 -- 11.9 2.65 2.1% -- 3.6% -3.0%3.35 -- 11.4 2.693.51 -- 11.9 2.66 5.0% -- 4.4% -1.2%

3.393 -- 11.4 2.72 3.49 -- 11.9 2.65 2.9% -- 3.9% -2.5% Notes:

1. Source: V&A Temporary Flow Monitoring Program2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.3. Percent Error = (Modeled - Measured) /Measured x 1004. ADWF = (5xWeekday Average + 2xWeekend Average)/7 FINAL | JULY 2020
Avg.

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Weekend
ADWF(4)
Percent Error(3)
Avg.

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.
0 24 48 72 96 120 144

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5
Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.8 0.90.9

1.01.0 1.11.1
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

0.0 2.0

4.0 6.0

8.0 10.0

12.0 14.0
Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 2, Dry Weather Flow CalibrationLocation: Valley Oaks Golf CoursePipeline Diameter: 21''City Manhole ID: 1525Model Pipe ID: 966 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

0.06 0.12 6.6 0.29 0.07 0.12 7.0 0.4 6.4% -1.0% 6.0% 24.6%0.06 0.12 6.6 0.29 0.07 0.12 7.0 0.4 7.1% -1.0% 6.2% 25.3%0.06 0.12 6.6 0.29 0.07 0.12 7.0 0.4 7.1% -1.0% 6.2% 25.3%0.06 0.12 6.6 0.29 0.07 0.12 7.0 0.4 7.1% -1.0% 6.2% 25.3%

0.05 0.09 6.4 0.26 0.06 0.10 6.9 0.3 9.4% 8.8% 7.7% 29.5%

0.04 0.05 6.0 0.22 0.04 0.05 6.6 0.3 7.9% 2.7% 9.9% 26.5%0.04 0.05 6.0 0.22 0.04 0.05 6.6 0.3 9.4% 0.4% 10.6% 26.3%

0.06 -- 6.5 0.28 0.07 -- 6.9 0.36 7.4% -- 6.4% 25.9%

0.04 -- 6.0 0.22 0.04 -- 6.6 0.28 8.6% -- 10.3% 26.4%

0.054 -- 6.4 0.26 0.06 -- 6.9 0.33 7.6% -- 7.5% 26.1%
Notes:

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Weekend
ADWF(4)
Percent Error(3)
Avg.

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.
0 24 48 72 96 120 144

0.00 0.05

0.10 0.15
Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.5

1.0 1.5

2.0 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

0.0 0.2

0.4 0.6

0.8 1.0
Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 9.0

10.0 Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 3, Dry Weather Flow CalibrationLocation: W Walnut Ave w/o Rd 92Pipeline Diameter: 48''City Manhole ID: 1371Model Pipe ID: 250 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

2.14 2.99 9.2 1.91 2.15 3.23 9.3 1.9 0.4% 8.0% 0.2% 0.3%2.14 2.99 9.2 1.91 2.16 3.32 9.3 1.9 1.1% 11.2% 0.4% -0.1%2.14 2.99 9.2 1.91 2.12 3.09 9.2 1.9 -0.9% 3.5% -0.3% -0.1%2.14 2.99 9.2 1.91 2.17 3.33 9.3 1.9 1.2% 11.3% 0.5% 0.0%

2.08 2.55 9.1 1.90 2.09 2.89 9.2 1.9 0.6% 13.4% 0.7% -0.1%2.28 3.24 9.5 1.93 2.32 3.47 9.5 1.9 1.8% 7.2% 0.2% 0.3%2.26 3.13 9.4 1.94 2.30 3.63 9.5 1.9 1.8% 16.1% 1.7% 0.0%

2.13 -- 9.2 1.91 2.14 -- 9.3 1.91 0.5% -- 0.3% 0.0%

2.27 -- 9.4 1.93 2.31 -- 9.5 1.94 1.8% -- 0.9% 0.1%

2.168 -- 9.3 1.92 2.19 -- 9.3 1.92 0.9% -- 0.5% 0.0%
Notes:

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Weekend
ADWF(4)
Percent Error(3)
Avg.

