Agenda — Tracy City Council, August 15, 2023 (part 8 of 11)

2020080524 (Exhibit 1); and
WHEREAS, The Draft EIR was published on April 20, 2022 for public review and comment, with the comment period closing on June 3, 2022; and WHEREAS, The City received comments throughout the comment period, including during a Planning Commission public hearing on May 25, 2022; and WHEREAS, A Final EIR was published on January 19, 2023 for public review; and WHEREAS, The Planning Commission conducted a duly noticed public hearing on January 25, 2023, and considered the Draft and Final EIRs (together comprising the EIR), the MMRP, and the CEQA Findings, (attached as Exhibits 2, 3 and 4), and the applications for the NEI Specific Plan amendment, prezoning, and submittal to LAFC o of the petition to annex the Property to the City of Tracy, and voted to recommend that the City Council certify the EIR, approve the NEI Specific Plan amendment and prezoning, and approve the submittal of a petition to LAFCo to annex the Property to the City of Tracy; and WHEREAS, In February and April, 2023, the City received three late comment letters on the EIR and prepared written responses to said letters, which letters and responses were incorporated into the EIR, and the City supplemented the mitigation measures in the EIR at the request of the late comments, and the minor changes to the EIR arising from the late comment letters did not change the analyses or conclusions of the EIR and did not require recirculation of the Draft EIR under applicable CEQA requirements; and WHEREAS, On August 15, 2023, the City Council held a duly noticed public hearing to review and consider the proposed Project, and the EIR with the minor changes arising from the late comment letters , Findings of Fa ct, MMRP, and Statement of Overriding Considerations.

NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF TRACY AS FOLLOWS:

SECTION 1. Incorporation of Recitals/Findings. The City Council of the City of Tracy hereby finds and determines the foregoing recitals are true and correct and are hereby incorporated herein as findings and determinations of the City.

SECTION 2. CEQA EIR. The City Council, based on its independent judgment and analysis, has reviewed and considered the proposed Project and has determined, based on the whole record before it, including the EIR, MMRP, and CEQA Findings set forth in Exhibits 1 through 4, that the proposed Project will have a significant effect on the environment and hereby certifies the EIR, adopts the
MMRP, and makes the CEQA Findings set for th in
Exhibit 3 as full satisfaction of the requirements under CEQA for the Project.

SE
CTION 3. Specific Plan Amendment. The City Council hereby approves and adopts the NEI Specific Plan amendment to add the above-described Property to the NEI Specific Plan as indicated in Exhibit 5.

SECTION 4. Prezoning. The City Council hereby approves the application to prezone the Property as Northeast I ndust rial Specific P lan Zone, Tr acy Municipal C ode section Ordinance _____

Page 3 ends

10.08.3022.

SEC
TION 5. Petition for Annexation. The City Council hereby grants the applicants’ request to submit a petition to LAFCo to annex the Property to the City of Tracy and directs the City Manager to prepare and submit said application in substantially the form of Exhibit

6. SECT
ION 6. Severability. If any section, subsection, sentence, clause or phrase of this Ordinance is for any reason held to be invalid or unconstitutional by decision of any court of competent jurisdiction, such decision shall not affect the validity of the remaining portions of the Ordinance. The City Council hereby declares that it would have passed this Ordinance and each section, subsection, clause or phrase thereof irrespective of the fact that one or more other sections, subsections, clauses or phrases may be declared invalid or unconstitutional.

SEC
TION 7. Effective Date. This Ordinance shall become effective upon the thirtieth (30th) day after final adoption.

SEC
TION 8. Publication. The City Clerk is directed to publish this Ordinance in a manner required by law.

SEC
TION 9. Codification. This Ordinance shall not be codified in the Tracy Municipal Code.
* * * * * * * * * * * * * *
Ordinance _____

Page 4 ends

The f
oregoing Ordinance 2023- was introduced at a regular meeting of the Tracy City Council on the 15th day of August 2023, and finally adopted on the ___ day of _____ 2023, by the following vote:

AYES: CO
UNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

ABSTENTION: COUNCIL MEMBERS:
______________________________

NANCY D. YOUNG
Mayor of the City of Tracy
AT
TEST: ______________________________

ADRIANNE RICHARDSON
City Clerk and Clerk of the Council of the City of Tracy D
ate of Attestation: _______________
E
xhibit 1 – Project Draft EIR
Exhibit 2 – Project Final EIR
Exhibit 3 – EIR Findings of Fact and Statement of Overriding Considerations Exhibit 4 – Mitigation Monitoring and Reporting Program Exhibit 5 – NEI Specific Plan amendment
Exhibit 6 – Petition for Annexation
Tracy Alliance Project
Application Numbers SPA22-0003 and AP20-0003
City Council Public Hearing, August 15, 2023
Project Location
2 Project Summary
• Proposed Industrial Annexation in City’s Sphere of
Infl
uence
, 10 year horizon
• Three owners, totaling 191.18 acres: Alliance Group, Suvi
k Farms, Zuriakat
• If approved, to be annexed and later developed in
phases
• P
lanning Commission recommended approval of
the p
roject on January 25, 2023
3 Phase 1 Draft Site Plan
4 Environmental Review
• EIR found Potentially Significant and Unavoidable
I
mpa
cts:
• Project-level conversion of prime farmland
• C
umulative conversion of prime farmland
• Project-level impact related to implementation of the applicable air quality plan • Pro
ject-level impact related to cumulatively considerable net increase of reactive or
ganic gases and carbon monoxide during construction, and reactive organic gases and oxides of nitrogen during operation
• Project-level impact related to exposing sensitive receptors to substantial pol
lutant concentrations
• Cumulative air quality impact
• Project-level vehicle miles traveled (VMT) impact
• C
umulative VMT impact
5 Environmental Review
• CEQA requires disclosure of potential impacts and
allo
ws for projects to move forward with significant
impacts, as long as appropriate findings are made.
• Findings and Statement of Overriding
Cons
iderations can be found in Attachment F to
staff report
• Mitigations, as outlined in the EIR, will be
com
pleted for various impacts
6 NEI Amendment
• Annexation of the project to the City Limits will also requi
re annexing into the NEI Specific Plan.
• Future development of the project site will be
cons
istent with the regulations in that Specific Plan
• Land Use
• Site Design
• Building Design, Size and He ight
• Landscaping
7 Next Steps
• City Council public hearing and act ion
• EIR certification
• Specific Plan Amendment
• Prezoning
• If Approved:
• Application to LAFCo
• Annexation
• Processing of Development Review Permits
• Processing of Building Permits
8 Tracy Alliance Transportation Analysis
City Council Public Hearing
August 15, 2023
SB 743 VMT Metric
• Residential: > 15% less than average VMT per/capita
• Office: > 15% less than average VMT per/employee
• Retail: Net increase in total VMT for region
• Transportation: Net increase to VMT
• Neither statute or CEQA Guidelines include
thres
holds
Vehicle Miles Traveled
4 3

Project VMT
• City Employment Threshold – 9.4 VM T/Employee
• Project – 16.9 VM T/Employee
• Significant Transportation Impact
• Require Mitigation
• 15% reduction Feasible
• 10% through TDM
• 5% through payment of the VMT Mitigations Banking
Fee P
rogram
12 Fee Based VMT Programs
• Image #2
175k
125k
75k

Transportation Demand Management
Mitigation Measures

1. Communication and I nformation Strategies – 4 % reduction

2. Telecommuting for a dministrative staff (5 % of staff population) – 1 % reduction

3. Designated pa rking spaces for carpool vehicles – 1 % reduction

4. Provide a transit s top along the project frontage on Grant Line Road (if agreed to by the City) – 2 % reduction

5. Provide bike l anes and sidewalks along the project frontage – 1 % reduction

6. Provide on-s ite bike racks and showers – 1 % reduction Total Estimated TDM = 10%
14 How VMT Banking Works
• Image #2

VMT Banking Fee
• Project shall mi tigate the remaining 5% VMT (10% TDM) with VMT Banking Fee • 5% VMT r eduction = 0.845 VMT/Employee
3,354 employees * 0.845 VMT/employee * $633.11/VMT = $1,794,316.04 16 Local Transportation Analysis
Project Trip Generation
17 Land Uses Project Size Daily Total
AM
Peak
Hour
PM
Peak
Hour
Tracy Alliance Parcels Total Trips 1,849.5 ksf 2,611 225 271 Suvik and Zuriakat Parcels Total Trips 1,502.9 ksf 2,104 181 210 TOTAL TRIPS 4,715 406 481
PASSENGER CAR 3,205 281 375
TRUCKS 1,510 125 106
Passenger Car Trip Distribution:

Background Conditions
18 Truck Trip Distribution:

Background Conditions
19 Passenger Car Trip Distribution:

Cumulative Conditions
20 Truck Trip Distribution:

Cumulative Conditions
21 Interim NEI STAA Truck Route & Signs
22 Ultimate NEI Truck Route & Signs
23 Questions
24 August 15, 2023
Agenda Item 3.B

RECOMMENDATION
Staff recommends that City Council review and discuss the Wastewater Master Plan Update.

EXECUTIVE SUMMARY
This is an informational item in which City staff and consultants will provide a summary of the proposed Wastewater Master Plan Update (Update). This Update will update the City’s wa
stewater infrastructure needed to serve new devel opment identified in the City’s General Plan and the growing population of the City.

BACKGROUND AND LEGISLATIVE HISTORY
The City’s existing Wastewater Master Plan (Master Plan) was approved in January 2013. The Master Plan was based on the Cit y’s 2011 General Plan. The City has incorporated m any general plan amendments since the 2011 adoption and has seen a significant increase in residential and commercial development. The changes to t he general plan and increased development has resulted in the need for an update t o all seven of the City’s Master Plans. The General Plan, as amended, i dentifies existing and new areas of development within and around the existing City li mits. It includes areas east of the City, up to Chrisman Road, and west of the City, up to the Altamont Pass south of I-205, as well as the Larch Clover area both north and south of I-205.

ANALYSIS
The Update provides an evaluation of the required backbone wastewater collection system faci
lities required to serve the City’s existing and future needs. The State endured five years of drought starting in 2012, including the driest four consecutive years in California history. These unprece
dented conditions led to State mandated water conservation, significant surface water supply reductions and curtailments and legislation establishing new water ef ficiency standards.

This water conservation also resulted in a reduction in per capita wastewater flow generation for existing and future planned development. Thi s has resulted in a general reduction in t he required wastewater facilities, despite the City’s continued growth.

The Update was recently revised based on flows seen at the w astewater treatment plant during the significant and unprecedented rainfall at the end of 2022. Revisions to the existing and peak wet weather f low (PWWF) were included to account f or t his new information. The presentation (Attachment A) will include a summary of what is included in the Update and will include the following:
• An overvi
ew of our current wastewater system.
• Provide an explanation of the work that was completed for the Update. • Review of the hydraulic model used.
• An explanation of the existing capacity.
• Information on planned future development and how that will affect wastewater flows. • A comparison of existing flows, projected flows in 2040 and projected flows at Build-out of the City of Tracy.

Agenda Item 3.B
August 15, 2023

Page 2 ends

• Wastewat
er Treatment Plant expansion needs for the future.
• Recommended infrastructure to serve future growth.
• The costs associated with the recommended improvements. • Include new gravity sewers, new pumping stations and force mains and future needs for wastewater treatment.

FISCAL IMPACT
There is no fiscal impact associated with the appr oval of the Update. The cost of completion of the Update was funded from program management fees collected through our development impact fee program. The cost of construction of the physical infrastructure listed in the Master Plan and the Update will be funded through development impact fees paid by new developments or wastewater rates collected from existing users, as outlined in the Ma ster Plan.

PUBLIC OUTREACH / INTEREST
A Public Outreach Meeting for the Wastewater Master Plan Update is planned for A ugust 2023.

COORDINATION
The City’s Engineering Division coordinated with our Operations and Utilities Depart ment and Carollo Engineers, Inc. to complete this update.

CEQA DETERMINATION
This is an informational report only and no environmental review is necessary at this time.

STRATEGIC PLAN
This agenda item supports the City of Tracy’s Quality of Life Strategic Priority, which is to
provide an outstanding quality of life by enhancing the City’s amenities, business mix and services and cultivating connections t o promote positive change and progress in our community.

ACTION REQUESTED OF

THE CITY COUNCIL
Staff recommends that City Council review and discuss the Wastewater Master Plan Update.

Prepared by: Veronica
Child, Management Analyst II
Reviewed by: Koosun Kim, PE, City Engineer / Assistant Director of Development Services Sara Cowell, Finance Director
Bijal M. Patel, City Attorney
Karin Schnaider, Assistant City Manager
Approved by: Midori Lichtwardt, Interim City Manager
Agenda Item 3.B
August 15, 2023

Page 3 ends

ATTACHMENTS
Attachment A – PowerPoint Presentation
Attachment B – Wastewater Master Plan Update
Wastewater Master Plan Update
-
City of Tracy
August 15th, 2023
Attachment A
Filename.ppt/2
Agenda
• Existing Wastewater System
• Master Plan Work Plan
• Hydraulic Model
• Existing Capacity Evaluation
• Planned Development and Projected Flows
• Future System Evaluation
• Wastewater Treatment Plant
• Capital Improvement Plan
Filename.ppt/3
Existing Wastewater Collection System
• 210 miles of gravity
sewer
• 4 to 48 inches in
diameter
• 3 Wastewater Lift
Stations
• Serves Existing City
Limits

Filename.ppt/4
Master Plan Evaluation Work Plan
Hydraulic Model Calibration
Evaluation/Capacity Analysis
Proposed Improvements
Capital Improvement Program
Temporary Flow
Monitoring
Hydraulic Model
Construction
Existing and
Future Flow
Allocation
• Establish Existing
Conditions
• Evaluate Planned
Growth
• Determine service
plan
• Develop Costs
Filename.ppt/5
A hydraulic computer model was developed to evaluate
capacity and ability to serve growth
• Calibrated to
Industry Standards
• Temporary Flow
Monitoring
Program
Filename.ppt/6
Evaluation of existing capacity showed good performance • Evaluation criteria was
developed in
coordination with City
staff
• Existing system is
performing well in
terms of hydraulic
capacity
• Deficiencies and
improvements
developed were
evaluated based on risk

Filename.ppt/7
Evaluation of future developments established future conditions

Filename.ppt/8
Wastewater flows include multiple components

Filename.ppt/9
Typical sources of infiltration and inflows

Filename.ppt/10
Existing and future flows in million gallons per day (mgd) Planning Horizon
Average Dry
Weather Flow
(ADWF, mgd)
Peak Wet Weather
Flow
(PWWF, mgd)

PWWF/ADWF
Factor
Existing 7.35 16.95 2.31
2040 12.22 25.35 2.07
Buildout 15.65 30.14 1.93
mgd = million gallons per day
ADWF = average dry weather flow
PWWF = peak wet weather flow
Filename.ppt/11
Future system evaluation
Filename.ppt/12
Wastewater Treatment Plant – Master Plan Phases
Phase 2 Revised
Phase 3
Revised
Phase 4
Phase 2A, 2B
Completed
Phase 2C Designed
-Outfall and
Aeriation Tanks
Under Construction
Required for 2040
Flows
Required for
Buildout Flows
Phase 5
Not required based
on current
projected flows
Filename.ppt/13
Wastewater Treatment Plant Expansion Phase 3
Revised Phase 3 Upgrades
Grit Removal Basin #3
Circular Clarifier #3
Primary Sludge Pump Station #2
Primary Effluent Equalization Tank #2
Aeration Basin #5
Secondary Clarifier #2
New WAS and Mixed Liquor Pump Station
Anaerobic Digester #4
Remove 1975 Trickling Filters
New Centrate Equalization Tank and Pump Station
New Sludge Drying Bed #4
Filename.ppt/14
Wastewater Treatment Plant Expansion Phase 4
Revised Phase 4 Upgrades
Additional Influent Screen and Channel
New Primary Effluent Equalization Pump Station
New Outfall Pipeline
Filename.ppt/15
The capital
improvement
program included
pipelines, pump
stations,
treatment,
rehabilitation and
replacement
costs
Horizon 1
Horizon 2
Horizon 3
Horizon 4
Filename.ppt/16
Capital costs by project type
• “Other Projects” Include
− Treatment Plant
Expa
nsion
− Pipe replacement
− Future studies

Filename.ppt/17
The capital improvement plan costs were allocated to
existing and future users
Reimbursement
Category
Horizon 1
(2022-2026)
(Million $)
Horizon 2
(2027-2030)
(Million $)
Horizon 3
(2031-2040)
(Million $)
Horizon 4
(2041- and
beyond)
(Millon $)
Total
(Million $)
Existing Users $1.2 0.75 $1.6 $1.5 $4.9
Future Users $35 $9.2 $72.0 $81.4 $197.3
Total $36.2 $10.0 $73.3 $82.9 $202.3
Filename.ppt/18
Thank You
City of Tracy
Wastewater Master Plan Update

WASTEWATER MASTER PLAN
FINAL | July 2023
Attachment B

Digitally signed by Timothy J. Loper
Contact Info: Carollo Engineers, Inc.

Date: 2023.07.14 14:01:18-07'00'

City of Tracy
Wastewater Master Plan Update

WASTEWATER MASTER PLAN

FINAL | July 2023

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | i
pw://Carollo/Documents/Client/CA/Tracy/11011A00/Deliverables/CityOfTracy_WMP

Contents
Chapter 1 – Introduction

1.1 Background 1-1

1.2 Wastewater Collection System Overview 1-1

1.3 Study Purpose, Scope, and Authorization 1-1

1.4 Report Organization 1-2

1.5 Acknowledgements 1-2

1.6 Reference Material 1-3
Chapter 2 – Study Area Description

2.1 Study Area 2-1

2.2 Planning Period 2-1

2.3 Climate and Topography 2-1

2.4 Land Use and Future Developments 2-1

2.4.1 Existing Land Use 2-2

2.4.2 Known Development 2-5

2.4.3 Future Development 2-6
Chapter 3 – Planning and Evaluation Criteria

3.1 Collection System Evaluation Criteria 3-1

3.1.1 Manning's Coefficient (n) 3-1

3.1.2 Peak Flow Depth Criteria 3-1

3.1.3 Design Velocities and Minimum Slopes 3-3

3.1.4 Changes in Pipe Diameter 3-3

3.1.5 Lift Station and Force Mains 3-3

3.2 Peak Wet Weather Flow Design Storm 3-3
Chapter 4 – Wastewater Flows

4.1 Wastewater Flow Components 4-1

4.2 Temporary Flow Monitoring Program 4-2

4.2.1 Flow Monitoring Sites and Tributary Areas 4-2

4.2.2 Flowmeter Installation and Flow Calculation 4-9

4.3 Flow Monitoring Program Results 4-9

4.3.1 Dry Weather Flow Data 4-10

4.3.2 Rainfall Data 4-12
CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN iv | JULY 2023 | FINAL

4.3.3 Wet Weather Flow Data 4-12

4.3.4 Inflow and Infiltration Analysis 4-13

4.4 Design Flows 4-14

4.4.1 Wastewater Flow Factors 4-14

4.4.2 Average Dry Weather Flow 4-16

4.4.3 Peak Wet Weather Flow 4-17
Chapter 5 – Collection System Facilities and Hydraulic Model

5.1 Existing Wastewater Collection System 5-1

5.1.1 Pipeline Distribution by Diameter 5-1

5.1.2 Lift Stations 5-1

5.2 Hydraulic Model Development 5-6

5.2.1 Hydraulic Modeling Software 5-6

5.2.2 Data Collection and Validation 5-6

5.2.3 Skeletonizing 5-6

5.2.4 Elements of the Hydraulic Model 5-7

5.2.5 Hydraulic Model Construction 5-8

5.3 Load Allocation 5-11

5.4 Hydraulic Model Calibration 5-11

5.4.1 Wastewater Calibration Standards 5-12

5.4.2 Dry Weather Flow Calibration 5-12

5.4.3 Wet Weather Flow Calibration 5-14
Chapter 6 – System Evaluation and Proposed Improvements

6.1 Wastewater Collection System Analysis 6-1

6.1.1 Gravity System Evaluation 6-1

6. 1.2 Lift Station and Force Main Evaluation 6-6

6.2 Recommended Improvements 6-6

6.2.1 Existing Gravity Main Improvements 6-15

6.2.2 Future Gravity Main Improvements 6-15

6.2.3 Existing Lift Station and Force Main Improvements 6-16

6.2.4 Future Lift Station and Force Main Improvements 6-16

6.2.5 Collection System Expansion to Serve Future Growth 6-16 Chapter 7 – Wastewater Treatment Plant Evaluation and Proposed Grades

7.1 Existing Wastewater Treatment Plant Process Overview 7-1

7.1.1 Liquid Treatment Stream 7-1
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | i
pw://Carollo/Documents/Client/CA/Tracy/11011A00/Deliverables/CityOfTracy_WMP

7.1.2 Solids Treatment 7-2

7.2 Historical Flows and Loads 7-2

7.2.1 Historical Flows 7-2

7.2.2 Historical Loads 7-3

7.3 Projected Flows and Loads 7-4

7.3.1 Projected Flows 7-4

7.3.2 Projected Loads 7-4

7.4 Wastewater Treatment Plant Capacity Analysis 7-5

7.4.1 Outfall Capacity 7-5

7.4.2 Secondary Treatment Capacity 7-5

7.4.3 Overall Facility Capacity 7-6

7.5 Current Treatment Plant Upgrades 7-7

7.6 Planned Treatment Plant Upgrades 7-13

7.7 Summary and Findings 7-15

7.7.1 Current Capacity 7-15

7.7.2 Future Capacity 7-16

7.7.3 Wastewater Treatment Plant Expansion Areas 7-16
Chapter 8 – Capital Improvement Plan

8.1 Project Prioritization 8-1

8.2 Capital Improvement Project Costs 8-1

8.3 Cost Estimating Accuracy 8-1

8.4 Construction Unit Costs 8-2

8.4.1 Pipeline Unit Costs 8-2

8.4.2 Lift Station Unit Costs 8-2

8.5 Project Costs and Contingencies 8-2

8.5.1 Baseline Construction Costs 8-3

8.5.2 Capital Improvement Cost 8-3

8.6 Capital Improvement Program Implementation 8-3

8.7 Existing Versus Future User Cost Share 8-8

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | iv

Appendices

Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Land Use with TAZ Estimates
V&A Sewer Flow Monitoring Study
Dry Weather Flow Calibration Sheets
Wet Weather Flow Calibration Sheets
Wastewater Improvement Detail Sheets
Wastewater Treatment Plant Expansion Areas