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.
0 24 48 72 96 120 144

0.0 1.0

2.0 3.0

4.0 5.0
Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

1.0 1.5

2.0 2.5

3.0 Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

5.0 6.0

7.0 8.0

9.0 10.0

11.0 12.0

13.0 14.0

15.0 Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 4, Dry Weather Flow CalibrationLocation: W Walnut Ave & S Savannah StPipeline Diameter: 36''City Manhole ID: 1529Model Pipe ID: 1194 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

5.69 7.31 14.0 3.42 5.54 6.88 13.6 3.5 -2.7% -5.9% -2.5% 1.0%5.69 7.31 14.0 3.42 5.62 6.95 13.7 3.5 -1.3% -5.0% -1.7% 1.5%5.69 7.31 14.0 3.42 5.63 6.93 13.7 3.5 -1.2% -5.2% -1.6% 1.5%5.69 7.31 14.0 3.42 5.62 6.90 13.7 3.5 -1.3% -5.6% -1.7% 1.5%

5.81 7.13 14.2 3.42 5.56 6.77 13.6 3.5 -4.3% -5.0% -3.9% 1.2%5.83 8.06 14.2 3.41 5.73 7.75 13.8 3.5 -1.6% -3.8% -2.4% 1.8%

5.69 7.92 13.9 3.39 5.65 7.65 13.7 3.5 -0.7% -3.3% -1.3% 1.9%

5.72 -- 14.0 3.42 5.59 -- 13.7 3.46 -2.2% -- -2.3% 1.3%5.76 -- 14.0 3.40 5.69 -- 13.8 3.46 -1.1% -- -1.9% 1.8%

5.728 -- 14.0 3.41 5.62 -- 13.7 3.46 -1.9% -- -2.2% 1.5% Notes:

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Weekend
ADWF(4)
Percent Error(3)
Avg.

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.
0 24 48 72 96 120 144

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

2.0 2.5

3.0 3.5

4.0 Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

8.0 9.0

10.0 11.0

12.0 13.0

14.0 15.0

16.0 17.0

18.0 Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 5, Dry Weather Flow CalibrationLocation: 3498 Akers St n/o W Caldwell AvePipeline Diameter: 36''City Manhole ID: 2888Model Pipe ID: 10 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

1.06 1.39 9.2 1.13 1.03 1.37 8.7 1.2 -3.1% -1.6% -5.1% 4.2%1.06 1.39 9.2 1.13 1.03 1.37 8.7 1.2 -3.2% -1.6% -5.1% 4.2%1.06 1.39 9.2 1.13 1.03 1.37 8.7 1.2 -3.2% -1.6% -5.1% 4.2%1.06 1.39 9.2 1.13 1.03 1.37 8.7 1.2 -3.2% -1.6% -5.1% 4.2%

1.03 1.31 9.1 1.12 1.02 1.36 8.7 1.2 -0.8% 3.6% -4.3% 5.3%

1.09 1.51 9.3 1.12 1.07 1.49 8.8 1.2 -1.4% -1.6% -5.1% 5.7%

1.12 1.53 9.4 1.13 1.12 1.57 9.0 1.2 -0.1% 2.3% -4.2% 6.0%

1.06 -- 9.2 1.13 1.03 -- 8.7 1.18 -2.7% -- -4.9% 4.4%

1.10 -- 9.4 1.12 1.09 -- 8.9 1.19 -0.7% -- -4.6% 5.9%

1.070 -- 9.2 1.13 1.05 -- 8.8 1.18 -2.1% -- -4.9% 4.8%
Notes:

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Weekend
ADWF(4)
Percent Error(3)
Avg.

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.
0 24 48 72 96 120 144

0.0 0.5

1.0 1.5

2.0 Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

0.3 0.5

0.7 0.9

1.1 1.3

1.5 1.7
Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

5.0 6.0

7.0 8.0

9.0 10.0

11.0 12.0
Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 6, Dry Weather Flow CalibrationLocation: S Noyes St & W Laurel AvePipeline Diameter: 33''City Manhole ID: 102Model Pipe ID: 370 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

1.23 1.61 7.7 1.76 1.29 1.63 7.8 1.8 4.4% 1.1% 1.1% 3.4%1.23 1.61 7.7 1.76 1.30 1.63 7.9 1.8 5.4% 1.1% 1.6% 3.7%1.23 1.61 7.7 1.76 1.30 1.63 7.9 1.8 5.4% 1.1% 1.6% 3.7%1.23 1.61 7.7 1.76 1.30 1.63 7.9 1.8 5.4% 1.1% 1.6% 3.7%1.21 1.49 7.7 1.75 1.27 1.60 7.8 1.8 5.2% 7.1% 1.2% 3.8%

1.22 1.71 7.7 1.74 1.29 1.75 7.8 1.8 5.6% 2.6% 1.5% 3.5%1.22 1.70 7.5 1.78 1.29 1.77 7.8 1.8 5.5% 4.3% 3.6% 1.8%

1.23 -- 7.7 1.76 1.29 -- 7.8 1.82 5.1% -- 1.4% 3.7%

1.22 -- 7.6 1.76 1.29 -- 7.8 1.81 5.6% -- 2.5% 2.7%

1.226 -- 7.7 1.76 1.29 -- 7.8 1.82 5.3% -- 1.7% 3.4%
Notes:

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.

Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Avg.

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
0 24 48 72 96 120 144

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

1.0 1.2

1.4 1.6

1.8 2.0

2.2 2.4
Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

4.0 5.0

6.0 7.0

8.0 9.0

10.0 11.0

12.0 Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 7, Dry Weather Flow CalibrationLocation: S Akers St n/o W Cambridge AvePipeline Diameter: 30''City Manhole ID: 1038Model Pipe ID: 520 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

3.85 4.86 12.0 3.20 3.75 4.61 11.7 3.2 -2.5% -5.2% -2.1% 0.5%3.85 4.86 12.0 3.20 3.78 4.61 11.8 3.2 -1.7% -5.2% -1.7% 0.7%3.85 4.86 12.0 3.20 3.78 4.61 11.8 3.2 -1.7% -5.2% -1.7% 0.7%3.85 4.86 12.0 3.20 3.78 4.61 11.8 3.2 -1.7% -5.2% -1.7% 0.7%

3.99 5.05 12.2 3.24 3.78 4.60 11.8 3.2 -5.4% -8.9% -3.6% -0.5%3.94 5.20 12.1 3.22 3.81 5.11 11.8 3.2 -3.5% -1.7% -2.5% -0.4%3.88 5.31 12.0 3.20 3.74 5.02 11.7 3.2 -3.7% -5.5% -2.4% -0.4%

3.87 -- 12.0 3.21 3.77 -- 11.8 3.22 -2.6% -- -2.1% 0.4%3.91 -- 12.0 3.21 3.77 -- 11.7 3.20 -3.6% -- -2.5% -0.4%

3.885 -- 12.0 3.21 3.77 -- 11.8 3.21 -2.9% -- -2.2% 0.2% Notes:

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.

Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Avg.

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
0 24 48 72 96 120 144

1.0 2.0

3.0 4.0

5.0 6.0
Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

2.0 2.5

3.0 3.5

4.0 Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

8.0 9.0

10.0 11.0

12.0 13.0

14.0 15.0
Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 8, Dry Weather Flow CalibrationLocation: S Akers St s/o W Cambridge AvePipeline Diameter: 24''City Manhole ID: 1021Model Pipe ID: 921 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

0.62 0.87 5.6 1.70 0.65 0.86 5.4 1.8 3.3% -1.4% -2.2% 8.0%0.62 0.87 5.6 1.70 0.65 0.86 5.4 1.8 3.4% -1.4% -2.2% 8.0%0.62 0.87 5.6 1.70 0.65 0.86 5.4 1.8 3.4% -1.4% -2.2% 8.0%0.62 0.87 5.6 1.70 0.65 0.86 5.4 1.8 3.4% -1.4% -2.2% 8.0%

0.63 0.87 5.6 1.70 0.64 0.85 5.4 1.8 0.8% -2.4% -3.4% 7.3%

0.67 1.01 5.7 1.73 0.69 0.95 5.6 1.9 3.5% -6.3% -2.4% 7.6%

0.66 0.95 5.6 1.73 0.69 0.95 5.6 1.9 4.2% 0.0% -1.3% 7.7%

0.63 -- 5.6 1.70 0.64 -- 5.4 1.83 2.8% -- -2.5% 7.9%

0.67 -- 5.7 1.73 0.69 -- 5.6 1.86 3.8% -- -1.8% 7.7%

0.638 -- 5.6 1.71 0.66 -- 5.5 1.84 3.1% -- -2.3% 7.8%
Notes:

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.

Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Avg.

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
0 24 48 72 96 120 144

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

0.5 1.0

1.5 2.0

2.5 Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

3.0 4.0

5.0 6.0

7.0 8.0
Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 9, Dry Weather Flow CalibrationLocation: W Walnut Ave & S San Joaquin DrPipeline Diameter: 27''City Manhole ID: 1156Model Pipe ID: 138 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

1.61 2.19 9.1 2.07 1.69 2.14 9.3 2.1 4.9% -2.3% 3.1% 1.8%1.61 2.19 9.1 2.07 1.72 2.14 9.4 2.1 6.7% -2.4% 4.1% 2.4%1.61 2.19 9.1 2.07 1.72 2.14 9.4 2.1 6.8% -2.4% 4.1% 2.4%1.61 2.19 9.1 2.07 1.72 2.14 9.4 2.1 6.7% -2.4% 4.0% 2.4%