Tables

Table 2.1 Study Area Climate 2-1
Table 2.2 Existing Land Use 2-2
Table 2.3 Known Development 2-5
Table 3.1 Wastewater System Evaluation Criteria 3-2
Table 4.1 Flow Monitoring Locations 4-6
Table 4.2 Dry Weather Flow Summary 4-11
Table 4.3 Peak Measured Flows During the Flow Monitoring Program 4-11 Table 4.4 Flow Monitoring Basin Peak I/I Rates 4-14
Table 4.5 Wastewater Flow Factors 4-15
Table 4.6 Known Development Flows 4-16
Table 4.7 Existing and Projected ADWF Summary 4-17
Table 4.8 Historical Data of Flow and Rainfall Characteristics 4-18 Table 4.9 Projected PWWF Summary 4-18
Table 5.1 Total System Pipeline Diameter Overview 5-5
Table 5.2 Lift Station Information 5-6
Table 6.1 Lift Station Capacity Evaluation 6-6
Table 6.2 Force Main Capacity Evaluation 6-6
Table 7.1 Projected Flows for the City WWTP 7-4
Table 7.2 Projected Populations for the City 7-4
Table 7.3 Unit Loading Rates from 2019 Facility Plan 7-4 Table 7.4 Contaminant Loading Projections for the City 7-4 Table 7.5 Phase 1 and 2 Treatment Plant Upgrades 7-9
Table 7.6 Proposed Phase 3 Upgrades 7-13
CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN v | JULY 2023 | FINAL
Table 7.7 Proposed Phase 4 Upgrades 7-14
Table 7.8 Proposed Phase 5 Upgrades 7-14
Table 7.9 Revised Phase 3 Proposed Upgrades 7-15
Table 7.10 Revised Phase 4 Proposed Upgrades 7-15
Table 8.1 Gravity Pipeline Unit Construction Costs 8-2
Table 8.2 Collection System Capital Improvement Plan 8-5 Table 8.3 CIP Cost by Project Type and Phase 8-7
Table 8.4 CIP Cost by Reimbursement Category 8-8
Table 8.5 CIP Cost by Project Type and Reimbursement Category 8-8 Figures
Figure 1.1 Regional Location Map 1-5
Figure 2.1 General Plan Land Use 2-3
Figure 2.2 Known Development 2-7
Figure 3.1 10-Year , 24-Hou r Design Storm 3-4
Figure 4.1 Typical Wastewater Flow Components 4-3
Figure 4.2 Typical Sources of Infiltration and Inflow 4-4 Figure 4.3 Typical Effects of Infiltration and Inflow 4-5 Figure 4.4 Temporary Flow Monitoring Locations 4-7
Figure 4.5 Temporary Flow Monitoring Schematic 4-9
Figure 4.6 Typ ical Dry Weather Flow Variation (Site TC-05) 4-10 Figure 4.7 Exa mple Wet Weather Response (TC-08) 4-13
Figure 5.1 Wastewater Collection System 5-3
Figure 5.2 Existing System Schematic 5-5
Figure 5.3 Modeled Collection System 5-9
Figure 5.4 Exa mple Weekday and Weekend ADWF Diurnal Patterns (TC-09) 5-13 Figure 5.5 Exa mple of Dry Weather Calibration (TC-09) 5-14 Figure 5.6 Example RDII Unit Hydrograph 5-16
Figure 5.7 Exa mple WWF Calibration Sheet (Site TC-08) 5-17 Figure 6.1 Sample Illustration of Backwater Effects in a Sewer 6-2 Figure 6.2 Existing Capacity Deficiencies 6-3
Figure 6.3 Future Capacity Deficiencies 6-7
Figure 6.4 Existing System Improvements 6-9

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | vi

Figure 6.5 2040 System Improvements 6-11
Figure 6.6 Build Out System Improvements 6-13
Figure 7.1 Historical Influent Flow to the City WWTP 7-3 Figure 7.2 Historical BOD, TSS, and NH3 Loading to the City WWTP 7-3 Figure 7.3 Outfall Capacity Compared to Projected Flows 7-5 Figure 7.4 Secondary Treatment Flow Capacity Compared to Projected Flows 7-6 Figure 7.5 Secondary Treatment Load Capacity Compared to Projected BOD, TSS, and NH3 Loads

7-6
Figure 7.6 Hydraulic Capacity of Each Treatment Process Compared to Projected Flows

7-7
Figure 8.1 Project Cost Summary by Type 8-7
CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN vii | JULY 2023 | FINAL

Abbreviations
AACE Association for the Advancement of Cost Engineering AAF average annual flow
AC acre
ADWF average dry weather flow
BOD biochemical oxygen demand
BWF base wastewater flow
Carollo Carollo Engineers
CEQA California Environmental Quality Act
CIMIS California Irrigation Management Information System CIP capital improvement program
City City of Tracy
CST Combined Solar Technologies
d depth of flow
D diameter
d/D depth/diameter ratios
DAFT dissolved air floatation thickening
DO dissolved oxygen
du dwelling unit
DWF dry weather flow
EDU equivalent dwelling unit
EIR environmental impact report
ENR CCI Engineering News Record Construction Cost Index EPA Environmental Protection Agency
ETo evapotranspiration
F Fahrenheit
ft/s feet per second
GIS geographic information system
gpd/ac gallons per day per acre
gpd/du gallons per day per dwelling unit
GWI groundwater infiltration
I/I infiltration/inflow
Master Plan wastewater master plan update
mgd million gallons per day
MLSS mixed liquor suspended solids
n Manning's coefficient
NH3 ammonia
NPDES National Pollutant Discharge Elimination System
NRCS Natural Resources Conservation Service

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN viii | JULY 2023 | FINAL

PHF peak hour dry weather flow
ppd pounds per day
PWWF peak wet weather flow
RAS return activated sludge
RDI rain-dependent infiltration
RDII rain derived infiltration and inflow
ROW right-of-way
SOI sphere of influence
SSO sanitary sewer overflows
SWMM storm water management model
TSS total suspended solids
V&A V&A Consulting Engineers
WaPUG wastewater planning users guide
WAS waste activated sludge
WWF wet weather flow
WWTP wastewater treatment plant
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 1-1

Chapter 1

INTRODUCTION
This chapter presents a brief summary of the City of Tracy's (City's) need for the Wastewater Master Plan Update (Master Plan), the objectives of the Master Plan, and a description and organization of the seven chapters that cover the wastewater collection system in Tracy.

1.1 Background
The City is located in the southwestern portion of San Joaquin County in California in a geographic triangle formed by Interstate 205 to the north, Interstate 5 to the east, and Interstate 580 to the southwest. Figure 1.1 presents a location map of the City.

The City initially grew rapidly and prospered as an agricultural area. In the 1980's more rapid growth occurred as a result of people migrating out of the Bay Area in search of more affordable living. Today, the City continues to prosper as an agricultural area.

The City, incorporated in 1910, provides water, sewer and storm drainage services to its residents. The City owns and operates its own water and wastewater treatment plants.

1.2 Wastewater Collection System Overview
The City provides wastewater service to approximately 83,000 residents, industrial and commercial customers. The wastewater collection system includes approximately 210 miles of active gravity sewer lines, ranging from 4 to 48 inches in diameter, 3 lift stations and associated force mains. Wastewater generated in the sewer service area is conveyed to the wastewater treatment plant (WWTP).

1.3 Study Purpose, Scope, and Authorization
The purpose of this Master Plan is to update the 2012 Master Plan and to identify existing and future capacity deficiencies in the wastewater system, and to develop and prioritize a capital improvement program (CIP) to correct these deficiencies.

In February 2018, the City approved a professional services agreement with Carollo Engineers (Carollo) to prepare this Wastewater System Master Plan Update. The professional services agreement includes the following main tasks:
• Task 1 – Project Management and Meetings.
• Task 2 – Master Planning.
• Task
3 – Funding Assistance.
• Task 4 – Technical Support to the City's Environmental Impact Report (EIR) Consultant. • Task 5 – Tracy Gateway Sewer Generation and Conveyance Planning. • Task 6 – South Schulte Sewer Generation and Conveyance Planning. • Task 7 – City Standards Review.

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 1-2 | JULY 2023 | FINAL

1.4 Report Organization
The Master Plan contains eight 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 zoning classifications and future development of the study area. • Chapter 3 – Planning and Evaluation Criteria. This chapter presents the planning criteria and methodologies for the analysis used to evaluate the City's existing wastewater collection system and associated facilities, which are utilized to identify existing system deficiencies and to size future improvements. The planning criteria address the collection system capacity, acceptable gravity sewer pipe slopes, and maximum allowable depth of flow, design velocities, and changes in pipe size. This chapter also summarizes existing (2019), interim (2040), and future buildout design flows.
• Chapter 4 – Wastewater Flows. This chapter summarizes the existing and projected wastewater flows for the City's wastewater collection system. Flow data obtained as part of the temporary flow monitoring program are also presented. • Chapter 5 – Wastewater Collection System Facilities and Hydraulic Model. This chapter discusses the wastewater collection system hydraulic model, including modeling software, model elements and the model creation process. • Chapter 6 – System Evaluation and Proposed Improvements. This chapter discusses the hydraulic evaluation of the wastewater collection system and the proposed projects that correct capacity deficiencies and serve future users. • Chapter 7 – Wastewater Treatment Plant Evaluation and Proposed Upgrades. This chapter discusses the treatment plant overview and its projected flows and loads. This chapter also discusses the treatment plant evaluation and proposed upgrades. • Chapter 8 – Capital Improvement Program. This chapter presents the capital improvement projects, a summary of the capital costs, and a basic assessment of the possible financial impacts.

1.5 Acknowledgements
We would like to thank the following City staff for their assistance and oversight of this project:
• Paul V erma – Project Manager.
• Robert Armijo – City Engineer.

The following Carollo staff members were principally involved in this project:
• Tim Loper – Project Manager.
• Ryan Orgill – Project Engineer.
• Grace Mitzel – Engineer.
• Kevin Christensen – Graphics.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 1-3

1.6 Reference Material
The following documents were referenced in the preparation of this Master Plan:
• City of Tracy Wastewater Master Plan, December 2012.
• City of Tracy General Plan, 2011.
• City of Tracy Housing Element.
• City of Tracy Sewer Design Standards.

Legend
County Boundary

City of Tracy
Neighboring Cities
Railroads
Streets

Waterbody
River/Stream
O Miles
0 1 2
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

City of Stockton
City of Lathrop
City of Manteca
City of Rippon
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

T120

CD205

·|}þ5

CD580

Last Revised: August 04, 2022 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\RegionalLocationMap.mxd Figure 1.1 Regional Location Map
City of Tracy

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Chapter 2

STUDY AREA DESCRIPTION
This chapter outlines the planning area for the wastewater collection system, defines land use classifications and described planned development within the City's service area. The planning assumptions described in this chapter form the basis for the wastewater flow projections included in Chapter 4.

2.1 Study Area
The City's study area consists of two boundaries which are identified in the General Plan. These boundaries are the City limits and sphere of influence (SOI). The City provides wastewater collection service to residents, businesses, industrial, and other institutions within City limits.

Figure 2.1 shows the City's existing and future boundaries.

2.2 Planning Period
This Master Plan is intended to serve as a guiding document for the planning and implementation of system improvements to accommodate future growth for the planning years of 2040 and buildout.

2.3 Climate and Topography
Table 2.1 summarizes the study areas climate. As shown, the City's climate is characterized by hot dry summers and mild winters with an average annual rainfall of approximately 12.03 inches.

Approximately 80 percent of the average annual precipitation occurs between November and March. The City's elevation ranges from approximately 9 feet above sea level in the northwestern portion of the City to approximately 259 feet above sea level in the southern portion of the City.

2.4 Land Use and Future Developments
Land use information is an integral component in determining the wastewater generation within a given service area. The type of land use in an area will affect the volume and character of the wastewater generation. Adequately estimating wastewater flow from various land use types is important in sizing and maintaining effective system facilities.

Table 2.1 Study Area Climate

Month
Average Temperature(1) (degrees F) Monthly Average
ETo(2)
Average Total
Precipitation(1)
Minimum Maximum (inches) (inches)
January 38.3 54.8 1.84 2.54
February 41.9 6 1.2 1.83 2.13
March 44.7 66.4 3.34 1.57
April 47.8 72.2 5.55 0.83

FINAL | JULY 2023 | 2-1

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 2-2 | JULY 2023 | FINAL

Month
Average Temperature(1) (degrees F) Monthly Average
ETo(2)
Average Total
Precipitation(1)
Minimum Maximum (inches) (inches)
May 53.4 79.7 6.35 0.40
June 57 .8 87.2 8.91 0.13
July 60.5 92.6 9.01 0.03
August 60.4 91.9 7.44 0.06
September 58.3 87.7 5.80 0.23
October 52.3 78.3 4.10 0.65
November 44.2 64.7 2.08 1.56
December 38.6 55.2 2.02 1.91
Average or Total 49.9 74.3 58.27 12.03
Abbreviations: ETo - evapotranspiration; F - Fahrenheit.

Notes:
(1) Source: Western Regional Climate Center Tracy Pumping Plant (049001). Represents monthly average from February 1955 to June 2016.
(2) Source: California Irrigation Management Information System (CIMIS) Station 249 Ripon. Represents monthly average ETo from June 2018 to May 219.

2.4.1 Existing Land Use
Figure 2.1 shows the City's existing land use within the City's service area. Table 2.2 provides a summary, by land use, of the amount of developed and developable land within the study area.

Table 2.2 Existing Land Use

Land Use Type Developed Area (acres [ac]) Developable Area (ac)(1) Residential Very Low 76 0
Residential Lo w 2,817 33
Residential Medium 792 31
Residential High 158 66
Commercial 501 80
Industrial 1,828 250
Downtown 111 3
Public Facilities 665 0
Park 227 26
Aggregate 2 0
Total 7,176 488
Notes:
(1) Acreages do not include Known Development.

As shown in Table 2.2, there are approximately 7,176 acres of developed land within the City limits (excluding right-of-way such as streets, highways, and railroads). Of the 7,176 developed acres, 3,842 ac (54 percent) are classified as residential, 2,329 ac (32 percent) are classified as commercial/industrial, and the remaining 1,005 (14 percent) are associated with downtown, public facilities, park, or aggregate.

KOSTER RD

LINNE RD

DURHAM FERRY RD
Legend

Railroads
City Limits
Sphere of Influence
Parcels
Streets
Waterbody
River/Stream
General Plan Land Use
Agriculture
Residential Very Low
Residential Low
Residential Medium
Residential High
Office
Commercial
Downtown
Public Facilities
Industrial
Open Space
Park
Right of Way

Urban Reserve
0 Aggregate
O
Miles

0.5 1
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

CABE RD

HOOD WY
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

SUGAR RD

MIDDLE RD

LARCH RD

ARBOR AV
CD205

CD205

·|}þ5

VALPICO RD

CD580

LEHMAN RD

Last Revised: August 04, 2022 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\GeneralPlanLandUse.mxd Figure 2.1 General Plan Land Use

SCHULTE RD
K

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD

TRACY BL

MAC ARTHUR DR SPUR LINE RR

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

2.4.2 Known Development
The City has plans for development of new residential, industrial, commercial, and institutional areas through 2040 and buildout. As shown in Table 2.3 and on Figure 2.2, the City currently has twenty six planned developments. Projected acreages were provided by the City for each of these development areas. The City also provided a timeline of when these developments would come online (either by 2040 or sometime between 2040 and buildout). The City also provided infill data on which developments would be built by 2040 and buildout. Appendix A shows the known development and infill data provided by the City.

Table 2.3 Known Development

Planning Area Name Total Area (ac)
UR 5 (Bright) (1) 170
UR 7 ( Bright/Castro) (2) 112
Rocking Horse (3) 58
Tracy Village (4) 135
UR1 (5) 780
Ellis (6) 321
Ellis DA additional RGAs (7) --
Avenues (8) 96
UR10 (9) 116
Tracy Hills (10) 2,732
Gateway (11) 535
UR6 (Cordes Ranch) (12) 1,730
UR4 (Bright Triangle) (13) 190
UR3 (Catellus) (14) 700
I-205 Expansion (15) 172
West Side Industrial (16) 487
East Side Industrial (17) 370
Larch Clover (18) 442
Chrisman Road (19) 116
Rocha (20) 91
Berg/Byron remainder (21) 56
Berg Road Subdivision (22) 10
SWC Valpico and Coral Hollow (23) 65
Kagehiro (24) 47
Dobler/Maibes (25) 23
Holly Sugar Industrial (26) 160
Northeast Industrial Area 906
I-205 Specific Plan 620

FINAL | JULY 2023 | 2-5

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 2-6 | JULY 2023 | FINAL

2.4.3 Future Development
Future land use includes the development of vacant or underdeveloped areas not defined as known development. This includes growth outside of the current City limits and encompassed by the planning area. It is assumed that development and redevelopment will occur according to the land use designations as depicted on Figure 2.1.

Build-out is defined as development of all land including the planning area of the City. At build-out, the service area will encompass approximately 41.9 square miles.

V
KOSTE

LEHMAN RD

BIRD RD

DURHAM FERRY RD
Legend
Future Flow Allocation

Modeled Pipelines
Railroads
City Limits
Parcels
Streets
Waterbody
0 River/Stream
O
Miles

0.5 1
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Known Developments
UR 5 Bright (1) Gateway (11) Rocha (20)
UR 7 Bright/Castro (2) UR 6 Cordes Ranch (12) Berg/Byron Remainder (21) Rocking Horse (3) UR 4 Bright Triangle (13) SWC Valipico & Corral Hollow (23) Tracy Village (4) UR Catellus (14) Kagehiro (24)
UR 1 (5) 1-205 Expansion (15) Doblen Maibes (25)
Ellis (6) West Side Industrial (16) Holly Sugar Industrial (26) Avenues (8) East Side Industrial (17) Berg Road Subdivision UR 10 (9) Larch-Clover (18) I-205 Specific Plan
Tracy Hills (10) Chrisman Road (19) Northeast Industrial Area 18''
8''
15''
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

MIDDLE RD

1-205
Expansion
(15)

I-205

Larch-Clover
(18)

LARCH RD

12''

12''
Holly Sugar
SUGAR RD Industrial
(26)

10''

ARBOR AV
East
Side Industrial (17)

15''

Northeast

East Side
Industrial (17)

CD205

UR Catellus
(14)
Doblen
Maibes
(25)

UR 4 Bright
Triangle (13)

I-205

Berg/Byron
Remainder (21)
15'' 12''

2''

12''

0''

10''

8''
12''
''

Industrial
Area

Chrisman
Road (19)

UR 6 Cordes
Ranch

Gateway (11)
UR 5
Bright
(1)
18''

UR 7
(12) Bright/Castro

West Side
Industrial
(16)

West Side
Industrial (16)
UR 5
Bright (1)

rocking
Horse (3)
(2)

10''

21''

10''
1 1

12''

Rocha
(20)

UR 1 (5)

·|}þ5
SWC Valipico &
Corral Hollow (23)

VALPICO RD

Avenues (8)

12''

12''
Kagehiro
(24)

Tracy
Village
(4)

'
10''

Ellis (6)

UR 10 (9)

LINNE RD

CD580

Tracy
Hills
(10)

Last Revised: September 02, 2022 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\KnownDevelopment.mxd Figure 2.2 Known Development

CABE RD
18'' 12''
30''
12''
5''

HOOD WY

SCHULTE RD
10''
15''
''
12 K
21''

REEVE RD

SAN JOSE RD
LAMMERS RD 24'' 30

NAGLEE RD
20'' 24'' 10'' 18'' 24'' 21'' 30'' 12''
15'' 18'' 18''
12'' 10'' 0'' 1 15'' 10'' 15'' 12''
' 10'' 18'' 10''
TRACY BL 12''
12''
12''
7'' 15''
''
15'' 18'' 18''
10'' 12'' 12''
MAC ARTHUR DR 21'' SPUR LINE RR
10'' 18''
15''
12'' 15''

LAUREL AV

CHRISMAN RD

BANTA RD

E MANCU
RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 3-1

Chapter 3

PLANNING AND EVALUATION CRITERIA
This chapter presents the planning criteria and methodologies for the analysis used to evaluate the City's existing wastewater collection system and associated facilities. The planning criteria is utilized to identify existing system deficiencies, and to size future improvements. The planning criteria address the collection system capacity, acceptable gravity sewer pipeline slopes, maximum allowable depth of flow, design velocities, and changes in pipe size.

3.1 Collection System Evaluation 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 address the collection system capacity, gravity sewer pipes 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 3.1.

3.1.1 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 adjusted during calibration. The evaluation of all proposed pipelines used a Manning's "n" factor of 0.013.

3.1.2 Peak Flow Depth Criteria
The primary criterion used to identify pipeline capacity deficiencies or to size new sewer improvements is the maximum flow depth-to-pipe diameter ratio (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 criteria 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. For the City, existing pipelines were flagged based on the maximum flow depth criteria listed in CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 3-2 | JULY 2023 | FINAL

Table 3.1. As shown in Table 3.1, the maximum allowable flow depth varied depending on flow condition:
- Peak hour dry weather flow (PHF): under dry weather flow conditions, the maximum allowable flow d/D ratio is 0.75 for all pipelines. - Peak wet weather flow (PWWF): under PWWF conditions, flow depths are allowed to exceed the maximum d/D ratio established for dry weather conditions. The maximum d/D ratio is 0.90 for all pipelines.
• Flow depth criteria 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. For pipelines 12 inches in diameter and smaller, the maximum d/D value is 0.67. For pipelines 15 inches and larger, the maximum d/D is 0.75.

Table 3.1 Wastewater System Evaluation Criteria

Minimum Slopes for New Circular Pipes
Pipe Size (inches) Minimum Slope (foot/foot)(1)
6 0.0049
8 0.0033
10 0.0025
12 0.002
15 0.0015
18 0.0012
21 0.0009
24 0.0008
27 0.0007
30 0.0006
36 0.0005
Flow Depth, d/D
Maximum Flow Depth for Existing Sewer
Pipe Diameter Maximum d/D Ratio
Maximum Flow Depth for Future Sewers
12 inches and Smaller 0.67
Larger than 12 inches 0.75
Head Loss in Pipelines
Gravity Pipeline Manning's n = 0.013
Pressure Pipelines Hazen William's C = 120
All Pipe Sizes 0.75 (PHF), 0.90 (PWWF)

Pipe Diameter Maximum d/D Ratio

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 3-3

Maximum Velocity 8 ft/s
Lift Station Capacity Firm Capacity under PWWF(3)(4)
Note:
(1) Minimum Slope values are based on pipeline flowing half full at 2 ft/s. (2) Firm capacity represents the lift stations capacity with the largest pump out of service.

3.1.3 Design Velocities and Minimum Slopes
In order to minimize the settlement of sewage solids, it is standard practice in the design of gravity sewers to specify a minimum velocity of 2 ft/s be maintained when the pipeline is half- full. At this velocity, the sewer flow will provide self-cleaning of the pipe. Table 3.1 lists the recommended minimum slopes, which were calculated to maintain a minimum velocity of 2 ft/s when flowing half full or at the maximum d/D ratio, whichever is more conservative.

3.1.4 Changes in Pipe Diameter
When a smaller sewer joins a larger pipe, 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.

3.1.5 Lift Station and Force Mains
Industry standard practice is to require that sewage lift stations have sufficient capacity to pump the peak flow with the largest pump out of service (firm capacity).