1.60 1.96 9.0 2.07 1.65 2.03 9.3 2.1 3.4% 3.4% 2.4% 1.4%

1.70 2.46 9.2 2.10 1.80 2.48 9.6 2.1 6.3% 0.9% 4.3% 1.8%1.76 2.53 9.4 2.13 1.80 2.48 9.6 2.1 2.2% -2.3% 2.7% 0.5%

1.61 -- 9.1 2.07 1.70 -- 9.4 2.12 5.7% -- 3.5% 2.1%

1.73 -- 9.3 2.11 1.80 -- 9.6 2.14 4.2% -- 3.5% 1.2%

1.642 -- 9.1 2.08 1.73 -- 9.5 2.12 5.3% -- 3.5% 1.8%
Notes:

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.

Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Avg.

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
0 24 48 72 96 120 144

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2.2

2.4 2.6

2.8 3.0
Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4
0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

1.0 1.2

1.4 1.6

1.8 2.0

2.2 2.4

2.6 2.8

3.0 Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

4.0 5.0

6.0 7.0

8.0 9.0

10.0 11.0

12.0 Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 10, Dry Weather Flow CalibrationLocation: W Caldwell Ave & Rd 100Pipeline Diameter: 27''City Manhole ID: 2953Model Pipe ID: 17 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

0.71 1.02 5.7 1.72 0.73 0.99 5.8 1.8 3.3% -2.7% 1.6% 2.4%0.71 1.02 5.7 1.72 0.73 0.99 5.8 1.8 3.1% -2.7% 1.5% 2.3%0.71 1.02 5.7 1.72 0.73 0.99 5.8 1.8 3.1% -2.7% 1.5% 2.3%0.71 1.02 5.7 1.72 0.73 0.99 5.8 1.8 3.1% -2.7% 1.5% 2.3%0.71 0.92 5.7 1.72 0.73 0.99 5.8 1.8 2.9% 7.4% 1.5% 1.9%

0.74 1.11 5.7 1.75 0.76 1.08 5.9 1.8 3.2% -3.0% 2.6% 0.9%0.78 1.10 5.9 1.75 0.80 1.14 6.0 1.8 2.5% 3.7% 1.5% 2.1%

0.71 -- 5.7 1.72 0.73 -- 5.8 1.76 3.1% -- 1.5% 2.3%

0.76 -- 5.8 1.75 0.78 -- 5.9 1.78 2.8% -- 2.0% 1.5%

0.723 -- 5.7 1.73 0.74 -- 5.8 1.76 3.0% -- 1.7% 2.0%
Notes:

Level Avg. Vel. Avg. Flow Avg. Vel. Avg. Level
Sat.

Sun.

Summary
Peak
Flow(2)
Mon.

Tues.

Wed.

Measured Data(1) Modeled Data
Avg.

Flow
Day
Peak
Flow(2)
Weekend
ADWF(4)
Percent Error(3)
Avg.

Flow
Peak
Flow
Avg.

Level Avg. Vel.

Weekday
Thur.

Fri.
0 24 48 72 96 120 144

0.0 0.5

1.0 1.5
Flow (mgd)
Days
Flow Calibration
Modeled FlowMeasured Flow

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekday Diurnal Pattern

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 0 2 4 6 8 10 12 14 16 18 20 22
Hourly Multiplier
Hour
Weekend Diurnal Pattern
0 24 48 72 96 120 144

1.0 1.2

1.4 1.6

1.8 2.0

2.2 2.4
Velocity (ft/s)
Days
Velocity Calibration
Modeled VelocityMeasured Velocity
Mon Tues Wed Thurs Fri Sat Sun
0 24 48 72 96 120 144

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Level (in)
Days
Level Calibration
Modeled LevelMeasured Level
Mon Tues Wed Thurs Fri Sat Sun
Mon Tues Wed Thurs Fri Sat Sun
VISALIA SEWER/STORM MPs AND FINANCIAL NEXUS STUDY | DWF CALIBRATION | CITY OF VISALIA Flow Monitoring Site Site 11, Dry Weather Flow CalibrationLocation: W Mineral King Ave, w/o S Woodland DrPipeline Diameter: 42''City Manhole ID: PS2Model Pipe ID: 651 Flow Monitor LocationModel Calibration Summary
(mgd) (mgd) (in) (ft/s) (mgd) (mgd) (in) (ft/s) (%) (%) (%) (%)

Visalia City CouncilNovember 3, 2025

Visalia City Council
November 3, 2025