Force main piping should be sized to provide a minimum velocity of 3 ft/s at the design flow rate of the lift station and no more than 7 ft/s. For the determination of head loss, the Hazen Williams Equation is used with a C-factor of 120. These factors are typical for sewer system master planning purposes.

3.2 Peak Wet Weather Flow Design Storm
Design storms are rainfall events used to analyze the performance of a collection system under extreme wet weather events. The City's design storm was routed through the collection system model to determine PWWFs. The first step in the development of the design storm is to define its recurrence interval and rainfall duration. The recurrence interval is based on the probability that a given rainfall event will occur or be exceeded in any given year. For example, a "100-year storm" means there is a 1 in 100 chance that a storm as large as or larger than this event will occur at a specific location in any year.

Duration is the length of time in which the rainfall occurs. It is industry standard to use the 10-year, 24-hour design storm for analyzing wastewater collection system performance during PWWF conditions. The 10-year, 24-hour design storm volume for the City is 1.79 inches, as document by National Oceanic and Atmospheric Administration Atlas 14.

Once the design storm recurrence interval, duration, and associated rainfall volume have been dete
rmined, the next step in defining the design storm is to distribute the total rainfall over the duration of the storm. The Natural Resources Conservation Service (NRCS) Type 1 rainfall distribution was used. Figure 3.1 shows the 10-year, 24-hour design storm. 3 feet per second (ft/s) Minimum Velocity
Lift Stations and Force Mains
CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 3-4 | JULY 2023 | FINAL

0.5 0.45

0.4 0.35

0.3 0.25

0.2 0.15

0.1 0.05

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hour

Figure 3.1 10-Year, 24-Hour Design Storm

0.47 in/hr
Intensity (in/hr)
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-1

Chapter 4

WASTEWATER FLOWS
This chapter summarizes the existing and projected wastewater flows for the City's collection system. Flow data obtained as part of the temporary flow monitoring program is also presented.

4.1 Wastewater Flow Components
This section describes and provides definitions of commonly used terminology in the sewer collection system analysis and evaluations conducted as part of this project. Wastewater flows vary according to the season. Dry weather flow (DWF) or base flow is flow generated by routine water usage in the residential, commercial, and industrial sectors of the collection system.

Another component of DWF is the contribution of dry weather groundwater infiltration (GWI) into the collection system. Dry weather GWI will enter the sewer system when the relative depth of the groundwater table is higher than the depth of the pipeline and when the susceptibility of the sanitary sewer pipe allows infiltration through defects such as cracks, misaligned joints, and broken pipelines. Figure 4.1 illustrates the various flow components of wastewater in general, which are described in detail in the following sections.

Wet weather flow (WWF) includes storm water inflow, trench infiltration, and GWI. The storm water inflow and trench 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 (BWF). The BWF is the flow 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 patterns, though they vary depending on the type of use, typically have more consistent higher flows during business hours and lower flows at night. Furthermore, the diurnal flow pattern experienced during a weekend may vary from the diurnal flow experienced during a weekday.
• Average annual flow (AAF). 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 (ADWF). The ADWF is the average flow that occurs on a daily basis during the dry weather season. The ADWF includes the BWF generated by the City's residential, commercial, and industrial users, plus the dry weather GWI component.
• PWWF. PWWF is the highest observed flow that occurs following a design storm event.

Wet weather I/I causes flows in the collection system to increase. PWWF is typically used for designing sewers, lift stations, and some unit processes in a treatment plant.

Therefore, the PWWF and the "Design Flow" are synonymous and will be used interchangeably throughout this report.
• GWI. GWI is the result of extraneous water entering the sewer system through defects in pipes and manholes. GWI is related to the condition of the sewer pipes, manholes, and CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 4-2 | JULY 2023 | FINAL

groundwater levels. GWI may occur throughout the year, although rates are typically higher in the late winter and early spring. Dry weather GWI (or base infiltration) cannot easily be separated from BWF by flow measurement techniques. Therefore, dry weather GWI is typically grouped with BWF.
• Rain derived infiltration and inflow (RDII). Infiltration is defined as storm water flows that enter the sewer system by percolating through the soil and then through defects in pipelines, manholes, and joints. Examples of infiltration entry points are cracks in pipelines, misaligned joints, and root penetration. Inflow is defined as storm water that enters the sewer system via storm drain cross connections, leaky manhole covers, or cleanouts. Examples of inflow entry points are roof drain and downspout connections, leaky manhole covers, and illegal storm drain connections. Some of the most common sources of I/I are shown on Figure 4.2 The adverse effects of I/I entering the sewer system is that it increases both the flow volume and peak flows, as illustrated on Figure 4.3.

4.2 Temporary Flow Monitoring Program
Carollo contracted with V&A Consulting Engineers (V&A) to conduct a temporary flow monitoring program within the City's sanitary sewer collection system. V&A provided site reports for all of the flow monitoring locations, which is included in Appendix B. Flow monitoring was performed over a 1-month period from February 27, 2018 to March 29, 2018 at 16 flow monitoring sites.

The temporary flow monitoring program helped develop design flow criteria and correlate actual collection system flows to the hydraulic model predicted flows. Flow monitoring data was used to calibrate the collection system hydraulic model for dry weather and wet weather flow and to help to identify areas of the system with the highest rates of I/I.

4.2.1 Flow Monitoring Sites and Tributary Areas
A total of 15 flowmeters were used at 16 open channel sites during the temporary flow monitoring program. One meter was moved from Site 16 to Site 7 approximately halfway through the 1-month period. Additionally, flow monitoring data for Site 3 was only collected from March 13 to March 29, 2018.The flowmeter sites were selected to best isolate and model the critical areas and subareas within the City's wastewater collection system. The flow monitoring sites are listed in Table 4.1 and shown on Figure 4.4. Figure 4.5 provides a schematic illustration of the flow monitoring locations.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-3

Figure 4.1 Typical Wastewater Flow Components

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN

Figure 4.2 Typical Sources of Infiltration and Inflow

4-4 | JULY 2023 | FINAL

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-5

Figure 4.3 Typical Effects of Infiltration and Inflow

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 4-6 | JULY 2023 | FINAL

Table 4.1 Flow Monitoring Locations

Meter
Name
Measured
Diameter Location
TC-01 24.5 Intersection of Larch Road and Spurline Railroad TC-02 29.75 E Grant Line Road, between Colony Drive and Entrada Way TC-03 24 MacArthur Drive, north of I205 Freeway
TC-04 15 Tracy Boulevard, north of I205 Freeway (east pipeline) TC-05 24 Tracy Boulevard, north of I205 Freeway (west pipeline) TC-06 29.25 North of West Valley Mall
TC-07(2) 20.25 South of intersection of Byron Road and Von Sosten Road TC-08 18 Holly Drive., south of E Grant Line Road
TC-09 18 Summer Gate Drive and Westbury Court
TC-10 24 Corral Hollow Road between 11th Street and Krohn Road TC-11 15 Sycamore Park Drive and Sienna Park Drive
TC-12 20.75 Leamon Street and Avila Street
TC-13 18 Along UPRR, east of MacArthur Drive
TC-14 18 East of Cairo Court and De bord Drive
TC-15 21.5 Corral Hollow Road and Alegre Drive
TC-16(2) 12 Bessie Avenue and 23rd Street
Notes:
(1) Source: V&A 2018 Sewer Flow Monitoring and Inflow/Infiltration Study. (2) Meter moved from Site 16 to Site 7 on 3/13/2018.

MANC 5
!"#5
D L
M S
W

LINCOLN BL
18''
10'' 15'' 12''
10''
EAST

15''

LEHMAN RD

BETHANY RD

MIDDLE RD

SUGAR RD

ARBOR AV
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Legend
Õ Rain Gauge
Flow Meter
Pipeline by Diameter
8 inches

TC-06

10''

12'' TC-04 LARCH RD 12''
TC-05
27''

TC-01

TC-03

PESCADERO AV

15''
#!"205
10 - 15 inches

18 - 27 inches
30 inches and greater
Unknown

15''

18''
RG North
12'' TC-09 18'' 15'' TC-08

24'' TC-02

GRANT LINE RD

Waterbody

PROM

TC-07
"#!205

18''

TC-15 TC-16

12''

TC-10

10''

TC-12

18''

TC-13

PARADISE DR

LOVELY RD

0 River/Stream
City Limits
Railroads
Streets
Parcels
O

0.5 Miles
1 HOPKINS RD
10''

GOLDEN LEAF LN
12''

TC-11

IAB
T O

SCHULTE RD
Data Sources: City of Tracy, ESRI,
USGS
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

"#!580

VALPICO RD

10''
E

12''

TC-14

RG South

10''

BATES RD

OKVIE

LINNE RD

Last Revised: August 04, 2022 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\TempFlowMonitoringLocation.mxd Figure 4.4 Temporary Flow Monitoring Locations

HOOD WY

CABE RD

HERITAGE DR
M
Y
ONTORY
N
O
O
A
ST
I
P

MOUNTAIN HOUSE PK STERLING DR

HANSEN RD

GRUNAUER RD REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD
10''
18'' 24'' 18'' 21'' CORRAL HOLLOW RD
HICKOR
10'' 15'' 10'' 15'' 10'' 12''
12'' 15''
10''
12'' PARKER AV 12''
18'' 18'' HOLLY DR
12'' BALBO
12''
24''
MAC ARTHUR DR 10'' 24'' 10'' 24''
21'' 12'' 18''
18'' 15'' 15''

FAIROAKS RD
12'' 15''

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-9

Figure 4.5 Temporary Flow Monitoring Schematic

4.2.2 Flowmeter Installation and Flow Calculation
V&A reviewed the hydraulics of the selected flow monitoring locations to select the optimal flow monitoring technology.

In order to ensure that each meter was accurate and calibrated, manual level and velocity measurements were taken by V&A when each meter was installed and again when they were removed. These manual measurements were compared to simultaneous level and velocity readings from the flowmeters. The pipe diameter was also verified, because the pipe diameter is needed to calculate flow rate in a pipe based on the velocity and level measurements. In addition, the depth of sediment, if any, was measured as this affects the cross sectional area of flow within a pipe. V&A conducted an analysis of the data retrieved from each flowmeter, and made adjustments as needed for calibration based on the field measurements, and to account for any sediment build up. Flow data was collected in 15-minute intervals throughout the flow monitoring period. The flow at each meter was then calculated at 15-minute intervals based on the continuity equation:

Q = V x A, where:

Q = Pipeline flow rate, cfs.

V = Average velocity, ft/sec.

A = Cross sectional flow area, ft

2. 4.3 Flow Monitoring Program Results
This section summarizes the results of the flow monitoring program, including DWF data, rainfall data, and WWF data.

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4.3.1 Dry Weather Flow Data
During the flow monitoring period, flow, depth, and velocity data were collected at each meter at 15-minute intervals. Carollo aggregated the 15-minute data to hourly data for use in the hydraulic model. 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 dry weather flows during the flow monitoring period. For this flow monitoring program, V&A developed four ADWF curved for each site location (Monday through Thursday, Friday, Saturday, and Sunday). Hourly patterns were separated this way to better understand how the dry weather flows vary day to day as flows often differ on Friday evenings compared to Monday through Thursday. Similarly, Saturday and Sunday flow patterns were unique during the evening. V&A used the data from days least affected by rainfall to estimate the weekday and weekend ADWF. For sites TC-06 and TC-07, the Monday flow pattern was significantly different from the Tuesday through Friday flow pattern. Therefore, a special Monday average flow condition curve was created for these two sites.

Figure 4.6 illustrates a typical variation of Monday through Thursday, Friday, Saturday, and Sunday flows in the City's collection system, which is based on the data collection from flowmeter Site TC-05. Similar graphics associated with the remaining sites are included in Appendix B. In addition, V&A provided estimates for the average weekday and weekend levels and velocities at each site, which are used for dry weather calibration. Table 4.2 summarizes the dry weather flows at each meter.

4.5 4.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0
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 Hour

Figure 4.6 Typical Dry Weather Flow Variation (Site TC-05)

Mon-Thu
Friday
Saturday
Sunday
Flow (mgd)
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-11

Table 4.2 Dry Weather Flow Summary

Meter
Site(1)
Monday-Thursday
ADWF (mgd)
Friday
ADWF (mgd)
Saturday
ADWF (mgd)
Sunday
ADWF (mgd)
Overall
ADWF (mgd)
TC-01 1.63 1.53 1.64 1.65 1.62
TC-02 1.11 1.08 1.11 1.15 1.11
TC-03 0.27 0.28 0.26 0.26 0.27
TC-04 0.60 0.59 0.61 0.61 0.60
TC-05 2.33 2.30 2.40 2.50 2.36
TC-06 1.35 (2) 1.33 1.35 1.24 1.32
TC-07 0.34 (3) 0.32 0.24 0.17 0.28
TC-08 0.44 0.44 0.45 0.47 0.45
TC-09 0.33 0.33 0.35 0.35 0.34
TC-10 1.10 1.12 1.18 1.27 1.14
TC-11 0.33 0.33 0.35 0.39 0.34
TC-12 1.06 1.04 1.14 1.17 1.09
TC-13 0.19 0.18 0.20 0.22 0.19
TC-14 0.62 0.59 0.66 0.69 0.63
TC-15 1.51 1.50 1.59 1.72 1.55
TC-16 0.22 0.21 0.21 0.21 0.21
Notes:
(1) Source: V&A 2018 Sewer Flow Monitoring and Inflow/Infiltration Study. (2) Meter Site TC-06 has a significantly different Monday ADWF compared to the rest of the week. This number is the Tuesday-Thursday ADWF. The Monday ADWF for TC-06 is 1.26. (3) Meter Site TC-07 has a significantly different Monday ADWF compared to the rest of the week. This number is the Tuesday-Thursday ADWF. The Monday ADWF for TC-07 is 0.19.

Table 4.3 summarizes the peak measured flows, and peak pipe flow d/D ratios for each meter site during the flow monitoring period.

Table 4.3 Peak Measured Flows During the Flow Monitoring Program

Meter Site Measured
Diameter (inches)

ADWF (mgd) Peak Measured
Flow (mgd)

Peak d/D Ratio
TC-01 24.5 1.62 3.58 0.71
TC-02 29. 75 1.11 1.84 0.43
TC-03 24 0.27 0.42 0.32
TC-04 15 0.60 1.03 0.34
TC-05 24 2.36 3.82 0.55
TC-06 29.25 1.32 1.78 0.31
TC-07 20.25 0.30 1.17 1.00
TC-08 18 0.45 0.91 0.39
TC-09 18 0.34 0.59 0.38
TC-10 24 1.14 2.03 0.50
TC-11 15 0.34 0.59 0.26
CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 4-12 | JULY 2023 | FINAL

Meter Site Measured
Diameter (inches)

ADWF (mgd) Peak Measured
Flow (mgd)

Peak d/D Ratio
TC-12 20 .75 1.09 1.91 0.29
TC-13 18 0.19 0.46 0.26
TC-14 18 0.63 1.16 0.47
TC-15 21.5 1.55 2.70 0.47
TC-16 12 0.21 0.33 0.58

4.3.2 Rainfall Data
The rainfall data collected by V&A was used to correlate the I/I response observed in the collection system to specific storm recurrence intervals. Several minor rainfall events occurred during the flow monitoring period. The March 3-4, 2018 rainfall event was the largest event captured and elicited the greatest I/I response throughout the collection system. The rain gauges recorded 0.26 inch during the March 3-4, 2018 storm event and a total of 1.89 inches during the entire flow monitoring program.

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 in the City as 1.79 inches. This means that in any given year, there is a 10 percent chance that 1.79 inches of rain will fall within a 24-hour period.

4.3.3 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 March 3-4, 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 4.7 shows an example of the wet weather response at flowmeter TC-08 during the March 3-4, 2018 storm event. The dashed line is the calculated ADWF (baseline flow) while the black line is the measured flow from the flow monitoring period (realtime flow). As shown on Figure 4.7 significant amounts of I/I do enter portions of the collection system during wet weather events. Additional wet weather monitoring results for all meters can be found in Appendix B. The following section summarizes the results from V&A's Inflow/Infiltration Analysis as part of the Temporary Flow Monitoring Program.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-13

Rain
Baseline Flow
Realtime Flow

1.4 0.0

1.2 1.0

0.8 0.6

0.4 0.1

0.2 0.3

0.2 0.0
28-Feb 1- Mar 2- Mar 3- Mar 4- Mar 5- Mar 6- Mar

0.4 Figure 4.7 Example Wet Weather Response (TC-08)

4.3.4 Inflow and Infiltration Analysis
This section summarizes the I/I findings from the flow monitoring program.

4.3.4.1 Inflow
As discussed earlier in this chapter, inflow is storm water discharged into the sewer system through direct connections. The corresponding flow rates from these direct connections are closely related to the intensity of the storm. Inflow causes peak flow problems that often dictate downstream pipeline and lift station capacity.

4.3.4.2 Rain-Dependent Infiltration
Rain-dependent infiltration (RDI) is water that enters the sanitary sewer system through defects in pipes, joints and manholes. RDI enters the system indirectly and is characterized by flows that increase gradually, are typically sustained for a period after the rainfall has stopped, and then gradually drop off as soils become less saturated and as groundwater levels recede to normal.

The major impact of RDI is the cost of pumping and treating the additional volume of water.

4.3.4.3 Peak I/I Rate
The combined I/I analysis considers the total volume of inflow and RDI over the source of a storm event. Table 4.4 summarizes the pea k I/I rate for each flow monitoring basin. I/I rate is defined as the rate of flow entering the system during a storm event. The I/I rate is calculated by subtracting out the base flow from the real time inflow.

Flow (mgd)
Rain (in/hr)
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Table 4.4 Flow Monitoring Basin Peak I/I Rates

Meter Site(1) ADWF (mgd) Peak I/I Rate (mgd)
TC-01 1.62 1.57
TC-02 1.11 0.62
TC-03 0.27 0.13
TC-04 0.6 0.31
TC-05 2.36 0.42
TC-06 1.32 0.26
TC-07 0.28 0.66
TC-08 0.45 0.43
TC-09 0.34 0.10
TC-10 1.14 0.25
TC-11 0.34 0.05
TC-12 1.09 0.23
TC-13 0.19 0.07
TC-14 0.63 0.22
TC-15 1.55 0.28
TC-16 0.21 0.09
Notes:
(1) Source: V&A 2018 Sewer Flow Monitoring and Inflow/Infiltration Study.

4.4 Design Flows
This section summarizes the existing and projected flows for the City's wastewater collection system. Flow parameters used to evaluate capacities of treatment processes are also discussed.

4.4.1 Wastewater Flow Factors
In order to develop wastewater flow projections and allocate future flows to the collection system, relationships between land use and wastewater generation were developed. These relationships, called wastewater flow factors are established based on the average wastewater flow generated (based on flow data collected from the temporary flow monitoring program) for each existing land use type. These wastewater flow factors were compared to the per capita wastewater generation flow rates used to project future wastewater flows in the City's previous capacity analysis studies.

Unit flow factors provide a means to estimate flow per acre for each land use category.

Wastewater unit flow factors, expressed in gallons per day per acre (gpd/ac), are applied to land use acreage for calculating average day flow generated from a particular land use type. A unit flow factor was developed for each of the City's existing land use classifications.

The wastewater flow factors were developed based on flow monitoring data collected during the 2018 Temporary Flow Monitoring Program only and includes all flowmeter basins within the study area.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-15

The wastewater flow factors were developed using the following procedure:

1. Average flow for the entire system was derived from the flow monitoring data (described in detail in Section 4.3).

2. Using geographic information system (GIS), the acres for each land use type were calculated.

3. Preliminary wastewater flow factors for each land use type are estimated based on values that are typical for the approximate number of dwelling units per acre and the typical number of people per dwelling unit for each land use type.

4. The coefficients are then adjusted up or down (balanced) so that the calculated average flows match the measured data from the flow monitoring data.

The final wastewater flow factors developed for this Master Plan are summarized in Table 4.5. In general, flow factors for residential areas can range between 250 to 4,000 gpd/ac, and commercial and industrial areas may range from 500 to 3,000 gpd/ac or higher. Open space land use types were assumed to generate negligible amounts of wastewater flow. For the City's collection system, the developed flow factors ranged from 350 gpd/ac for very low density residential land uses to 3,600 gpd/ac for high density residential land uses, as shown in Table 4.5.

Table 4.5 Wastewater Flow Factors

Land Use Type Existing Developed
Acreage
Wastewater Flow
Factor (gpd/ac)
Wastewater Flow
(mgd)
Residential Very Low 76 350 0.03
Residential Lo w 2,817 1,000 2.82
Residential Medium 792 2,100 1.66
Residential High 158 3,600 0.57
Commercial 501 900 0.45
Industrial 1,828 750 1.37
Downtown 111 800 0.09
Public Facilities 665 550 0.37
Park 227 0 0.00
Aggregate 2 0 0.00
Total 7,176 - 7.35
For future developments, Carollo recommended using a flow per dwelling unit (du) factor for single family residential and multi-family residential. These flow factors were determined based on the wastewater flow factors presented in Table 4.5, and the number of existing single family and multi-family residential units in the system now. A flow factor of 230 gallons per day per dwelling unit (gpd/du) is recommended for single family residential, and a flow factor of 150 gpd/du is recommended for multi-family residential. These flow factors were determined based on a total of 22,945 single family residential units, 4,506 multi-family residential units, and an average of 3.64 persons per households. These flow factors were utilized for known developments where the number of units was known. If the number of units was not known for future development areas, the flow factors from Table 4.5 were used.

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4.4.2 Average Dry Weather Flow
Developing an accurate estimate of the future quantity of wastewater generated at build out of the collection system is an important step in maintaining and sizing sewer system facilities, for both existing conditions and future developments. The calibrated ADWF based on the flow monitoring data was not changed for the existing parcels currently connected to the City's wastewater collection system. In General, the following assumptions were used for determining the future ADWF for the interim and buildout scenarios:

Future development wastewater flow projections were based on planned development areas, land use, per capita rates and wastewater flow factors. These flows were then added to the appropriate planning year.

Known residential development flows were calculated based on per capita flow rates and residential units. Known development, other than residential, used wastewater flow factors to project ADWF. As shown in Table 4.6, known development within the City is projected to be

4.09 million gallons per day (mgd) for planning year 2040 and an additional 2.84 mgd by ultimate buildout.

Table 4.6 Known Development Flows

Planning Year ADWF (mgd)
Planning Area Name
2025 2040 Buildout
UR 5 (Bright) (1) 0.00 0.18 0.00
UR 7 ( Bright/Castro) (2) 0.03 0.10 0.00
Rocking Horse (3) 0.06 0.00 0.00
Tracy Village (4) 0.09 0.05 0.00
UR1 (5) 0.04 0.17 0.46
Ellis (6) 0.03 0.14 0.00
Ellis DA additional RGAs (7) **2250 RGAs 0.00 0.52 0.00 Avenues (8) 0.00 0.10 0.00
UR10 (9) 0.00 0.00 0.09
Tracy Hills (10) 0.27 1.03 0.54
Gateway (11) 0.10 0.25 0.09
UR6 (Cordes Ranch) (12) 0.10 0.60 0.05
UR4 (Bright Triangle) (13) 0.00 0.00 0.23
UR3 (Catellus) (14) 0.00 0.00 0.49
I-205 Expansion (15) 0.00 0.22 0.17
West Side Industrial (16) 0.12 0.24 0.00
East Side Industrial (17) 0.00 0.28 0.00
Larch Clover (18) 0.01 0.00 0.34
Chrisman Road (19) 0.00 0.00 0.09
Rocha (20) 0.00 0.00 0.13
Berg/Byron remainder (21) 0.01 0.00 0.09
Berg Road Subdivision (22) 0.02 0.00 0.00
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 4-17

Planning Year ADWF (mgd)
Planning Area Name
2025 2040 Buildout
SWC Valpico and Corral Hollow (23) 0.00 0.00 0.06
Kagehiro (24) 0. 01 0.00 0.00
Dobler/ Maibes (25) 0.00 0.02 0.00
Holly Sugar Industrial 0.00 0.09 0.00
Northeast Industrial Area 0.19 0.07 0.00
I-205 Specific Plan 0.00 0.03 0.00

Along with known development, the city provided some infill information. The same methodology that was used to calculate flows for known developments was used to calculate infill flows. Table 4.7 summarizes the existing and future ADWF.

Table 4.7 Existing and Projected ADWF Summary

Planning Horizon ADWF (mgd)
Existing 7.35
2040 12. 84
Buildout 15.65

4.4.3 Peak Wet Weather Flow
The PWWF is the highest observed hourly flow that occurs following the design storm event (discussed in Chapter 3). Wet weather (I/I), which occurs during and after rainfall events, increases flows in the collection system. PWWF is typically used for designing sewers and lift stations. Therefore, the PWWF is the design flow for the purpose of this study. The City's sewers and lift stations were evaluated based on their capacity to convey the PWWF.

The existing PWWF was derived based on the hydraulic modeling results. This was accomplished by routing the 10-year, 24-hour design storm through the hydraulic model, which was calibrated to both dry weather and wet weather conditions. Detailed information regarding the calibration of the City's hydraulic model is provided in Chapter 5.

Similar to the existing PWWF, the future PWWF was derived by routing a 10-year, 24-hour design storm through the hydraulic model. A future R-value was developed to generate average peak I/I rate of 500 gpd/ac and was assigned to large vacant areas within the study area. The future I/I for large vacant areas was calculated by multiplying the peak I/I rate of 500 gpd/ac and the total area in acres. The peak I/I rate for future growth typically ranges from 500 to 1,000 gpd/ac. Small, infill areas that fell within an existing loading polygon were assigned the calibrated R-values of the associated flow monitoring basin.

Table 4.8 presents a concise summary of flow and rainfall characteristics observed over several years. Ten years of hourly historical flow data influent to the treatment plant was reviewed and correlated to rainfall data for the same period to determine the existing PWWF. The data analysis suggests that the system exhibits a PWWF of 17.0 mgd during a period characterized by saturation and rainfall conditions similar in duration and intensity to a 10-year 24-hour event. As shown in Table 4.8 summarizes the events in January of 2023 most closely correlated to the design storm event. The data highlights variations in flow rates and rainfall amounts, providing CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 4-18 | JULY 2023 | FINAL

insights into the water system's behavior. The average annual daily flow ranges from 7.3 mgd to

8.2 mgd, with peak hourly flows ranging from 12.5 mgd to 20.0 mgd. Rainfall amounts vary from

3.6 inches to 13.0 inches annually, with peak daily rainfall ranging from 0.6 inches to 3.39 inches.

The peaking factor indicates the magnitude of flow during peak periods, while the storm classification categorizes the intensity based on the duration.

Table 4.8 Historical Data of Flow and Rainfall Characteristics

Year
Average
Annual
Daily Flow
(mgd)
Peak
Hourly
Flow (mgd)
Total
Annual
Rainfall
(inch)
Peak Daily
Rainfall
(inch)

Peaking
Factor
Storm
Classification
(24-hour)
2013 7.7 13.3 3.6 0.8 1.72 <1 year
2014 7.6 1 3.2 11.3 0.8 1.73 <1 year
2015 7.3 13.1 4.6 1.2 1.79 2 years
2016 8.2 15.0 10.7 1.2 1.83 2 years
2017 7.8 15.8 6.9 0.8 2.02 <1 year
2018 7.5 12.8 11.0 1.2 1.71 2 years
2019 7.9 12.8 13.0 0.6 1.62 <1 year
2020 7.7 12.5 5.0 0.7 1.62 <1 year
2021 7.6 14.0 12.0 1.9 1.84 10 – 25 years
2022 8.2 20.0 9.3 3.39 2.44 200 - 500 year
2023 NA 17.0 NA 1.54 NA 5 – 10 years
MP 7.6 13.1 NA 1.8 1.78 10 years
Average 7.75 14.25 8.74 1.13 1.832 NA
Table 4.9 presents a summary of the existing and future ADWF and PWWFs as well as the PWWF peaking factors. In the existing scenario, the ADWF is 7.35 mgd, and the PWWF is 16.95 mgd.

The factor indicates the ratio of PWWF to ADWF is 2.31. In the 2040 scenario, the ADWF increases to 12.22 mgd, and the PWWF is approximately 22.53 mgd. The PWWF/ADWF factor decreases to 1.84. In the buildout scenario, the PWWF rises to 30.14 mgd. The PWWF/ADWF factor also increases slightly to 1.93.

Table 4.9 Projected PWWF Summary

Planning Horizon ADWF (mgd) PWWF (mgd) PWWF/ADWF Factor Existing 7.35 16.95 2.31
2040 12. 22 25.35 2.07
Buildout 15.65 30.14 1.93
Overall, Table 4.9 provides a comparison of flow values and factors for different planning horizons, highlighting potential changes in water flow patterns.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-1

Chapter 5

COLLECTION SYSTEM FACILITIES AND

HYDRAULIC MODEL
This chapter describes the development and calibration of the City's wastewater collection system hydraulic model. It provides a description of the existing collection system, the hydraulic model, and an outline of the steps used to develop the model, as well as a detailed summary of the hydraulic model calibration steps and results.

5.1 Existing Wastewater Collection System
The existing wastewater collection system consists of approximately 210 miles of sanitary sewer pipelines ranging from 4 inches to 48 inches, as well as 3 wastewater lift stations. Figure 5.1 presents the City's existing wastewater collection system. Generally, the flow within the system flows from south to north. The Hansen lift station collects flow from the Hansen Road sewer and the flows into the Larch lift station which is then conveyed to the WWTP. Larch lift station collects flows from Corral Hollow Road. MacArthur lift station collects flows on the east side of the system and conveys flows to the WWTP. A gravity main along the spur line railroad conveys a portion of the system to the WWTP by gravity. Figure 5.2 shows a schematic of the City’s existing collection system.

5.1.1 Pipeline Distribution by Diameter
Table 5.1 summarizes the total length of 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 WWTP.

As shown in Table 5.1, nearly all of the City's sewer pipelines are gravity. The majority of the City's gravity sewers are 8 inches in diameter, with the largest being 48 inches in diameter.

5.1.2 Lift Stations
The City owns and operates 3 active wastewater lift stations throughout the City. Figure 5.1 shows the location of each lift station. Table 5.2 summarizes the available data for each of the City's active lift stations.

LINNE RD

SCHULTE RD
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

SUGAR RD

Legend
■)=

Lift Station

MIDDLE RD

LARCH RD
Hansen LS
■)=

Larch LS
■)=
27'' 12''

WWTP
18''

Macarthur LS
=
18''

ARBOR AV
CD205

WWTP WWTP

Sewer Main by Diameter
8 inches or smaller
10 inches - 16 inches
18 inches and Greater

10''

15''

12''

18''

30''

12'' Unknown Diameter
Railroads

CD205

21''

18''
12''

12''

10''

8''
City Limits
Parcels
Streets
Waterbody

River/Stream

10''

12''

·|}þ5
O
0 0.5

Miles
1 VALPICO RD

10'' Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

CD580

LEHMAN RD

DURHAM FERRY RD

Last Revised: August 16, 2022 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\ModeledCollectionSystem.mxd Figure 5.1 Wastewater Collection System

HOOD WY
18''
12''
15''

CABE RD
15''
15''
K

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD
15'' 18'' 20'' 21'' 10'' 18'' 24'' 18'' 12'' 21''
21''
12''
10'' 10''
10'' 15'' 15'' 10'' 12'' 18''
10''
TRACY BL 12'' 15''
12'' 12''
12''
12''
15'' 18'' 18''
15''
10'' 12'' 12''
MAC ARTHUR DR 10'' 24'' SPUR LINE RR 24''
18''
15''
12'' 15''

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU

KOSTER RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-5

Figure 5.2 Existing System Schematic

Table 5.1 Total System Pipeline Diameter Overview

Diameter Length (feet) Length (miles) Percent
Gravity
4 11,527 2.2 1.0 percent
6 70,900 13.4 6.3 percent
8 691,500 131 61.8 percent
10 69,600 13.2 6.2 percent
12 72,900 13.8 6.5 percent
15 41,900 7.9 3.7 percent
16 700 0.1 0.1 percent
18 38,800 7.3 3.5 percent
20 3,000 0.6 0.3 percent
21 40,200 7.6 3.6 percent
24 27,000 5.1 2.4 percent
27 1,300 0.2 0.1 percent
30 22,700 4.3 2.0 percent
33 4,000 0.8 0.4 percent
48 200 0 0.0 percent
Subtotal 1,096,227 207.6 98.0 percent
Force Main
12 6,415 1.2 0.6 percent
14 6,415 1.2 0.6 percent
16 1,907 0.4 0.2 percent
18 4,069 0.8 0.4 percent
24 4,069 0.8 0.4 percent
Subtotal 22,875 4.4 2.0 percent

Total 1,119,102 212.0 100.0 percent

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 5-6 | JULY 2023 | FINAL

Table 5.2 Lift Station Information

Lift Station Name Location No. of
Pumps
Firm Capacity(1)
(mgd)
Hansen(2) Corral Hollow Road, n/o Clover Road 4 9.01
Larch(2) Larch Road and Tracy Boulevard 4 12.96
MacArthur 205 Freeway and MacArthur Drive 3 5.33
Notes:
(1) Firm capacity represents the lift station capacity with the largest pump out of service. (2) Capacity determined from flow tests performed by the City.

5.2 Hydraulic Model Development
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 constructed using a multi-step process utilizing data from a variety of sources. This chapter summarizes the hydraulic model development process, including a summary of the modeling software selection, a description of the modeled collection system, the hydraulic model elements, the model creation process, and the model calibration process.

5.2.1 Hydraulic Modeling Software
There are several software applications for network analysis with a variety of capabilities and features. The selection of a particular model is generally dependent upon user preference, the requirements of a particular collection system, and the cost associated with the software.

InfoSWMM®, developed by Innovyze (formerly MWH Soft), was selected as the software platform for the development of the City's hydraulic model. The hydraulic modeling engine for InfoSWMM® uses the Environmental Protection Agency's (EPA's) Storm Water Management Model (SWMM), which is widely used throughout the world for planning, analysis, and design related to stormwater runoff, combines 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.

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 seamless integration with GIS data.

5.2.2 Data Collection and Validation
The primary sources for the development of the hydraulic model were available design drawings, as-builts construction drawings, and GIS data. The existing collection system was mainly constructed with drawings and as-builts, while GIS was used for the collection system alignment and manhole placement.

5.2.3 Skeletonizing
Skeletonizing is the process of removing pipelines not considered to be essential for the purpose of analysis. While skeletonizing the 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 and larger were included as well as some smaller diameter WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-7

pipelines for connectivity. The skeletonized model included approximately 66 miles of pipelines.

Figure 5.3 shows the skeletonized modeled wastewater collection system.

5.2.4 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:
• Manholes: Sewer manholes, cleanouts, as well as other locations where pipe sizes change, where pipelines intersect, or where force mains connect to gravity mains, are represented by manholes in the hydraulic model. Required inputs for manholes include diameter, sanitary loads, and ground, rim, and invert elevations. Manholes can also be used to represent locations where flows are split or diverted between two or more downstream links.
• Conduits: Gravity sewers are represented as conduits in the hydraulic model. Input parameters for conduits include length, diameter, material, friction factor (Manning's n), and invert elevations.
• Pressure Pipes: Force mains are represented as pressure pipes in the hydraulic model.

Required input parameters are length, diameter, invert elevations, and friction factor (i.e., Hazen Williams C).
• Pressure Junctions: Pressure junctions are used to connect multiple force main segments. They are needed when an individual pipe changes in diameter or material and can be used to represent a pressure gauge. Required input includes ground and node elevations. Node elevations correspond to inverts of the contiguous pressure pipes. • Wet Wells: Required input parameters for wet wells include cross section type (circular or variable area), wet well diameter or cross sectional area, and wet well base (bottom), ground (top), maximum (high water level), and minimum elevations (low water level). • Pumps: Pumps are included in the hydraulic model as links. Input parameters for pumps include type (single point, multiple point, variable speed, etc.), pump capacity/head information, operational controls (on/off set points), ground elevation, and pump invert elevation.
• Outfalls: Outfalls represent areas where flow leaves the system. For sewer system modeling, an outfall typically represents a wastewater treatment plant. Required input parameters include boundary conditions (free outfall, normal, user-defined tailwater, etc.), ground elevation, and invert elevation.
• 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.).
• Catchments: O
ften referred to as loading polygons, sewer sheds, or tributary areas, catchments are used in the wet weather scenarios. Required input parameters include user defined area, outflow element (typically a manhole), storm event pattern, runoff method (unit hydrograph, modified-rational, time-area, etc.), unit hydrograph method (generic, RTK, and SCS), and RTK set. The area of a catchment affects the amount of I/I to a particular manhole. A smaller catchment will have less I/I than a larger catchment. • Flows: The following are the two types of wastewater flow sources that can be injected into individual model elements:
- 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 CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 5-8 | JULY 2023 | FINAL

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: RDII flows are applied in the model by assigning a unit hydrograph and a corresponding catchment to a given loading manhole. The unit hydrographs consists 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.

5.2.5 Hydraulic Model Construction
The City's hydraulic model combines information on physical and operational characteristics of the wastewater collection system and performs calculations to solve a series of mathematical equations to simulate flows in pipelines.

The model construction process consisted of six steps, as described below:
• Step 1: The City's drawings and GIS shapefiles for the sewer collection system were obtained.
• Step 2: The GIS data was reviewed and formatted to allow easy import into the InfoSWMM® modeling platform. The City's collection system alignment and manhole placement were imported into the modeling software.
• Step 3: Some physical and operational data for the City's wastewater collection facilities were not available from the GIS data. Data, such as pipeline inverts, wet well dimensions, pump stations, and other special features, were input manually into the model based on available information. In addition, discrepancies with pipeline alignment and junction placement were reviewed and manually input or modified based on City records, field reconnaissance, and engineering judgment. • Step 4: Once all the relevant data was input into the hydraulic model, the model was reviewed to verify that the model data was input correctly and that the flow direction and size of the modeled pipelines were logical. Additionally, the modeled lift stations were also checked to verify that they operated correctly. • Step 5: Dry weather wastewater flows were then allocated to the appropriate model junctions. These flows were scaled up or down, as necessary, to match the dry weather flows recorded during the flow monitoring period.
• Step 6: The hydraulic model contains certain run parameters that need to be set by the user at the beginning of the project. These include run dates, time steps, reporting parameters, output units, and flow routing method. Once the run parameters were established, the model was debugged to ensure that it ran without errors or warnings.

LINNE RD
Legend
■)= Lift Station
WWTP

Sewer Main by Diameter
8" or Less

10" - 16"

18" or Greater
Force Main
Railroads
City Limits

Parcels
Streets
Waterbody
River/Stream
0 O

0.5 Miles
1 Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.
24''
30''
15''

SCHULTE RD
15''
15''
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

SUGAR RD

MIDDLE RD

LARCH RD
Hansen LS
=

Larch LS
■)= 18''
27'' 12''

WWTP

Macarthur LS
)■=
18''

ARBOR AV

15''

CD205

10''

15'' 18'' 12''

Inset A
18''

30''

12''

CD205

21''

18''

12''

10''

8''
18''

10''

12''

·|}þ5

10''

VALPICO RD

Inset A
30''

10''

CD580
Tracy Hills LS
■)=

LEHMAN RD

15''

18''

12''

DURHAM FERRY RD

Last Revised: August 04, 2022 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\ModeledCollectionSystem.mxd Figure 5.3 Modeled Collection System

CABE RD
WWTP
12''
12''

HOOD WY
12''
K
30''
24''
12'' 21'' 21'' 21'' 24'' 24'' 24''

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD
18'' 20'' 21'' 10'' 18'' 24'' 18'' 21''
21 '
12''
24''
12''
10''
10'' 15'' 15'' 10'' 12'' 18''
10''
TRACY BL 12'' 15''
12'' 12'' 10'' 8'' 12''
12''
12'' 12''
15'' 18'' 18''
10''
12'' 10'' 12''
MAC ARTHUR DR 24'' SPUR LINE RR 10'' 24''
12'' 18''
15''
12'' 15''

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU

KOSTER RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-11

5.3 Load Allocation
Determining the quantity of base wastewater flows 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 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.
• 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 were available.

Thus, 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.

Using InfoSWMM's "Load Allocator" tool, point loads and the loading polygons calculated 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.

5.4 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 critical to achieve the most accurate results possible. The calibration process typically consists of calibrating to both dry and wet weather conditions.

For this project, DWF monitoring was conducted at 16 metering sites for a period of approximately one month. DWF calibration provides an accurate depiction of base wastewater flow generated within the study area. The WWF calibration consists of calibrating the hydraulic model to a specific storm event or events 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.

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 5-12 | JULY 2023 | FINAL

5.4.1 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 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 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 both events should closely follow each other in both shape and magnitude, until the flow has substantially returned to dry weather flow rates. 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 f
low (or the average flow rate) should be within the range of +20 percent to -10 percent.

5.4.2 Dry Weather Flow Calibration
The DWF calibration process consists of several elements, as outlined below:
• Divide the system into flow meter tributaries. The first step in the calibration process was to divide the City into flowmeter tributary areas. Sixteen tributary areas were created, one for each flow meter 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 flow meters. • 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 WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-13

simulated flows matched the field measured flows as closely as possible. Figure 5.4 shows the calibrated weekday and weekend diurnal patterns for the area tributary to Meter TC-09. Similar diurnal curves were developed for each of the meters and its tributary area. The DWF calibration curves are provided in Appendix C. • 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. There can be certain factors within the City's collection system that can result in roughness coefficients that differ from the typical range.

For example, pipeline bellies, joint misalignment, cracks, and debris (e.g., root intrusion, etc.) lead to increased turbulence in a pipe, as wells as 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 help determine the cause of the discrepancy.

Some issues that could cause such a discrepancy can include errors in the slope or diameter of a pipeline, downstream blockages, pipeline sags, and, in some cases, influences from downstream lift station operations.

Figure 5.4 Example Weekday and Weekend ADWF Diurnal Patterns (TC-09)

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 5-14 | JULY 2023 | FINAL

Figure 5.5 is an example DWF calibration sheet for flowmeter site TC-09. Calibration sheets provide plots and tables that compare model results and the field measured flow, velocity, and level for during the calibration period. Appendix C contains detailed DWF calibration sheets for all meter locations. As shown on Figure 5.5 and Appendix C, there is good overall correlation of the field data to the model output results. The modeled flows, levels, and velocities at each site were within the generally accepted calibration tolerances, and therefore the model was considered calibrated.

Figure 5.5 Example of Dry Weather Calibration (TC-09)

5.4.3 Wet Weather Flow Calibration
The WWF calibration enables the hydraulic model to accurately simulate I/I entering the collection system during a large storm. As outlined below, the WWF calibration consists of several elements:
• Identify calibration rainfall events. The WWF calibration process consists of running model simulations of historical rainfall events based on data collected as part of the

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-15

temporary flow monitoring program. The goal of any WWF monitoring program is to capture and characterize a system's response to a significant rainfall event, preferably during wet antecedent moisture conditions.
• The selection of a particular calibration storm or group of storms is based on a review of the flow and rainfall data. Only one significant rainfall event (total of

0.26 inch of rainfall) occurred during the flow monitoring program on March 3, 2018. • 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 area 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 loading polygons, excluding any large vacant, open space, or other areas in the system which are not expected to contribute to I/I into the collection system. 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 hydrograph; and K represents the ratio of time to recession to the time of peak.

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

Figure 5.6 shows the shape of an example 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.
• Refine model variables to match field measured velocity and flow depths. After the model was considered to be satisfactorily calibrated for wet weather flows, the model simulated velocities and flow depths were checked against the field measured velocities and flow depths during the calibration storms. Refinements were made to the various model parameters so that the modeled and measured velocity and depth closely matched one another. If any adjustments were made to Manning's n-values or other parameters, the DWF calibration was rechecked as well to make sure that the flow depth and velocities still matched well under DWF conditions.

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 5-16 | JULY 2023 | FINAL

Figure 5.6 Example RDII Unit Hydrograph

Appendix D contains a detailed WWF calibration summary sheet for each of the flow monitoring sites. Each calibration sheet provides plots that compare the model simulated and field measured flow, velocity, and level data for the calibration storm. An example of the wet weather calibration for Site TC-08 is shown on Figure 5.7. As shown on Figure 5.7 and in Appendix D, there is good overall correlation of the field data to the model output results. The modeled average flows, and peak flows at each site were within the generally accepted calibration tolerances, and therefore the model was considered calibrated.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 5-17

Figure 5.7 Example WWF Calibration Sheet (Site TC-08)

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 6-1

Chapter 6

SYSTEM EVALUATION AND PROPOSED

IMPROVEMENTS
This chapter discusses the hydraulic evaluation of the City's wastewater collection system, and the proposed projects that correct capacity deficiencies and serve future users.

6.1 Wastewater Collection System Analysis
Following the DWF and WWF calibration, which is summarized in detail in Chapter 5, a capacity analysis of the existing and future collection system was performed. The capacity analysis entailed identifying area in the sewer system where flow restrictions occur or where pipe capacity is insufficient to convey either PHF or PWWFs. Sewers that lack sufficient capacity to convey PHFs and/or PWWFs create bottlenecks in the collection system that can potentially cause SSOs. The sewer system was evaluated based on planning criteria presented in Chapter 3.

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

6.1.1 Gravity System Evaluation
In accordance with the established flow depth criteria for existing sewers, pipelines with a maximum flow d/D ratio greater than 0.75 under PHF conditions and 0.90 under PWWF conditions were identified as capacity deficient. Under PHF conditions, no deficiencies were identified.

It is important to understand that not all of the existing pipelines with a d/D greater than 0.90 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. These capacity deficient sewers are shown on Figure 6.2. Each pipeline that violated the evaluation criteria was looked at in closer detail to evaluate the severity of the deficiency. Improvement projects were not created for pipelines that only slightly violated the evaluation criteria. Therefore, minor criteria violations are not shown on Figure 6.2 as a deficiency.

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN

Figure 6.1 Sample Illustration of Backwater Effects in a Sewer

6-2 | JULY 2023 | FINAL

LINNE RD
Legend
Pipeline Deficiency
■)= Lift Station
WWTP

Sewer Main
Force Main
Railroads
City Limits
Parcels
Streets
Waterbody
River/Stream
0 O

0.5 Miles
1 Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

HOOD WY
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

SUGAR RD

MIDDLE RD

LARCH RD

Larch LS Macarthur LS

ARBOR AV
■)=
■)=
12''
WWTP ■)= CD205

CD205

8''

·|}þ5

VALPICO RD

CD580
Tracy Hills LS
■)=

LEHMAN RD

DURHAM FERRY RD

Last Revised: June 16, 2023 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\ExistingCapacityDeficiencies.mxd Figure 6.2 Existing Capacity Deficiencies

CABE RD
WWTP

SCHULTE RD
K

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD

TRACY BL
8'' 10''
15''

MAC ARTHUR DR
12''

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU

KOSTER RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Following the completion of the existing system analysis, improvement projects and alternatives were identified to mitigate pipeline capacity deficiencies while maintaining a maximum d/D for new sewers (0.67 for pipes 12-inch and smaller, 0.75 for pipes 15-inch and larger). These sewers will need to be replaced by larger-diameter sewers or constructed in parallel to bypass flow around hydraulically deficient sewers. The decision on whether to upsize or parallel a particular sewer should be confirmed during the preliminary design of each proposed project and is based on a number of factors, including the condition of the existing pipeline, pipeline velocities during dry-weather flow conditions, pipeline slopes, and other relevant factors.

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 and identify future deficiencies. As part of the future system analysis, the planning years 2040 and Buildout were evaluated. The term future is a general reference to planning years 2040 and Buildout.

The future system analysis of the gravity system was performed in a manner similar to the existing system evaluation. Figure 6.3 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 is also summarized, with conceptual locations for new trunks and lift stations.

Corral Hollow Road Capacity Evaluation
The pipeline along Corral Hollow Road conveys flow from the southern portion of the City to the Larch lift station. The sewer line along Corral Hollow Road has capacity to handle approximately 3,300 additional equivalent dwelling units (EDUs). This capacity is based on the existing system, and therefore planned developments that were not contributing flow in 2018 were not included in evaluation. To calculate the number of EDUs that the Corral Hollow Sewer System could handle before it reached capacity, Carollo used the hydraulic model to determine the maximum flow that the Corral Hollow Sewer System could handle. The maximum flow in gallons per day was divided by a peaking factor of 2.5 to calculate an average flow. That average flow was then divided by a flow factor of 230 gallons per day per dwelling unit. The final product is the number of EDUs the system can handle before a deficiency occurs.

This pipeline in Corral Hollow Road is a major transmission main within the system and conveys a large portion of flows to the Larch lift station and eventually to the WWTP. The City needs to be aware of how much more capacity this line has when approving developments that will generate flow that is tributary to the sewer. It is recommended that the City track the number of approved EDUs tributary to the Corral Hollow sewer over the course of time. Tracking the number of EDUs will allow for the timely planning and construction of improvements required to convey the total amount of development tributary to this sewer in the south portions of the City. An improvement project (Lammer's Project) was developed to provide additional capacity for growth in the southern area of the City once the 3,300 EDUs of remaining capacity have been exhausted (see section 6.2.5).

The City h
as started the process of collecting fees for a Phase 2 parallel sewer pipeline in Corral Hollow Road which runs from Parkside Drive to Fieldview Drive. This Phase 2 pipeline will increase the capacity in Corral Hollow Sewer System to handle an additional 1,400 EDUs.

Therefore, the total available capacity in the Corral Hollow Sewer System following the implementation of Phase 2 is 4,700 EDUs. The number of EDUs for Phase 2 were calculated similarly to how the existing capacity was.

FINAL | JULY 2023 | 6-5

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN

Maintenance Issues
City staff confirmed that there are constant maintenance issues with buildup of grease and trash in the Hansen Road sewer. This issue should be resolved before any new developments come online in this area.

6.1.2 Lift Station and Force Main Evaluation
The City's hydraulic model includes each of the three 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. Table 6.1 summarizes the results of the City's lift station evaluation. As shown in Table 6.1, Larch lift station has been identified as capacity deficient under 2040 and buildout peak flow conditions and the Hansen lift station has been identified as capacity deficient under buildout conditions.

MacArthur lift station has capacity through buildout.

Table 6.1 Lift Station Capacity Evaluation

Lift Station
Existing
Firm
Capacity
Existing
PWWF
(mgd)
Existing
Surplus/
(Deficit)
(mgd)
2040
PWWF
(mgd)
2040
Surplus/
(Deficit)
(mgd)
Buildout
PWWF
(mgd)
Buildout
Surplus/
(Deficit)
(mgd)
Hansen 9.01 2.88 6.13 7.43 1.58 10.79 (1.41)
Larch 12.96 11.74 1.22 16.34 (3.38) 19.75 (6.79)
MacArthur 5.33 0.67 4.66 1.21 4.12 1.78 3.55
Additionally, the force mains associated with each lift station was evaluated to determine if they have capacity to convey peak flow. Force mains with a velocity of greater than 8 ft/s were identified as deficient. Table 6.2 summarizes the results of the City's force main evaluation. As shown in Table 6.2, both the 12-inch diameter and 14-inch diameter force mains are capacity deficient under buildout peak flow conditions.

Table 6.2 Force Main Capacity Evaluation

Force Main Force Main
Diameter (inches)
Existing PWWF
Velocity (ft/s)
2040 PWWF
Velocity (ft/s)
Buildout PWWF
Velocity (ft/s)

Hansen
12 0.67 6.03 8.47
14 1.00 6.70 9.40

Larch

MacArthur 16 1.00 1.97 2.54

6.2 Recommended Improvements
This section summarizes the improvements recommended for the wastewater collection system. Figure 6.4, Figure 6.5, and Figure 6.6 illustrates the recommended improvements to mitigate capacity deficiencies and to serve future growth. Detailed improvement sheets for the recommended improvements can be found in Appendix E.

6-6 | JULY 2023 | FINAL
18 2.88 4.07 5.70
24 4.20 4.28 5.38

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

LINNE RD
Legend
■)= 2040 Lift Station Deficiencies
2040 Pipeline Deficency
■)= Build-Out Lift Station Deficiencies
Build-Out Pipeline Deficency
■)= Lift Station
WWTP

Sewer Main
Force Main
Railroads
City Limits
Parcels
Streets
Waterbody
0 River/Stream
O
Miles

0.5 1
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.
18'' 18'' 24''
21''
NY

MIDDLE RD

LARCH RD 1

SUGAR RD
Larch LS Macarthur LS

ARBOR AV
Hansen LS
■)=
■)= WWTP ■)=
CD205

CD205

18"

·|}þ5

VALPICO RD

CD580
Tracy Hills LS
■)=

LEHMAN RD

DURHAM FERRY RD

Last Revised: June 16, 2023 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\FutureCapacityDeficiencies.mxd Figure 6.3 Future Capacity Deficiencies

CABE RD

HOOD WY
WWTP

SCHULTE RD
K

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD
18'' 21''

TRACY BL
12''

MAC ARTHUR DR SPUR LINE RR
12'' 15''

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU

KOSTER RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Legend
Pipeline Improvements
■)= Lift Station
WWTP

Sewer Main
Force Main
Railroads
City Limits
Parcels
Streets
Waterbody
0 River/Stream
O
Miles

0.5 1
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

SUGAR RD

MIDDLE RD

LARCH RD

Larch LS Macarthur LS

ARBOR AV
Hansen LS
■)=
■)= WWTP ■)= CD205

WWGM-2, 10''

CD205

WWGM-3, 8''

WWGM-3, 12''

·|}þ5

VALPICO RD

LINNE RD

CD580

Tracy Hills LS
■)=

LEHMAN RD

DURHAM FERRY RD

Last Revised: June 16, 2023 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\ExistingCapacityDeficiencies.mxd Figure 6.4 Existing System Improvements

HOOD WY
-4, 24"
WWTP

CABE RD

SCHULTE RD
K

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD

TRACY BL
WWGM-1, 8''
15''

MAC ARTHUR DR SPUR LINE RR
WWGM

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU

KOSTER RD

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

TER RD

LINNE RD
Legend
■)= Lift Station
WWTP

Long-Term System Improvements
■)= Lift Station
Pipeline Improvements

Development Related Improvements
Already Planned Improvements
Sewer Main
Force Main
Railroads
City Limits
Parcels
Streets
Waterbody
River/Stream
O Miles
0 0.5 1
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

SUGAR RD

MIDDLE RD

Hansen LS,

Larch LS Macarthur LS

ARBOR AV
WWLS-1
■)=

LARCH RD
■)= WWTP ■)=
CD205

CD205

Already Planned Already Planned

■)= WWLS-2
·|}þ5

VALPICO RD

WWGM-9,
12''

WWGM-10, 12"

CD580

Tracy Hills LS
■)=

LEHMAN RD

DURHAM FERRY RD

Last Revised: June 16, 2023 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\FutureCapacityDeficiencies.mxd Figure 6.5 2040 System Improvements

CABE RD
WWTP

SCHULTE RD
K

REEVE RD

SAN JOSE RD
WWGM-5,
18''

LAMMERS RD

NAGLEE RD
Phase 2, 18''

TRACY BL

MAC ARTHUR DR SPUR LINE RR

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU
KOS

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

TER RD

LINNE RD
Legend
■)= Lift Station
WWTP

Build-Out Improvement

Buildout Improvements
■)= Buildout Improvement Lift Station
Development Related Improvements

Already Planned Improvements
Sewer Main
Force Main
Railroads
City Limits
Parcels
Streets
Waterbody
0 River/Stream
O
Miles

0.5 1
Data Sources: City of Tracy,
ESRI
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

HOOD WY
NY

SUGAR RD

MIDDLE RD

LARCH RD

Larch LS, WWLS-3 Macarthur LS

ARBOR AV

Hansen LS
■)=
■)= WWTP ■)=
CD205

CD205
WWGM-11, 27''

WWGM-15, 24''

Already Planned

■)= WWLS-2
Inset A

WWGM-14, 12''
·|}þ5

VALPICO RD

CD580
Tracy Hills LS
■)=

LEHMAN RD

DURHAM FERRY RD

Last Revised: June 16, 2023 pw:\\IO-PW-INT.Carollo.local:Carollo\Documents\Client\CA\Tracy\11011A00\Data\GIS\BuildOutCapacityDeficiencies.mxd Figure 6.6 Buildout System Improvements
Inset A
■)=
WWTP

CABE RD

SCHULTE RD
K
WWGM-12, 24''

REEVE RD

SAN JOSE RD

LAMMERS RD

NAGLEE RD

TRACY BL
WWGM-16, 24'' MAC ARTHUR DR SPUR LINE RR
WWGM-17, 18''

LAUREL AV

CHRISMAN RD

BANTA RD

BIRD RD

EV MANCU
KOS

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 6-15

6.2.1 Existing Gravity Main Improvements
The following gravity main improvements are recommended to address deficiencies identified under existing conditions:
• Gravity Main along Bessie Avenue (WWGM-1): This project includes the replacement of approximately 440 feet of 8-inch diameter gravity main along Bessie Avenue, between Whittier Avenue and 20th Street. To mitigate capacity deficiencies under existing PWWF conditions, it is recommended that the existing 8-inch diameter gravity main be replaced with a 12-inch diameter gravity main.
• Gravity Main along Bessie Avenue (WWGM-2): This project includes the replacement of approximately 510 feet of 10-inch diameter gravity main along Bessie Avenue, between 23rd Street and West Grant Line Road. To mitigate capacity deficiencies under existing PWWF conditions, it is recommended that the existing 10-inch diameter gravity main be replaced with a 12-inch diameter gravity main.
• Gravity Main along North Central Avenue (WWGM-3): This project includes the replacement of approximately 450 feet of 8-inch and 12-inch diameter gravity main along North Central Avenue, 10th Street and 11th Street. To mitigate capacity deficiencies under existing PWWF conditions, it is recommended that the existing 8-inch and 12-inch diameter gravity mains be replaced with a 15-inch diameter gravity main.

6.2.2 Future Gravity Main Improvements
The following gravity main improvements are recommended to address deficiencies identified under future conditions:
• Gravity Main along MacArthur Drive (WWGM-4): This project includes the replacement of approximately 600 feet of 12-inch diameter gravity main along MacArthur Drive, south of East Grant Line Road. To mitigate capacity deficiencies under 2040 PWWF conditions, it is recommended that the existing 12-inch diameter gravity main be replaced with a 21-inch diameter gravity main.
• Gravity Main along Lammers Road and Byron Road (WWGM-11): This project includes the replacement of approximately 2,710 feet of 21-inch diameter gravity main along Lammers Road, south of Byron Road, and along Byron Road, west of Lammers Road. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 21-inch diameter gravity main be replaced with a 27-inch diameter gravity main.
• Gravity Main along Corral Hollow Road (WWGM-12): This project includes the replacement of approximately 380 feet of 18-inch gravity main along Corral Hollow Road, between Parkside Drive and project WWLS-2.To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 18-inch diameter gravity main be replaced with a 24-inch diameter gravity main. • Corral Hollow Phase 2 Pipeline (Phase 2): This project includes the addition of a parallel gravity main along Corral Hallow Road between Parkside Drive and Fieldview Drive. This project will compromise of approximately 8,450 feet of 18-inch diameter gravity main.
• Gravity M
ain to Serve Acacia Street and Franklin Avenue (WWGM -15): This project includes the replacement of approximately 750 feet of 18-inch gravity main east of the CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 6-16 | JULY 2023 | FINAL

intersection of Acacia Street and Franklin Avenue. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 18-inch diameter gravity main be replaced with a 21-inch diameter gravity main. • Gravity Main Along Macarthur Drive (WWGM -16): This project includes the replacement of approximately 1500 feet of 21-inch gravity main Along Macarthur Drive between UP Railroad and Eleventh Street. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 21-inch diameter gravity main be replaced with a 24-inch diameter gravity main.
• Gravity Main to Serve Chrisman Road (WWGM -17): This project includes the replacement of approximately 2700 feet of 12 and 15-inch gravity main West of Chrisman Road between Tulloch Drive and Schulte Road. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 12 and 15-inch diameter gravity main be replaced with an 18-inch diameter gravity main.

6.2.3 Existing Lift Station and Force Main Improvements There are no existing lift station or force main improvements. The existing system lift stations and force mains have capacity to convey existing PWWF.

6.2.4 Future Lift Station and Force Main Improvements
The following lift station and force main improvements are recommended to address future deficiencies.
• Hansen Lift Station Upgrade (Project WWLS-1): This project includes the expansion of Hansen Lift Station. The firm capacity is not adequate to convey the buildout PWWF. It is recommended that the lift station capacity be upgraded from 9.01 mgd to 10.4 mgd to accommodate future flows.
• Larch Lift Station Upgrade (Project WWLS-3): This project includes the expansion of Larch Lift Station. The firm capacity is not adequate to convey the 2040 and buildout PWWF. It is recommended that the lift station capacity be upgraded from 12.96 mgd to

17.5 mgd to accommodate future buildout flows.
• Hansen Force Main Upgrade (Project WWFM-2): This project includes the replacement of approximately 6,240 feet of 12-inch diameter force main. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended the pipeline be replaced with a 16-inch diameter force main to accommodate future flows.

6.2.5 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.
• Lammers Projects (WWLS-2, WWFM-1, and WWGM-5): These projects will service future growth in the southern area of the City. Improvements will consist of a lift station, force main, and gravity pipelines. The project will connect into the existing system on Corral Hollow Road. This project will alleviate deficiencies on Corral Hollow Road by directing flows to Lammers Road. This project is separated into the following segments:
- WWLS-2 is a lift station that would be required to route flow from Corral Hollow Road to Lammers Road to alleviate the deficiencies along Corral Hollow Road.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 6-17

- WWFM-1 consists of approximately 7,790 feet of 14-inch diameter force main located along West Schulte Road from Corral Hollow Road and Lammers Road. - WWGM-5 consists of approximately 3,310 feet of 18-inch diameter sewer main located along Lammers Road.
• Gravity Main to Serve Holly Sugar Industrial (WWGM-6): This project includes the addition of approximately 1,520 feet of 12-inch diameter gravity main west of MacArthur drive and south of Arbor Avenue. To anticipate development in this area (Holly Sugar Industrial) by 2040, it is recommended that these 12-inch diameter pipelines be added.
• Gravity Main to Serve Ellis (WWGM-7): This project includes the addition of approximately 1,760 feet of 12-inch diameter gravity main along Ellis Town Drive, between Corral Hollow Road and Middlefield Drive. To anticipate development in this area (Ellis) by 2040, it is recommended that these 12-inch diameter pipelines be added. • Gravity Main to Serve Rocking Horse and UR7 Bright/Castro (WWGM-8): This project includes the addition of approximately 4,700 feet of 12-inch diameter gravity main along Schulte Road and Mabel Josephine Drive. To anticipate development in this area (Rocking Horse and UR7 Bright/Castro) by 2040, it is recommended that these 12-inch diameter pipelines be added.
• Gravity Main to Serve Avenues and SWC Valpico and Corral Hollow (WWGM-9): This project includes the addition of approximately 2,650 feet of 12-inch diameter gravity main along Valpico Road, west of Corral Hollow Road. To anticipate development in this area (Avenues and SWC Valpico and Corral Hollow) by 2040, it is recommended that these 12-inch diameter pipelines be added.
• Gravity Main to Serve Tracy Village (WWGM-10): This project includes the addition of approximately 1,720 feet of 12-inch diameter gravity main along Valpico Road, east of Corral Hollow Road. To anticipate development in this area (Tracy Village) by 2040, it is recommended that these 12-inch diameter pipelines be added. • Gravity Main to Serve Chrisman (WWGM-13): This project includes the addition of approximately 5,750 feet of 12-inch diameter gravity main along Paradise Road, south of West Grant Line and along Chrisman Road, south of Paradise Road. To anticipate development in this area (Chrisman Road) by 2040, it is recommended that these 12-inch diameter pipelines be added.
• Gravity Main to Serve Rocha (WWGM-14): This project includes the addition of approximately 1,420 feet of 12-inch diameter gravity main east of Spur Line Railroad and south of Yosemite Drive. To anticipate development in this area (Rocha) by 2040, it is recommended that these 12-inch diameter pipelines be added.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-1

Chapter 7

WASTEWATER TREATMENT PLANT

EVALUATION AND PROPOSED GRADES
This chapter discusses the current treatment processes at the City WWTP, as well as applying the projected flows as summarized in Chapter 4 to assess the capacity of the WWTP by process.

7.1 Existing Wastewater Treatment Plant Process Overview The WWTP currently treats approximately 7.35 mgd of average dry weather influent flows. The influent is comprised of both municipal and industrial waste streams, with the primary industrial contributor being Leprino Foods. The treatment facility operates municipal, industrial, and solids treatment processes.

7.1.1 Liquid Treatment Stream
The liquid treatment process begins with the industrial pretreatment ponds, which then flow into the remainder of the treatment facility along with the raw influent municipal wastewater.

7.1.1.1 Headworks
The headworks of the facility consists of several processes beginning with influent receiving and splitting. There is a specified manhole at the facility for commercial as well as recreational sewage to be unloaded, where it joins with the influent stream from the sanitary sewer system.

The combined influent flow is then split into up to two channels before entering two 36-inch pipes containing magnetic flow meters for measuring the influent flow. Following flow measurement, the influent is directed into a 3-foot-wide channel equipped with a mechanically cleaned screen. The screenings are directed to a washer/compactor to prepare the screenings for removal from the facility. Finally, the influent stream is measured for temperature, and sampled using an automatic composite sampler downstream of the influent screens before moving to the primary clarifiers.

7.1.1.2 Primary Treatment
Primary treatment begins with clarification to settle out particulate matter that passed through the influent screens. The facility currently operates two rectangular primary clarifiers and one circular primary clarifier. Straight edged weirs are used to split the flow equally to the two clarifiers that run-in tandem at any given time, with the third clarifier serving as redundancy.

Downstream of the primary clarifiers is a flow equalization basin that also serves as emergency storage. The equalization basin is used to provide flexibility in higher flow scenarios for secondary treatment basin loading and tertiary treatment contact time.

7.1.1.3 Secondary Treatment
Secondary treatment at the Tracy WWTP primarily consists of a biological treatment process split into two identical treatment trains. Each treatment train begins with an anoxic selector split into two compartments. The anoxic selectors are followed by two aerobic zones equipped with CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 7-2 | JULY 2023 | FINAL

dissolved oxygen (DO) control. Following the biological treatment trains the flow is split and a portion of the flow is returned to the anoxic selectors to keep the anoxic environment sustained.

Flow is then equally distributed between 3 secondary clarifiers to settle out the microorganisms and return a portion of them to the aeration basins. Following the secondary clarifiers, the flow enters the secondary effluent pump station where it is pumped to the tertiary filtration system.

7.1.1.4 Tertiary Treatment
The tertiary treatment system begins with the addition of an alum/polymer solution to stimulate coagulation before filtration to meet regulatory and filter operational requirements. The tertiary filtration system consists of two deep bed filtration trains of four filter cells per train. Each filter utilizes anthracite mono-media and is scoured with air and water for backwashing. These filters ensure that the effluent is treatment to meet the National Pollutant Discharge Elimination System (NPDES) limitations as well as recycled water requirements.

Following the tertiary filters flow enters the disinfection channels following the addition of chloramines. The chlorine contact channel provides adequate time for disinfection regulations and is followed by addition of sulfur dioxide to dechlorinate to residual chlorine requirements before entering the reaeration zone. The effluent flow is reaerated using fine bubble membrane disc diffusers. The final step in the treatment process is metering the effluent flow using a Parshall flume before the effluent enters the final pumping station.

7.1.2 Solids Treatment
Solids treatment at the City WWTP will not be described in detail due the focus on liquid treatment capacities in this chapter. The treatment of solids begins with the portion of settled microorganisms (sludge) from the secondary clarifiers. A portion of the sludge is returned, return activated sludge (RAS), to the aeration basins to stimulate population growth and treatment efficiency. The portion of the sludge that is not returned to the aerations basins is called waste activated sludge (WAS) and is sent to the solids treatment system alongside the settled matter from primary clarification (primary solids).

The WAS enters a dissolved air floatation thickening (DAFT) bed to thicken the sludge for anaerobic digestion. The thickened WAS then enters the anaerobic digesters along with the primary solids where the material is further broken down in a series of biological and environmental processes. The digested sludge is then dried to form sludge cakes on drying beds before it is removed from the facility to either be land applied or placed in a landfill.

7.2 Historical Flows and Loads
The historical flows and loads discussed in this chapter primarily come from the City WWTP Facility Plan prepared by CH2M in 2019.

7.2.1 Historical Flows
Figure 7.1 shows the influent flow data for the years 2013-2017, as indicated in the 2019 Facility Plan.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-3

Figure 7.1 Historical Influent Flow to the City WWTP

7.2.2 Historical Loads
Figure 7.2 shows the historical influents loads for biochemical oxygen demand (BOD), total suspended solids (TSS), and ammonia (NH3) in a pounds per day (ppd) basis for the years of 2013-2017 as indicated in the 2019 Facility Plan. It is important to note that the headworks of the facility performed periodic grease flushing over the course of 2016 and 2017 which resulted in the exclusion of some BOD and TSS data for those years.

Figure 7.2 Historical BOD, TSS, and NH3 Loading to the City WWTP

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN

7.3 Projected Flows and Loads

7.3.1 Projected Flows
The projected flows for the City WWTP were developed by Carollo in 2020, and can be found more in-dep
th in Chapter 4. Tab
le 7.1 summarizes the projected flow conditions as they relate to the WWTP capacity.

Table 7.1 Projected Flows for the City WWTP
PWWF 16.95 25.35 30.14

7.3.2 Projected Loads
Projected loads for the City WWTP were developed based on the loading cited in the 2019 Facility Plan and standardized to the population at that time to create a pounds per person per day basis and not a weight/flow basis. This ppd rate for each contaminant (BOD, TSS, and NH
3) was then used alongside projected populations (see Table 7.2) to estimate the loading currently, in the year 2040, and at buildout conditions.

Table 7.2 Projected Populations for the City

Existing 2040 Buildout
Population 95,931 170,152 185,961

Table 7.3 Unit Loading Rates from 2019 Facility Plan

Loading Rate (pounds per person per day) Average
BOD 0.211
TSS 0.175
NH3 0.020
Population increase (percent) 0.0205

The 2022 and 2040 populations were estimated using a yearly growth rate of 0.02 (averaged from 2015-202
0 population growth rate) and assuming exponential population growth. The buildout population was estimated by dividing the last known population (2020 census) by the percent of land used, where 100 percent usage represents buildout. This assumed that under buildout conditions the land use percentages will be similar. Tabl e 7.4 shows the resulting
projected loads based on the associated estimated populations.

Table 7.4 Contaminant Loading Projections for the City

Contaminant
Loading
Units Existing 2040 Buildout
BOD ppd 20,278 35,966 39,308
TSS ppd 16,773 29,750 32,515
NH3 ppd 1,921 3,407 3,724

7-4 | JULY 20 23 | FINAL
Flow Condition Existing (mgd) 2040 (mgd) Buildout (mgd) ADWF 7.35 12.84 15.65

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-5

7.4 Wastewater Treatment Plant Capacity Analysis
The projected flows and loads were then used to assess the capacity of the WWTP using process capacities that were both calculated based on as well as pulled from the 2019 Facility Plan. In particular, the treatment facility is concerned about the capacity of the outfall pipe as well as the secondary treatment process and already have plans to upgrade those processes to increase capacity.

7.4.1 Outfall Capacity
As mentioned above, the WWTP is upgrading the outfall pipeline with an expected completion date of summer 2020. This upgrade will increase the capacity of the outfall pipe from 9 mgd to 16 mgd. Figure 7.3 summarizes the predicted flows in relation to the capacity of the outfall pipeline by the time each flow prediction is reached.

Figure 7.3 Outfall Capacity Compared to Projected Flows

7.4.2 Secondary Treatment Capacity
The secondary treatment capacity was evaluated on both a flow and load basis, with the loading capacity assessed by BOD loading. The City is upgrading the secondary treatment basins as well by adding a fourth basin of equal size, which increases the total basin volume by 30 percent.

Loading capacity of the basins was assessed using mixed liquor suspended solids (MLSS) concentration and settleability assessed under the PWWF conditions. The upgrade has an anticipated completion date of 2025. Figure 7.4 and Figure 7.5 summarize the flow and load capacities as they relate to the projected flows and loads.

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN

Figure 7.4 Secondary Treatment Flow Capacity Compared to Projected Flows

Figure 7.5 Secondary Treatment Load Capacity Compared to Projected BOD, TSS, and NH3 Loads

7.4.3 Overall Facility Capacity
In addition to assessing the capacity of processes with upgrades in progress, the estimated flow capacity, from the 2019 Facility Plan, of all treatment processes was compared to the predicted future flows to predict when upgrades may be necessary. The hydraulic capacity was used to assess most processes unless detention time or overflow rate was a more appropriate analysis.

7-6 | JULY 2023 | FINAL

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-7

Figure 7.6 Hydraulic Capacity of Each Treatment Process Compared to Projected Flows

7.5 Current Treatment Plant Upgrades
The City is currently undergoing a series of treatment plant upgrades. Phases 1A, 1B, 2A, and 2B are fully complete, Phase 2C is designed but has yet to be completed. Phase 1A and 1B increased the treatment plant capacity from 6.5 mgd to 10.8 mgd. Table 7.5 summarizes the Phase 1 and 2 upgrades in detail.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-9

Table 7.5 Phase 1 and 2 Treatment Plant Upgrades

Phase Description

1A
• Completed 2002. Consists of upgrades to 3 Primary Effluent pumps, 3rd Secondary Clarifier, new RAS/WAS pump station, groundwa ter pump station near secondary clarifiers, upgrade of 2 Effluent pumps, and associated electrical and instrumentation and control systems.

Increased capacity from 6.5 mgd to 9 mgd.

1B
• Completed in 2007. Increased treatment capacity from 9 to 10.8 mgd (no increase in discharge capacity). The following items are part of Phase 1B.
• Construction-phase security upgrades.
• Modifications to septage receiving and raw wastewater intake to Plant. • Internal remodel of existing Administration Building and existing Control Building. • New Headworks.
• Demolition of existing headworks building (superstructure only) and old laboratory. • Demolition of existing unused digester complex (excepting digester to be converted to Biofilter). • Conversion of existing abandoned digester to Biofilter. • New Primary Influent Distribution Box and revised feed piping to primary clarifiers. • Demolition of existing Domestic Primary Clarifier Nos. 1 and 2. • New circular Primary Clarifier (No. 1).
• New Primary Effluent Collection Box.
• Demolition of Distribution Box No. 6.
• New Primary Sludge Pump and associated piping and controls installed in existing Primary Sludge Pump Station structure. • New primary scum handling facilities including primary scum pit, heated primary scum tank, pumps, and concrete utility trench for routing of primary scum piping and hot water piping to/from existing operational digester complex. • New primary e ffluent pump and revisions to Primary Effluent Pump Station. • Three new Aeration Basins with connecting below-grade gallery complex including miscellaneous built-in pump stations, piping, and ancillaries.
• Revisions to Distribution Box No. 1.
• Revisions to Distribution Box No. 3.
• Replacement mechanisms and miscellaneous components for existing Secondary Clarifier Nos. 1 and 2. • Addition of flocculation well for existing Secondary Clarifier No. 3. • New Secondary Effluent Collection Box.
• New Secondary Scum Pump Station (manhole configuration). • New Secondary Effluent Pump Station.
• New 2 million gallon Flow Equalization Tank.
• New Tertiary Filter complex with connecting gallery.
• New filter chemical storage and handling facility.
• New Blower Building with control room and electrical room. • Modifications to existing aeration basins to convert them to Filter Backwash Equalization Tanks. • New Disinfection Chemical Building for chlorination and dechlorination chemicals and associated emergency scrubber. • New filter backwash pumps located adjacent to existing Chlorine Contact Basins 1 and 2. • New Distribution Box No. 7.
• Modifications to Plant Effluent Channel to divert effluent to post-aeration. • New Post-A eration Basin.
• Modifications to existing rectangular clarifiers (out of service) to convert to Chlorine Contact Basins 5 and 6. • Miscellaneous modifications to existing blower room, primary effluent pump station, and aeration basin gallery. • New plant water (3W) pumps and strainers, and relocation of existing 3W pump. • Pavement of two existing sludge drying beds.
• Conversion of one existing sludge drying bed to handle filter backwash solids. • New Standby Generator Facility and relocation of existing diesel storage tank. • New primary power facilities.
• Electrical system improvements.
• Process Instrumentation and Control System Improvements. • Site and facility security systems.
• Site improvements/yard piping.
• New Plant Stormwater Pump Station (manhole type).
• Grading of existing emergency storage pond and miscellaneous modifications to outfall structures and intake within the pond. • New industrial pond return flow polymer addition facility. • Removal of contents and cleaning of existing Digesters No. 1 and 2.

2A
• Under construction. Proposed completion is Spring 2023. Increased discharge capacity from 9 mgd to 16 mgd (no increase in treatment capacity).
• The following items are part of Phase 2A.
• Installation of a 42-inch diameter effluent outfall pipeline from the City WWTP to a diffuser in the Old River and includes about 18,000 feet of 42-inch pipeline and 36-inch, 20-inch, 14-inch, 12-inch and 8-inch yard piping, a new pipeline diffuser system, new pumps and mechanical piping, a flowmeter vault, pond 3 pump station upgrade, miscellaneous appurtenances and electrical and communications conduits and integration.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-11

Table 7.5 Phase 1 and 2 Treatment Plant Upgrades (continued)

Notes:
• 90% Design complete. Construction timing unknown. Will increase treatment capacity from 10.8 mgd to 12 mgd (actual treatment capacity is unknown since the BOD loading is increasing every year and actual construction timing is unknown). • The following items are part of proposed Phase 2C.
• Septage receiving station.
• Fiberglass box, weir gates, pumps, and piping for grease removal from headworks. • Replacement of two existing perforated bar screens with multiple rake bar screens and associated electrical and instrumentation and controls.
• Packaged Power Center for headworks.
• Addition of weir gate and scum pumps downstream of bar screens. • Grit removal basins, grit pumps, grit separator, and washer. • Demolition of old industrial primary clarifier at the location of proposed Grit Removal System. • Installation of new large diameter pipes.
• New Aeration Ba sin (#1) and associated pipes in the existing secondary gallery. • Demolition of old large diameter concrete pipes, old electrical, and other pipes at the location of proposed Aeration Basin (#1). • One additional Turblex Blower and associated control panels. • Two large pumps in the existing secondary gallery and associated electrical and instrumentation and control systems. • Valves, flow control devices, flow meters of various sizes in the existing gallery. • Above and underground piping, electrical, and instrumentation and controls systems, including underground and above ground facilities. • Solids Dewatering Structure.
• Overhead crane system.
• Three Centrifuges, associated piping, and control panels. • Hopper and Conveyor system for loading dewatered sludge. • Excavation in an extremely congested area around existing utilities and extensive dewatering. • Concrete slab to support pumps and various structures. • Discharge header pipelines, control valves, air relief valves, flow meters, pipe supports, pressure sensors, air relief valves, and other appurtenances.
• Electrical systems including adjustable frequency drives, circuit breakers, switch boards, motor control centers, electrical conduits, conductors and concrete encased duct banks.
• Instrumental and control systems.
• Telemetry and supervisory control and data acquisition. • Testing, sta rtup and operator training.
• Cathodic protection system.
• Surveying.
• Utility Potholing.
• Reconstruction of existing road with new asphalt concrete paving. • Tie into existing piping and systems.
• Area lighting.
(1) Provided by City staff.

Under construction. Proposed completion is Fall 2023. Upgrades to solids treatment and primary treatment. Phase 2 was proposed to be complete in ONE phase. Due to lack of funds (or cash flow), it is being done in two phases. So, no increase in treatment capacity until Phase 2C is complete. The following items are part of Phase 2B.

Replacement of one existing perforated bar screens with multiple rake bar screen and associated electrical and instrumentation and controls.
100 feet diameter Circular Primary Clarifier.

Groundwater Pump Station.

Demolition of old rectangular domestic primary clarifier at the location of proposed Circular Primary Clarifier.

Investigation and demolition of old large diameter concrete pipes, old electrical, and other pipes at the location of proposed Circular Primary Clarifier.

Installation of new large diameter pipes.

Valves, flow control devices, flow meters of various sizes.

Electrical Building for Digester Complex consisting of switch boards, circuit breakers, electrical and instrumentation and controls panels. 75 feet diameter above ground digester.

Digester support facility and concrete trench for pipes. 12 kilovolt power supply from existing junction box to the new Transformer next to Electrical Building.

Pumps, heat exchangers, control panels, and associated piping.

Above and underground piping, electrical, and instrumentation and controls systems, including underground and above ground facilities.

One centrifuge, associated piping, and control panels.

Conveyor system for loading dewatered sludge.

Excavation in an extremely congested area around existing utilities and extensive dewatering.

Concrete slab to support pumps and various structures.

Discharge header pipelines, control valves, air relief valves, flow meters, pipe supports, pressure sensors, air relief valves, and other appurtenances.
• Electrical systems, including adjustable frequency drives, circuit breakers, switch boards, motor control centers, electrical conduits, conductors, and concrete encased duct banks.
• Instrumental and control systems.
• Telemetry and supervisory control and data acquisition. •
•
•
•
•
•
•
•
•
•
•
•
•
2B
•

•

•
•
•
•
Description Phase

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-13

7.6 Planned Treatment Plant Upgrades
The 2019 Facility Plan also included a recommended phasing for upgrading the treatment processes that were estimated to run out of capacity based on their projected flows and loads.

The phasing was intended to allow the facility to upgrade processes just before they were operating at capacity. These phases do not include the outfall upgrade or aeration basin addition as those upgrades are already in progress. Table 7.6 through Table 7.8 summarize the proposed upgrade phases from the 2019 Facility Plan.

Table 7.9 and Table 7.10 indicate a revised phasing plan for treatment upgrades using the above capacities and revised future flows/loads. This phasing plan does not consider the age or maintenance requirements of existing systems, these upgrades are recommended based on treatment capacity alone.

Phase 3 of the revised proposed upgrades represents processes that need to be upgraded before/near the 2040 predicted flows and phase 4 of the revised proposed upgrades represent processes that will need to be upgraded before/near buildout conditions.

Table 7.6 Proposed Phase 3 Upgrades

Proposed Phase 3 Upgrades
Process Upgrade
New Primary In fluent Distribution Box
Circular Clarifier #3
Scum Heating and Transfer System #2
Add Pump to Match Existing in Primary Effluent Pump Station New Primary Effluent Equalization Pump Station
Primary Effluent Equalization Tank #2
Aeration Basins #5 and #6
RAS Pump Station #2
New Mixed Liquor Distribution Box
Galleries for Aerations Basins #5 and #6
New WAS and Mixed Liquor Pump Station
New Glycerin Feed and Storage System
Retrofit North Chlorine Contact Basins
New UV System
Anaerobic Digester #4
Remove 1975 Trickling Filters
New Centrate Equalization Tank and Pump Station
CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 7-14 | JULY 2023 | FINAL

Proposed Phase 4 Upgrades
Process Upgrade
Proposed Phase 5 Upgrades
Process Upgrade
Table 7.7 Proposed Phase 4 Upgrades

Additional Influent Screen and Channel
Expand Grease Removal System
Remove Rectangular Clarifiers and Primary Sludge Pump Station Primary Sludge Pump Station #2
Aeration Basin #7
Gallery for Aeration Basin #7
Blower Building #2
Secondary Clarifier #2
Conventional Deep Bed Filters #9 and #10
New Inline Rapid Mixer
New Coagulant Feed System
Recycled Water Pump Station Expansion
Remove Existing DAFTs #1 and #2
New Gravity Belt Thickeners #1 and #2

Table 7.8 Proposed Phase 5 Upgrades

Grit Removal Basin #4
Circular Clarifier #4
Primary Effluent Equalization Tank #3
Conventional Deep Bed Filters #11 and #12
New Additional UV Banks
Anaerobic Digester #5
New Digested Sludge Holding Tank
New Larger Centrifuges
Grit Removal Basin #3

Relocate Plant Control Building

New Secondary Effluent Pump Station

New Filter Backwash Supply Pump Station

Gravity Belt Thickener #3

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 7-15

Table 7.9 Revised Phase 3 Proposed Upgrades

Revised Phase 3 Upgrades
Process Upgrade
Grit Removal Ba sin #3
Circular Clarifier #3
Primary Sludge Pump Station #2
Primary Effluent Equalization Tank #2
Aeration Basin #5
Secondary Clarifier #2
New WAS and Mixed Liquor Pump Station
Anaerobic Digester #4
Remove 1975 Trickling Filters
New Centrate Equalization Tank and Pump Station
New Sludge Drying Bed #4

Table 7.10 Revised Phase 4 Proposed Upgrades

Revised Phase 4 Upgrades
Process Upgrade
Additional Influent S creen and Channel
New Primary Effluent Equalization Pump Station
New Outfall Pipeline

7.7 Summary and Findings

7.7.1 Current Capacity
The current WTWP capacity is not sufficient for the existing flows, in particular the outfall and secondary treatment system. However, both the outfall pipeline and secondary treatment system are currently undergoing expansion, which will increase the capacity to meet current influent flows. The Outfall pipeline will increase from 9 mgd to 16 mgd which should provide enough capacity for projected buildout flows or approximately 19,200 EDUs of growth. The secondary treatment system will be increased hydraulically by 30 percent, increasing the current capacity of 12.2 mgd to 16.2 mgd in the next few years. The updated hydraulic capacity will provide enough capacity for just under projected buildout flows and provides capacity for approximately 15,350 EDUs of growth. The secondary treatment load capacity will increase by approximately 30 percent as well, increasing from 18,000 ppd of BOD to 24,000 ppd of BOD.

This will provide enough capacity for current loading conditions, but by 2040 the loading will exceed the capacity of the secondary clarifiers.

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 7-16 | JULY 2023 | FINAL

7.7.2 Future Capacity
As summarized in the Revised Phase 3 Upgrades presented above, several processes beyond secondary treatment and the outfall pipeline will require capacity increases before 2040. These processes include an additional aeration basin and secondary clarifier as discussed above, but also an additional grit basin, an additional circular primary clarifier, addition to the primary sludge pumping station, an additional primary effluent equalization tank, addition to the secondary sludge pump station, an additional anaerobic digester, an additional centrifuge, and an additional sludge drying bed. These recommended updates are recommended based on flow capacity alone, without taking age of existing equipment or maintenance requirements into account.

Assuming all processes included in the Phase 3 Upgrades are upgraded and meet the capacity need of projected buildout flows, the only processes that will require capacity increases before buildout flows are realized are an additional influent screen, addition to the primary effluent equalization pump station, and additional capacity at the outfall. Once again, these recommendations are made on a flow based capacity only.

7.7.3 Wastewater Treatment Plant Expansion Areas
The future expansion of the WWTP will require use of land located adjacent to the existing WWTP. Decades ago, the City's wastewater enterprise fund purchased land located north and west of the existing site for the future expansions. A map of the acquired lands are shown in Appendix F. Portions of this land will be used for other purposes as well. A portion of the land will be reserved for potential improvements including the effluent cooling system if it is required by the future NPDES permit or other permitting requirements. The City has also leased certain portions of the land to Combined Solar Technologies (CST) for construction of a desalination plant and for storage of agricultural waste for fuel for the plant. Additionally, a portion of the land may be used for temporary or permanent storage facilities for recycled water.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 8-1

Chapter 8

CAPITAL IMPROVEMENT PLAN
This chapter presents the City's sewer CIP and summary of the capital costs. 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.

8.1 Project Prioritization
Prioritizing the required capital improvements for the City is an important part of this study.

Improvement projects were prioritized in the following order:
• Upgrade existing facilities to mitigate current capacity deficiencies. • Upgrade existing facilities to accommodate increased wastewater flows associated with long term planning (2040) and buildout.
• Construct new infrastructure required to serve future users.

Based on these factors, each project was categorized as either a Near Term, Future (Year 2040), or Buildout project. Near term projects are targeted for implementation by year 2030. Long term projects are targeted for implementation between years 2031 and 2040. Buildout projects are targeted for implementation beyond 2040 and are outside of the planning period.

Implementation of future capacity and growth improvements ultimately depends on growth. For this reason, the phasing assumptions presented in this report are estimates, and changes in the City's planning assumptions or growth projections may shift priority of each project.

8.2 Capital Improvement Project Costs
The capacity upgrades and other system capital improvements set the foundation of the City's sanitary sewer collection system CIP. The cost estimates presented in this study are opinions developed from bid tabulations, cost curves, information obtained from previous studies, and Carollo experience on other projects. The costs are based on an Engineering News Record Construction Cost Index (ENR CCI) for San Francisco of 15,640 (July 2022).

8.3 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 (AACE) 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 TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 8-2 | JULY 2023 | FINAL

8.4 Construction Unit Costs
The construction costs are representative of sewer collection system facilities under normal construction conditions and schedules. Costs have been estimated for public works construction.

Land acquisition costs of $250,000 per acre was used for applicable projects.

8.4.1 Pipeline Unit Costs
Sewer pipeline improvements range in size from 8 inches to 27 inches in diameter in this study.

There are gravity main and force main improvements recommended in this study. Unit costs for the construction of pipelines and appurtenances (e.g., manholes) are shown in Table 8.1. 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 8.1 Gravity Pipeline Unit Construction Costs

Pipe Diameter
(inches)
Replacement Unit Construction Cost
($/linear foot)
Gravity Mains
8 260
10 270
12 285
14 300
15 305
18 330
20 405
21 420
24 460
27 520
Force Mains
14 445
16 445
Notes:
(1) ENR 20 City Average Construction Cost Index for July 2022 is 15,640.

8.4.2 Lift Station Unit Costs
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 $0.50 per gallon.

8.5 Project Costs and Contingencies
Project cost estimates are calculated based on elements, such as the project location, size, length, and other factors. Allowances for project contingencies consistent with an "Order of Magnitude" estimate are also included in the project costs prepared as part of this study, as outlined in this section.

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 8-3

8.5.1 Baseline Construction Costs
Baseline construction cost is the total estimated construction cost, in dollars, of the proposed improvements for pipelines. Baseline construction costs were calculated by multiplying the estimated length by the unit construction cost listed in Table 8.1.

8.5.2 Capital Improvement Cost
Other project costs include costs associated with engineering, construction-phase professional services, and project administration. Engineering services associated with new facilities include preliminary investigations and reports, right-of-way (ROW) 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 such items as construction management, engineering services, materials testing, and inspection during construction. Finally, there are project administration costs, which cover such items as legal fees, environmental/California Environmental Quality Act (CEQA) compliance requirements, financing expenses, administrative costs, and interest during construction.

As shown in the following sample calculation of the capital improvement cost, the total cost of all project contingencies (general contingency, design cost, and construction management) is 35 percent of the baseline construction cost. This 35 percent markup are the City’s standard markup costs. These project Calculation of the 35 percent is the overall markup 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
General Contingency (15 percent) $150,000
Design Cost (10 percent) $
100,000
Construction Management (10 percent) $100,000
Capital Improvement Cost $1,350,000

8.6 Capital Improvement Program Implementation
The proposed capital improvements are prioritized based on their urgency to mitigate existing deficiencies and for serving future growth. The capital improvements were phased according to the following improvement categories:
• Phase 1 (2022-2026): This phase includes projects that are targeted as highest priority existing improvements.
• Phase 2 (2027-2030): This phase includes medium priority existing improvements. • Phase 3 (2031-2040): This phase includes low priority existing improvements, as well as projects triggered by growth that is expected to occur by the year 2040. • Phase 4 (2041 and beyond): This phase includes improvements related to ultimate buildout of the City.

A summary of the capital project costs is presented in Table 8.2. 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 probably 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 CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 8-4 | JULY 2023 | FINAL

improvement sheets can be found in Appendix E. Projects that are not capacity or development related were listed in the “other projects”.

Figure 8.1 illustrates the CIP cost summary by project type. As shown in Figure 8.1, other projects account for 64 percent of the recommended improvements. Table 8.3 provides a summary by phase and project type. Phase 2 improvements account for the smallest cost share at 5.0 percent ($10.0 million) of the total project cost, with Phase 4 having the largest cost share at 40 percent ($81.4 million).

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 8-5

WWGM-3 Gravity Main along North Central
Avenue 8 15 450 $185,000 $185,000 $- $- $- $- $185,000 $- $- $- $- Lift Stations Capacity (mgd) Capacity (mgd) $19,103,000 $- $19,103,000 $- $- $- $- $- $- $7,034,000 $13,331,000

Table 8.2 Collection System Capital Improvement Plan

Project Existing
Size/Type
Proposed
Size/Type
Proposed
Amount
CIP Cost
Estimate
(1)(2)($)
Existing
User Cost ($)
Future User
Cost ($)
CIP Phasing ($)
Near-Term Long-Term Build-Out
2022 2023 2024 2025 2026 2027-2030 2031-2040 2041 & beyond Capacity Related Improvements $33,575,000 $2,067,000 $31,508,000 $- $169,000 $196,000 $185,000 $3,765,000 $- $11,139,000 $21,886,000 Gravity Mains Diameter (in) Diameter (in) Length (ft) $9,353,000 $2,067,000 $7,286,000 $- $169,000 $196,000 $185,000 $3,765,000 $- $4,105,000 $4,698,000 WWGM-1 Gravity Main along Bessie Avenue 8 12 440 $169,000 $169,000 $- $- $169,000 $- $- $- $- $- $- WWGM-2 Gravity Main along Bessie Avenue 10 12 510 $196,000 $196,000 $- $- $- $196,000 $- $- $- $- $- Phase 2 Corral Hollow Phase 2 - 18 8450 $3,765,000 $- $3,765,000 $- $- $- $- $- $- $3,765,000 $-

WWGM-11 Gravity Main along Lammers Road and
Byron Road 21 27 2710 $1,902,000 $- $1,902,000 $- $- $- $- $- $- $- $1,902,000

WWGM-15 Gravity Main along Acacia Street and
Franklin Avenue 18 21 750 $425,000 $302,000 $123,000 $- $- $- $- $- $- $- $425,000

WWGM-17 Gravity Main along Chrisman Road 12 18 2,700 $1,203,000 $553,000 $650,000 $- $- $- $- $- $- $- $1,203,000 WWLS-1 Hansen Lift Station 9.01 10.8 TBD $7,290,000 $- $7,290,000 $- $- $- $- $- $- $7,034,000 $- WWLS-3 Larch Lift Station 12.96 17.5 TBD $13,331,000 $- $13,331,000 $- $- $- $- $- $- $- $13,331,000 Force Main Diameter (in) Diameter (in) Length (ft) $3,857,000 $- $3,857,000 $- $- $- $- $- $- $- $3,857,000 WWFM-2 Hansen Force Main 12 16 6420 $3,857,000 $- $3,857,000 $- $- $- $- $- $- $- $3,857,000 Development Related Improvements $40,936,000 $- $40,936,000 $- $- $- $- $- $9,222,000 $4,753,000 $26,961,000 Gravity Mains Diameter (in) Diameter (in) Length (ft) $33,188,000 $- $33,188,000 $- $- $- $- $- $1,474,000 $4,753,000 $26,961,000 WWGM-5 Gravity Main along Lammers Road -- 18 3,310 $1,474,000 $- $1,474,000 $- $- $- $- $- $1,474,000 $- $- WWGM-6 Gravity Main to Serve Holly Sugar
Industrial -- 12 1,520 $585,000 $- $585,000 $- $- $- $- $- $- $585,000 $- WWGM-7 Gravity Main to Serve Ellis -- 12 1,760 $678,000 $- $678,000 $- $- $- $- $- $- $678,000 $- WWGM-8 Gravity Main to Serve Rocking Horse
and UR7 Bright/Castro -- 12 4,700 $1,809,000 $- $1,809,000 $- $- $- $- $- $- $1,809,000 $- WWGM-9 Gravity Main to Serve Avenues and SWC
Valpico & Corral Hollow -- 12 2,650 $1,019,000 $- $1,019,000 $- $- $- $- $- $- $1,019,000 $- WWGM-10 Gravity Main to Serve Tracy Village -- 12 1,720 $662,000 $- $662,000 $- $- $- $- $- $- $662,000 $- WWGM-13 Gravity Main to Serve Chrisman -- 12 5,750 $2,213,000 $- $2,213,000 $- $- $- $- $- $- $- $2,213,000 WWGM-14 Gravity Main to Serve Rocha -- 12 1,420 $547,000 $- $547,000 $- $- $- $- $- $- $- $547,000 Cordes Ranch Gravity Mains to Serve Cordes Ranch -- Multiple 66,160 $24,201,000 $- $24,201,000 $- $- $- $- $- $- $- $24,201,000 Lift Stations Capacity (mgd) Capacity (mgd) $3,068,000 $- $3,068,000 $- $- $- $- $- $3,068,000 $- $- WWLS-2 Lammers Lift Station - 4.36 N/A $3,068,000 $- $3,068,000 $- $- $- $- $- $3,068,000 $- $- Force Main Diameter (in) Diameter (in) Length (ft) $4,680,000 $- $4,680,000 $- $- $- $- $- $4,680,000 $- $- WWFM-1 Schulte Road Force Main - 14 7,790 $4,680,000 $- $4,680,000 $- $- $- $- $- $4,680,000 $- $- Other Projects $127,795,000 $2,925,000 $124,870,000 $- $150,000 $150,000 $150,000 $150,000 $750,000 $57,387,000 $34,058,000 WWRR-1 Annual Sewer Line Replacement Program -- -- -- $2,700,000 $2,700,000 $- $- $150,000 $150,000 $150,000 $150,000 $600,000 $1,500,000 $- WWO-1 Wastewater Master Plan Update -- -- -- $450,000 $225,000 $225,000 $- $- $- $- $- $150,000 $300,000 $- WWO-2 WWTP Expansion Phase 2C -- -- -- $35,000,000 $- $35,000,000 $- $- $- $- $35,000,000 $- $- $- WWO-3 WWTP Expansion Phase 3 -- -- -- $55,587,000 $- $55,587,000 $- $- $- $- $- $- $55,587,000 $- WWO-4 WWTP Expansion Phase 4 -- -- -- $34,058,000 $- $34,058,000 $- $- $- $- $- $- $- $34,058,000 CIP Total $202,306,000 $4,992,000 $197,314,000 $- $319,000 $346,000 $335,000 $35,150,000 $9,972,000 $73,279,000 $82,905,000 Annual Cost $- $319,000 $346,000 $335,000 $35,150,000 $2,493,000 $6,107,000 N/A Notes:
(1) ENR 20 San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15 percent general contingency, 10 percent for design costs, and 10 percent for construction management.

WWGM-16 Gravity Main along MacArthur Drive 21 24 1,500 $932,000 $662,000 $270,000 $- $- $- $- $- $- $- $932,000 WWGM-12 Gravity Main along Corral Hollow Road 18 24 380 $236,000 $- $236,000 $- $- $- $- $- $- $- $236,000 WWGM-4 Gravity Main along MacArthur Drive 12 21 600 $340,000 $- $340,000 $- $- $- $- $- $- $340,000 $-

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023 | 8-7

Capacity Gravity Main Improvements
5%
Capacity Lift Station
Improvements
10%

Capacity Force Main
Improvements
2%

Other Projects
63%

Development Related
Improvements
20%

Figure 8.1 Project Cost Summary by Type

Table 8.3 CIP Cost by Project Type and Phase

Project Type
Phase 1 Phase 2 Phase 3 Phase 4
Total ($) (2022-2026)
($)
(2027-2030)
($)
(2031-2040)
($)
(2041 &
Beyond) ($)
Capacity/Storage Improvements

Expansion

Notes:
(1) ENR 20 San Francisco Construction Cost Index for July 2022 is 15,640.

Gravity Mains $550,000 - $4,105,000 $4,698,000 $9,353,000 Lift Station - - $7,034,000 $13,331,000 $20,365,000
Force Main - - - $3,857,000 $3,857,000
Subtotal $550,000 - $11,139,000 $21,886,000 $33,575,000 Development Related Improvements
Gravity Mains - $1,474,000 $4,753,000 $26,961,000 $33,188,000 Lift Station - $3,068,000 - - $3,068,000
Force Main - $4,680,000 - - $4,680,000
Subtotal - $9,222,000 $4,753,000 $26,961,000 $40,936,000 Other Projects
Master Plan - $150,000 $300,000 - $450,000
Annual Sewer
Line $600,000
Replacement

$600,000

$1,500,000

$2,700,000
WWTP $35,000,000 - $55,587,000 $34,058,000 $124,645,000 Subtotal $35,600,000 $750,000 $57,387,000 $34,058,000 $127,795,000 Total $36,150,000 $9,972,000 $73,279,000 $82,905,000 $202,306,000

CITY OF TRACY | WASTEWATER MASTER PLAN UPDATE | WASTEWATER MASTER PLAN 8-8 | JULY 2023 | FINAL

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. A summary of existing and future user cost share for the proposed projects by phase is summarized in Table 8.4, while Table 8.5 summarizes user cost by project type.

Table 8.4 CIP Cost by Reimbursement Category

Reimbursement
Category
Phase 1
(2022-2026)
($)
Phase 2
(2027-2030)
($)
Phase 3
(2031-2040)
($)
Phase 4
(2041 &
beyond) ($)

Total ($)
Existing Users $1,150,000 $750,000 $1,575,000 $1,517,000 $4,992,000 Future Users $ 35,000,000 $9,222,000 $71,704,000 $81,388,000 $197,314,000 Total $36,150,000 $9,972,000 $73,279,000 $82,905,000 $202,306,000

Table 8.5 CIP Cost by Project Type and Reimbursement Category

Project Type Existing User ($) Future User ($) Total ($) Capacity Improvements
Gravity Mains $2,067,000 $7,286,000 $9,353,000
Lift Stations - $20,365,000 $20,365,000
Force Mains - $3,857,000 $3,857,000
Subtotal $2,067,000 $31,508,000 $33,575,000
Development Related Improvements
Gravity Mains - $33,188,000 $33,188,000
Lift Stations - $3,068,000 $3,068,000
Force Mains - $4,680,000 $4,680,000
Subtotal - $40,936,000 $40,936,000
Other Projects
Wastewater Master Plan Update $225,000 $225,000 $450,000 Annual Sewer Line Replacement $2,700,000 $- $2,700,000
WWTP Expansion $- $124,645,000 $124,645,000
Subtotal $2,925,000 $124,870,000 $127,795,000
Total $4,992,000 $197,314,000 $202,306,000
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY FINAL | JULY 2023

Appendix A

LAND USE WITH TAZ ESTIMATES

General Plan Planning
Area/Common Name

TAZ

Total
Acres

Adjusted
Total
Acres
Overall
Density
(Units
per
Gross
Acre)

TAZ
2025

TAZ
2040

Taz
2040

TAZ
2040
to
Build
out

TAZ
Buildo
ut

TAZ
Build
out

Very Low
Density
(1.5 DU
per acre
typical)

Low
Density
(4.35 DU
per acre
typical)

Medium
Density
(9 DU per
acre
typical)
High
Density
SFD (13
DU per
acre
typical)
High
Density
Multi-
Family
(24 DU
per acre
typical)

Total
Resid
SF DU

Total
Resid
MF DU

Senior
/Assisted
Living

Institutional
(Hospital and
Medical Office)

Industria
l Acres
(0.5
FAR)

Retail/Co
mmercial/
Office
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Institu
tional
Acres
Sr.

Assist
Liv
Acres

acres

units

acres

square
footage

acres

UR 5 (Bright) (1) 527 170 108 8.2 546 10 40 38 10 10 546 0 0 0 0 10 789 100 240 100 240 0 0 0 0
UR 7 (Bright/Castro) (2) 792 112 107 5.7 150 456 40 48 606 0 0 0 0 0 Rocking Horse (3) 788 58 55 4.5 250 55 250 0 0 0 0 0 Tracy Village (4) 535 135 130 4.6 400 200 130 600 0 0 0 0 0 UR1 (5) 515 780 780 3.8 50 50 200 169 20 380 300 65 25 250 219 0 0 0 20 517 400 400 0 0 0 0 0
613 200 260 460 0 0 0 0 0
616 300 300 0 0 0 0 0
617 10 200 200 200 200 0 0 0 10 618 50 50 200 50 300 550 100 0 0 0 0 659 200 200 0 0 0 0 0
Ellis (6) 529 321 185 4.1 43 132 178 7 175 0 0 0 0 0 661 60 0 60 0 0 0 0
662 43 132 175 0 0 0 0 0
663 43 132 175 0 0 0 0 0
664 176 176 0 0 0 0 0
Ellis DA additional RGAs (7)
**2250 RGAs

665

562

2,250

0 0

0 666 562 562 0 0 0 0 0
600 563 563 0 0 0 0 0
667 563 563 0 0 0 0 0
Avenues (8) 670 96 96 4.7 350 96 350 0 0 0 0 0 599 103 103 0 0 0 0 0
UR10 (9) 660 116 116 N/A 116 0 0 0 0 116 0 Tracy Hills (10) 573 2732 1845 3.3 200 100 7 81 876 342 8 300 0 0 0 0 9 574 27 0 0 0 0 27 0
601 700 85 700 0 0 0 85 0
682 600 600 0 0 0 0 0
683 200 150 100 450 0 0 0 0 0
684 300 300 0 0 0 0 0
685 908 200 1,108 0 0 0 0 0
686 500 500 1,000 0 0 0 0 0
687 320 320 0 0 0 0 0
688 450 450 0 0 0 0 0
689 200 600 800 0 0 0 0 0
690 200 100 300 0 0 0 0 0
691 196 0 0 0 0 196 0
692 500 500 0 0 0 0 0
693 200 185 30 385 0 0 0 0 30
1044 50 50 0 0 0 0 0
Gateway (11) 794 535 454 75 8.5 302 34 34 50 17 0 377 1,557 0 688,000 0 0 120 839 17 69 0 0 86 0 0 0
840 0 0 0 0 0 0
843 12.5 50 0 0 63 0 0 0
844 8 50 33 34 50 0 0 0 0 75
845 20 60 50 0 0 0 130 0 0
847 160 325 485 0 0 0 0 0
848 18 5 75 20 93 0 25 0 0 0
UR6 (Cordes Ranch) (12) 829 1730 971 N/A 5 40 150 0 0 150 171 830 5 20 0 0 0 25
831 50 0 0 50 0
832 50 54 50 0 0 100 54
833 110 0 0 110 0
‐This Page Intentionally Left Blank‐

General Plan Planning
Area/Common Name

TAZ

Total
Acres

Adjusted
Total
Acres
Overall
Density
(Units
per
Gross
Acre)

TAZ
2025

TAZ
2040

Taz
2040

TAZ
2040
to
Build
out

TAZ
Buildo
ut

TAZ
Build
out

Very Low
Density
(1.5 DU
per acre
typical)

Low
Density
(4.35 DU
per acre
typical)

Medium
Density
(9 DU per
acre
typical)
High
Density
SFD (13
DU per
acre
typical)
High
Density
Multi-
Family
(24 DU
per acre
typical)

Total
Resid
SF DU

Total
Resid
MF DU

Senior
/Assisted
Living

Institutional
(Hospital and
Medical Office)

Industria
l Acres
(0.5
FAR)

Retail/Co
mmercial/
Office
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Institu
tional
Acres
Sr.

Assist
Liv
Acres

acres

units

acres

square
footage

acres

834 20 20 0 0 40 0
835 57 0 0 0 57
836 0 0 0 0
837 50 0 0 50 0
838 74 0 0 74 0
840 143 0 0 143 0
841 50 143 0 0 193 0
UR4 (Bright Triangle) (13) 795 190 162 5 816 34 0 816 0 0 0 43 817 22 0 0 0 0 0 22
818 22 0 0 0 0 0 22
828 80 0 0 0 0 0 80
UR3 (Catellus) (14) 819 700 700 0.1 66 40 0 0 0 0 66 40 820 40 66 0 0 0 0 66 40
821 60 66 60 0 0 0 66 0
822 67 0 0 0 0 67 0
823 67 0 0 0 0 67 0
824 45 67 0 0 0 0 67 45
825 67 0 0 0 0 67 0
1039 69 0 0 0 0 69 0
I-205 Expansion (15) 525 172 172 10.2 257 180 50 257 180 42 50 30 514 360 0 0 0 50 641 257 180 257 180 514 360 0 0 0 0 West Side Industrial (16) 528 487 485 N/A 120 240 0 0 360 0 842 200 0 0 200 0
851 45 45 0 0 90 0
East Side Industrial (17) 510 370 368 N/A 220 0 0 220 0 511 5 69 0 0 69 5
627 74 0 0 74 0
Larch Clover (18) 521 442 100 2.7 250 40 40 12 0 0 0 0 0 0 530 549 549 0 0 0 0 0
554 0 0 0 0 0 0
638 10 80 0 0 0 0 0 90
641 0 0 0 0 0 0
642 360 288 20 360 288 0 0 0 20 656 0 0 0 0 0 0
Chrisman Road (19) 647 116 113 N/A 13 100 0 0 100 13 Rocha (20) 810 91 91 8 296 431 68 23 296 431 0 0 0 0 Berg/Byron remainder (21) 796 56 44 9.3 26 39 5 26 0 0 0 0 0 1040 72 275 60 275 132 0 0 0 0 625 50 50 0 0 0 0 0
Berg Road Subdivision (22) 1040 10 10 7.1 71 10 71 0 0 0 0 0 SWC Valpico and Corral Hollow (2 671 65 65 4.3 282 65 282 0 0 0 0 0 Kagehiro (24) 534 47 10 5 62 10 62 0 0 0 0 0 Dobler/ Maibes (25) 644 23 23 N/A 23 0 0 0 23 Holly Sugar Industrial 518 160 143 N/A 18 125 0 0 125 18 Between Holly Sugar and Arbor 636 111 100 50 50 0 0 100 0 Gabriel Estates 653
San Marco 622
654
Sterling Park 624
Alden Meadows 791
Presidio 623
Placencia Fields/CalTrans 793 30 1 0 30 0 0 0 1 Belconte 797
Lyon Crossroads 625
Cintra Park 640
‐This Page Intentionally Left Blank‐

General Plan Planning
Area/Common Name

TAZ

Total
Acres

Adjusted
Total
Acres
Overall
Density
(Units
per
Gross
Acre)

TAZ
2025

TAZ
2040

Taz
2040

TAZ
2040
to
Build
out

TAZ
Buildo
ut

TAZ
Build
out

Very Low
Density
(1.5 DU
per acre
typical)

Low
Density
(4.35 DU
per acre
typical)

Medium
Density
(9 DU per
acre
typical)
High
Density
SFD (13
DU per
acre
typical)
High
Density
Multi-
Family
(24 DU
per acre
typical)

Total
Resid
SF DU

Total
Resid
MF DU

Senior
/Assisted
Living

Institutional
(Hospital and
Medical Office)

Industria
l Acres
(0.5
FAR)

Retail/Co
mmercial/
Office
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Institu
tional
Acres
Sr.

Assist
Liv
Acres

acres

units

acres

square
footage

acres

Woodfield Estates 1042
SWC Grant Line and Corral Hollow 639

1.06 2.73

3 0

0 1
Bridle Creek, Laurelbrook 526
Heartland / Chesapeake Bay 798
West HS / Alegre Commons 556
Summergate 555
Arnaudo Village, Rebeiro 657
East of Tracy Blvd, between I-205
& Grant Line (La Quinta)

553
87-
room
hotel

0 0

0 0
The Classics, California Espirit,
Mobile Home Park

537

Garden Square + Shamrock 699 4 0 0 4 0 Garden Square+ Brookview 1041
Garden Square 696
Mars Ct, Gandy Dancer area 816 4.8 18 0 0 23 0 Jim Tracey (vacant) 815 29 0 0 0 29 N. Side Valpico, inc. Tar pit 811 442 442 0 0 0 0 NEI Amazon + Crate & Barrel
North bldg.

649

15 0

0 15

0 US Cold, other Ind. 650
Crate & Barrel South, Amazon
Pkng

680

5 0

0 5

0 OSH, Seagate, United Grocers 635
Various M-1 and M-2, SEC
MacArthur and Grant Line

509

Red Maple Village (west half) 814
ISP (So. Side Valpico, b/t RR spur
& Glenbriar)

589

Heinz 694 11 11 0 0 0 0 22 0
Mission Court 612 200 210 0 410 0 0 0 0 Red Maple remainder 813 3 78 0 78 0 0 0 3 Sycamore Village (apts +SFDs) 652
LDR 610
Corral Hollow Estates (county) 603
old residential 541
old residential (Clover+more) 538
South side GL, west of MA (GHC +
res)

540

LDR, Dr. Powers Park 557
Old Res., Millenium 544

Old Res, Lincoln Park-mostly built
but includes NEC 11th & Central

545

12 0

0 0

0 S. Side old downtown, MDR, LDR,
PUD 567

20 0

0 0

0 Edgewood 597
Edgewood 785
Edgewood-res plus commercial
site

784

2.4 8.5

0 0

0 11
Edgewood, Brookview West 786
Edgewood 787
Edgewood 598
‐This Page Intentionally Left Blank‐

General Plan Planning
Area/Common Name

TAZ

Total
Acres

Adjusted
Total
Acres
Overall
Density
(Units
per
Gross
Acre)

TAZ
2025

TAZ
2040

Taz
2040

TAZ
2040
to
Build
out

TAZ
Buildo
ut

TAZ
Build
out

Very Low
Density
(1.5 DU
per acre
typical)

Low
Density
(4.35 DU
per acre
typical)

Medium
Density
(9 DU per
acre
typical)
High
Density
SFD (13
DU per
acre
typical)
High
Density
Multi-
Family
(24 DU
per acre
typical)

Total
Resid
SF DU

Total
Resid
MF DU

Senior
/Assisted
Living

Institutional
(Hospital and
Medical Office)

Industria
l Acres
(0.5
FAR)

Retail/Co
mmercial/
Office
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Institu
tional
Acres
Sr.

Assist
Liv
Acres

acres

units

acres

square
footage

acres

Fairhaven, Victoria Greens,
Harvest Glen, Glen Creek 596

Murifield 8 & 9 607
Murifield 608
Parkside Estates, California
Parkside, California Marquis 609

Glenbriar, Pebblebrook 590
County Residential 591
Tiburon Village, Katerra Apts 812 264 0 0 0 0 0 Larkspur Estates-14 units remainin 536 14 14 0 0 0 0 Eastlake 614
Elissagaray Ranch 615
Country Vista (Yosemite Vista) 695
Victoria Park 611
Santana, Centennial 651
Schulte Ranch, Quail Glen,
Countrywood, Vintage Estates, Mt
Oso

568

50 50

0 0

0 0
Forest Glen, Mt. Diablo Estates 566
Bowtie East, Quail Run, Pheasant
Crossing 2, CA Cameo, CA
Collections

565

See TOD/Valley Link Plan

0 0

0 0
Bowtie West, Ryland Junction 564 See TOD/Valley Link Plan See TOD/Valley Link Plan 0 0 0 0 Tennis Vista, RR property 621 9 0 0 9 0 Tennis Village, Harvest Ridge 620
Westchester Green, Rancho
Pacific, Alden Glen, Fox Hollow

560

Harvest Landing, Quail Meadows,
Corral Hollow Estates

619

CBD 561
N. side 11th, b/t Parker & Central 550
City Hall, Creamery, downtown 559
S. sidw GL, west of MA, Light
Industrial, PUD

542

1.75 0

0 0

2 Tracy High, GHC, Res 587
West of Downtown 562
GHC, MDC, MDR (N. of 11th, b/t
Tracy & Parker)

551

Commercial, MDR (99 cent store,
affordable hsg.)

563

LDR, MDR, GHC (N. of 11th, b/t
Lincoln & Tracy)

558

LDR (East, Acacia) 543
HDR 549
(Hospital) MDR, MDC, MO 548 5 5 0 0 0 0 0 10 HDR, PUD, GHC, MDR, MDC (E. of
Holly, N. of G.L.)

539

65 0

0 0

0 LDR, MDR, MDC (El Pescadero
Park, S. side Clover)

552

20 20

60 0

100

0 0

0 0
s. side GL, b/t Parker &East 546 22 0 22 0 0 0 0 GHC, HDR, LDR, POM, MDR 547
Highway Service, GHC (Kaiser,
Arco)

655

5 5

0 0

0 10
‐This Page Intentionally Left Blank‐

General Plan Planning
Area/Common Name

TAZ

Total
Acres

Adjusted
Total
Acres
Overall
Density
(Units
per
Gross
Acre)

TAZ
2025

TAZ
2040

Taz
2040

TAZ
2040
to
Build
out

TAZ
Buildo
ut

TAZ
Build
out

Very Low
Density
(1.5 DU
per acre
typical)

Low
Density
(4.35 DU
per acre
typical)

Medium
Density
(9 DU per
acre
typical)
High
Density
SFD (13
DU per
acre
typical)
High
Density
Multi-
Family
(24 DU
per acre
typical)

Total
Resid
SF DU

Total
Resid
MF DU

Senior
/Assisted
Living

Institutional
(Hospital and
Medical Office)

Industria
l Acres
(0.5
FAR)

Retail/Co
mmercial/
Office
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Instituti
onal
Acres
Sr
Assist
Liv
Acres

SFDU

MFDU
Retail/
Office
Acres

Ind
Acres
Institu
tional
Acres
Sr.

Assist
Liv
Acres

acres

units

acres

square
footage

acres

M-1, PUD, HS (N. of I-205, b/t
Tracy & Holly) 637

2 0

0 2

0 M-2 700
Airport 593 ? ? 0 0 0 0
Redbridge 602
I-205 Specific Plan (N. part of
Harvest)

799

1 0

0 0

1 I-205-Auto Plaza 808 3.7 0 0 0 4 I-205-Auto Plaza 806
I-205 CC-West Valley Mall+ 643 20 0 0 0 20 I-205-Home Depot, Winco 803
I-205-NEC Naglee & GL 809
I-205 Outlets & Surrounding 634 5 acre office +107 room hotel 13 0 0 0 13 NEI-Yellow freight & IPT 1 632
NEI-Rados Haley 628 52 0 0 52 0 NEI-Home Depot, Ridgeline + 633 26 0 0 26 0 NEI-IPT 2, FEMA + 631 75 0 0 75 0 NEI-Seefried 629 71 0 0 71 0 NEI Prologis, basin (NWC GL &
Paradise)

677

12 0

0 12

0 NEI-Majestic 648 75 0 0 75 0 NEI-Barbosa, Animal Shelter, part
of PacMed, Katerra

678

20 0

0 20

0 NEI-Kellogg, part of Katerra 514
NEI-SSI, Best Buy, Prologis
(Chabot Ct)

679

Totals 9825 7333 2354 531 10404 1266 413.95 2112 60 139 6072 3279 478 957 50 751 1,898 681 68 156 20,518 4,812 1,557 176 688,000 130 3,618 1,196

Does not include units/acreage already built
Does not include schools
Gateway office and industrial is really called "business commercial" in the draft Specific Plan Cordes Ranch has built 7.7 million square feet of industrial, and about 14-16 million square feet to go

* Tracy Hills MUBP is 50 acres retail, 50 acres office, 80 acres medium density residential **Pursuant to Ellis DA Ellis receives 2,250 RGAs above the GMO Guidelines Category of F3, which are not yet assigned a location Larch Clover Planning Ares is largely built out -only assuming 100 acres of land use change (to retail) Office FAR is assumed at .45, and Retail is .30
Industrial FAR is assumed at .45
Purple=Built Out TAZ
‐This Page Intentionally Left Blank‐

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Appendix B

V&A SEWER FLOW MONITORING STUDY

FINAL | JULY 2023

City of Tracy
Sewer Flow Monitoring Study

Prepared for: Carollo
100 West Liberty St., Suite 740
Reno, NV 89501

Report Date: July 2020

Prepared by:

V&A Project No. 17-0337

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-01 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-01

East end of East Larch Road, between curb and railroad
tracks

Data Summary Report

Vicinity Map: TC-01
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 2

Site Information

Location: East end of East Larch Road,
between curb and railroad
tracks

City Manhole:

Coordinates: 121.4200° W, 37.7650° N
Rim Elevation (Earth): 25 feet
Pipe Diameter: 24.5 inches
ADWF: 1.618 mgd
Peak Measured Flow: 3.581 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-01 - 3

TC-01
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 4

Additional Site Photos
West Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 1.602 MGal Peak Daily Flow: 1.684 MGal Min Daily Flow: 1.249 MGal

Total Period Rainfall: 1.43 inches

1.800

1.600

1.400

1.200

1.000

0.800

0.600

0.400

0.200

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 1.610 mgd Peak Flow: 3.581 mgd Min Flow: 0.578 mgd

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.
50 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 7

Average Dry Weather Flow Hydrographs

3.00 M on -Thurs Friday Saturday Sunday

ADWF:

2.50 2.00

1.50 1.00

0.50 0.00

Time of Day

1.618 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 40 35

30 25

20 15

10 5

0 0.0

0.2 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 Pipe Diameter: 24.5 inches
Peak Measured Level: 34.4
Peak d/D Ratio: 1.41
Surcharged 9.9 inches over crown
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-01 - 9

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 1.528 mgd Peak Flow: 2.399 mgd Min Flow: 0.578 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 13.78 in. Peak Level: 21.18 in. Min Level: 10.39 in. Lev Avg Velocity: 1.24 fps Peak Velocity: 1.73 fps Min Velocity: 0.61 fps Vel
Total Weekly Rainfall: 1.06 inches Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-01 - 10

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 1.622 mgd Peak Flow: 2.467 mgd Min Flow: 0.685 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain Flow ADWF
Avg Level: 13.79 in. Peak Level: 17.22 in. Min Level: 10.64 in. Lev Avg Velocity: 1.31 fps Peak Velocity: 1.78 fps Min Velocity: 0.67 fps Vel
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-01 - 11

Mon Tue Wed Thu Fri Sat Sun
40 35

30 25

20 15

10 5
0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 1.614 mgd Peak Flow: 3.581 mgd Min Flow: 0.662 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 14.21 in. Peak Level: 34.44 in. Min Level: 10.97 in. Lev Avg Velocity: 1.26 fps Peak Velocity: 1.77 fps Min Velocity: 0.32 fps Vel
Total Weekly Rainfall: 0.42 inches Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-01 - 12

TC-01
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 1.652 mgd Peak Flow: 2.538 mgd Min Flow: 0.745 mgd Avg Level: 14.26 in. Peak Level: 17.05 in. Min Level: 11.17 in. Lev Avg Velocity: 1.28 fps Peak Velocity: 1.78 fps Min Velocity: 0.66 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-01 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 1.616 mgd Peak Flow: 2.522 mgd Min Flow: 0.778 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 14.09 in. Peak Level: 17.34 in. Min Level: 11.31 in. Lev Avg Velocity: 1.27 fps Peak Velocity: 1.78 fps Min Velocity: 0.71 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-01
| TC-02 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-02

324 Grant Line Road, West of Colony Drive

Data Summary Report

Vicinity Map: TC-02
| TC-02 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02

Site Information

Location: 324 Grant Line Road, West of
Colony Drive

City Manhole:

Coordinates: 121.4193° W, 37.7542° N
Rim Elevation (Earth): 33 feet
Pipe Diameter: 29.75 inches
ADWF: 1.109 mgd
Peak Measured Flow: 1.842 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-02 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-02
Additional Site Photos
Effluent Pipe

Monitored West Influent Pipe

| TC-02 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02

Additional Site Photos
South Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
| TC-02 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 1.153 MGal Peak Daily Flow: 1.220 MGal Min Daily Flow: 1.078 MGal

Total Period Rainfall: 1.43 inches

1.400

1.200

1.000

0.800

0.600

0.400

0.200

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
| TC-02 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 1.153 mgd Peak Flow: 1.842 mgd Min Flow: 0.577 mgd

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
| TC-02 - 7

Average Dry Weather Flow Hydrographs

1.80 1.60
M on -Thurs Friday Saturday Sunday

ADWF:

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00

Time of Day

1.109 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
| TC-02 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 35 30

25 20

15 10

5 0

0.0 0.2

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

Pipe Diameter: 29.8 inches
Peak Measured Level: 12.9
Peak d/D Ratio: 0.43
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-02 - 9

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 1.145 mgd Peak Flow: 1.787 mgd Min Flow: 0.593 mgd

1.6 Avg Level: 10.02 in. Peak Level: 12.54 in. Min Level: 7.34 in. Lev Avg Velocity: 1.23 fps Peak Velocity: 1.45 fps Min Velocity: 0.97 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-02 - 10

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 0.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 1.106 mgd Peak Flow: 1.651 mgd Min Flow: 0.577 mgd

1.6 Avg Level: 9.79 in. Peak Level: 12.02 in. Min Level: 7.12 in. Lev Avg Velocity: 1.23 fps Peak Velocity: 1.45 fps Min Velocity: 0.98 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-02 - 11

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 1.159 mgd Peak Flow: 1.842 mgd Min Flow: 0.589 mgd

1.6 Avg Level: 9.85 in. Peak Level: 12.91 in. Min Level: 7.24 in. Lev Avg Velocity: 1.28 fps Peak Velocity: 1.51 fps Min Velocity: 1.00 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-02 - 12

TC-02
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 1.187 mgd Peak Flow: 1.716 mgd Min Flow: 0.621 mgd

1.6 Avg Level: 9.80 in. Peak Level: 12.18 in. Min Level: 7.20 in. Lev Avg Velocity: 1.32 fps Peak Velocity: 1.52 fps Min Velocity: 1.05 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
| TC-02 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
30 25

20 15

10 5

0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 1.173 mgd Peak Flow: 1.741 mgd Min Flow: 0.641 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 9.97 in. Peak Level: 12.35 in. Min Level: 7.37 in. Lev Avg Velocity: 1.27 fps Peak Velocity: 1.47 fps Min Velocity: 1.04 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-02
| TC-03 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-03

MacArthur Drive, approx 265 feet north of Hwy 205, near pump station entrance

Data Summary Report

Vicinity Map: TC-03

| TC-03 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03

Site Information

Location: MacArthur Drive, approx 265
feet north of Hwy 205, near
pump station entrance

City Manhole:

Coordinates: 121.4146° W, 37.7650° N
Rim Elevation (Earth): 21 feet
Pipe Diameter: 24 inches
ADWF: 0.270 mgd
Peak Measured Flow: 0.424 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-03 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-03
Additional Site Photos
Effluent Pipe
Monitored Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
| TC-03 - 4

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 0.270 MGal Peak Daily Flow: 0.283 MGal Min Daily Flow: 0.258 MGal

Total Period Rainfall: 0.77 inches

0.300

0.250

0.200

0.150

0.100

0.050

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
3/13
3/15
3/17
3/19
3/21
3/23
3/25
3/27
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
| TC-03 - 5

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.271 mgd Peak Flow: 0.424 mgd Min Flow: 0.193 mgd

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
| TC-03 - 6

Average Dry Weather Flow Hydrographs

0.40 0.35
M on -Thurs Friday Saturday Sunday

ADWF:

0.30 0.25

0.20 0.15

0.10 0.05

0.00 Time of Day

0.270 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
| TC-03 - 7

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 30 25

20 15

10 5

0 0.0

0.2 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 Pipe Diameter: 24 inches
Peak Measured Level: 7.59
Peak d/D Ratio: 0.32
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-03 - 8

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0.60

0.50 0.40

0.30 0.20

0.10 Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: mgd Peak Flow: mgd Min Flow: mgd

1.6 Avg Level: in. Peak Level: in. Min Level: in. Lev
Avg Velocity: fps Peak Velocity: fps Min Velocity: fps
Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-03 - 9

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0.60

0.50 0.40

0.30 0.20

0.10 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: mgd Peak Flow: mgd Min Flow: mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0.60

0.50 0.40

0.30 0.20

0.10 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.271 mgd Peak Flow: 0.413 mgd Min Flow: 0.193 mgd

1.6 Avg Level: 5.99 in. Peak Level: 7.20 in. Min Level: 5.37 in. Lev Avg Velocity: 0.70 fps Peak Velocity: 0.91 fps Min Velocity: 0.52 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-03 - 11

TC-03
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0.60

0.50 0.40

0.30 0.20

0.10 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.270 mgd Peak Flow: 0.424 mgd Min Flow: 0.195 mgd

1.6 Avg Level: 6.02 in. Peak Level: 7.59 in. Min Level: 5.45 in. Lev Avg Velocity: 0.70 fps Peak Velocity: 0.98 fps Min Velocity: 0.50 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-03
| TC-03 - 12

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0.60

0.50 0.40

0.30 0.20

0.10 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.271 mgd Peak Flow: 0.393 mgd Min Flow: 0.204 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 6.03 in. Peak Level: 7.36 in. Min Level: 5.50 in. Lev Avg Velocity: 0.70 fps Peak Velocity: 0.85 fps Min Velocity: 0.44 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-04 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-04

Tracy Blvd, approx 240 feet south of Larch Road

Data Summary Report

Vicinity Map: TC-04
| TC-04 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04

Site Information

Location: Tracy Blvd, approx 240 feet
south of Larch Road

City Manhole:

Coordinates: 121.4350° W, 37.7644° N
Rim Elevation (Earth): 12 feet
Pipe Diameter: 15 inches
ADWF: 0.603 mgd
Peak Measured Flow: 1.029 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-04 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-04
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

| TC-04 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04

Additional Site Photos
Southeast Lateral

Southwest Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
| TC-04 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 0.605 MGal Peak Daily Flow: 0.728 MGal Min Daily Flow: 0.554 MGal

Total Period Rainfall: 1.43 inches

0.800

0.700

0.600

0.500

0.400

0.300

0.200

0.100

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
| TC-04 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.604 mgd Peak Flow: 1.029 mgd Min Flow: 0.210 mgd

1.60 1.40

1.20 1.00

0.80 0.60

0.40 0.20

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
Ma
r 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
| TC-04 - 7

Average Dry Weather Flow Hydrographs

1.00 0.90

0.80 M on -Thurs Friday Saturday Sunday

ADWF:

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00

Time of Day

0.603 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
| TC-04 - 8
Site Capacity and Surcharge Summary
Realtime Flow Levels with Rainfall Data over Monitoring Period 16 14
12 10
8 6
4 2
0 0.
0 0.2

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
Pipe Diameter: 15 inches
Peak Measured Level: 5.15
Peak d/D Ratio: 0.34
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-04 - 9
Mon Tue Wed Thu Fri Sat Sun
12 10
8 6
4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 Total Weekly Rainfall: 1.06 inches

0. 0

0.2 0.
4 0.6

0. 8

1.0 1.
2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.587 mgd Peak Flow: 1.029 mgd Min Flow: 0.210 mgd

1. 6
Avg Level: 3.26 in. Peak Level: 4.70 in. Min Level: 2.35 in. Lev Avg Velocity: 4.58 fps Peak Velocity: 5.13 fps Min Velocity: 2.40 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-04 - 10
Mon Tue Wed Thu Fri Sat Sun
12 10
8 6
4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.0

0.2 0.
4 0.6

0. 8

1.0 1.
2 1.4

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.605 mgd Peak Flow: 0.914 mgd Min Flow: 0.339 mgd

1. 6
Avg Level: 3.29 in. Peak Level: 4.68 in. Min Level: 2.41 in. Lev Avg Velocity: 4.65 fps Peak Velocity: 5.09 fps Min Velocity: 2.85 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-04 - 11
Mon Tue Wed Thu Fri Sat Sun
12 10
8 6
4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 Total Weekly Rainfall: 0.42 inches

0. 0

0.2 0.
4 0.6

0. 8

1.0 1.
2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.592 mgd Peak Flow: 0.966 mgd Min Flow: 0.326 mgd

1. 6
Avg Level: 3.22 in. Peak Level: 4.42 in. Min Level: 2.35 in. Lev Avg Velocity: 4.68 fps Peak Velocity: 5.18 fps Min Velocity: 2.73 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-04 - 12

TC-04
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.606 mgd Peak Flow: 1.004 mgd Min Flow: 0.334 mgd

1.6 Avg Level: 3.31 in. Peak Level: 4.84 in. Min Level: 2.31 in. Lev Avg Velocity: 4.63 fps Peak Velocity: 5.20 fps Min Velocity: 2.64 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
| TC-04 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.644 mgd Peak Flow: 0.991 mgd Min Flow: 0.380 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 3.53 in. Peak Level: 5.15 in. Min Level: 2.65 in. Lev Avg Velocity: 4.51 fps Peak Velocity: 4.99 fps Min Velocity: 2.86 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-04
| TC-05 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-05

Tracy Blvd, approx 405 feet south of Larch Road

Data Summary Report

Vicinity Map: TC-05
| TC-05 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05

Site Information

Location: Tracy Blvd, approx 405 feet
south of Larch Road

City Manhole:

Coordinates: 121.4351° W, 37.7639° N
Rim Elevation (Earth): 13 feet
Pipe Diameter: 24 inches
ADWF: 2.361 mgd
Peak Measured Flow: 3.816 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-05 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-05
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

| TC-05 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05

Additional Site Photos
West Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
| TC-05 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 2.368 MGal Peak Daily Flow: 2.599 MGal Min Daily Flow: 2.242 MGal

Total Period Rainfall: 1.43 inches

3.000

2.500

2.000

1.500

1.000

0.500

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
| TC-05 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 2.368 mgd Peak Flow: 3.816 mgd Min Flow: 1.115 mgd

7.00 6.00

5.00 4.00

3.00 2.00

1.00 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 7.00

6.00 5.00

4.00 3.00

2.00 1.00

0.00 Mar 15

(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
| TC-05 - 7

Average Dry Weather Flow Hydrographs

4.00 3.50
M on -Thurs Friday Saturday Sunday

ADWF:

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Time of Day

2.361 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
| TC-05 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 30 25

20 15

10 5

0 0.0

0.2 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 Pipe Diameter: 24 inches
Peak Measured Level: 13.1
Peak d/D Ratio: 0.55
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-05 - 9

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 7.00

6.00 5.00

4.00 3.00

2.00 1.00
Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 2.387 mgd Peak Flow: 3.793 mgd Min Flow: 1.130 mgd

1.6 Avg Level: 9.95 in. Peak Level: 12.69 in. Min Level: 7.08 in. Lev Avg Velocity: 2.93 fps Peak Velocity: 3.55 fps Min Velocity: 2.25 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-05 - 10

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 7.00

6.00 5.00

4.00 3.00

2.00 1.00

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 2.343 mgd Peak Flow: 3.618 mgd Min Flow: 1.129 mgd

1.6 Avg Level: 9.86 in. Peak Level: 12.57 in. Min Level: 7.04 in. Lev Avg Velocity: 2.91 fps Peak Velocity: 3.53 fps Min Velocity: 2.21 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-05 - 11

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 7.00

6.00 5.00

4.00 3.00

2.00 1.00
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 2.330 mgd Peak Flow: 3.816 mgd Min Flow: 1.115 mgd

1.6 Avg Level: 9.80 in. Peak Level: 12.94 in. Min Level: 7.00 in. Lev Avg Velocity: 2.92 fps Peak Velocity: 3.49 fps Min Velocity: 2.26 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-05 - 12

TC-05
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 7.00

6.00 5.00

4.00 3.00

2.00 1.00
Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 2.402 mgd Peak Flow: 3.815 mgd Min Flow: 1.118 mgd

1.6 Avg Level: 10.02 in. Peak Level: 13.13 in. Min Level: 6.97 in. Lev Avg Velocity: 2.93 fps Peak Velocity: 3.54 fps Min Velocity: 2.26 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
| TC-05 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 7.00

6.00 5.00

4.00 3.00

2.00 1.00

0.00 3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 2.394 mgd Peak Flow: 3.506 mgd Min Flow: 1.195 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 10.06 in. Peak Level: 12.47 in. Min Level: 7.33 in. Lev Avg Velocity: 2.91 fps Peak Velocity: 3.45 fps Min Velocity: 2.25 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-05
| TC-06 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-06

Naglee Road, approx 315 feet northeast of Auto Plaza
Drive (off road approx 25 feet north of curb)

Data Summary Report

Vicinity Map: TC-06
| TC-06 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06

Site Information

Location: Naglee Road, approx 315 feet
northeast of Auto Plaza Drive
(off road approx 25 feet north
of curb)
City Manhole:

Coordinates: 121.4592° W, 37.7630° N
Rim Elevation (Earth): 10 feet
Pipe Diameter: 29.25 inches
ADWF: 1.332 mgd
Peak Measured Flow: 1.777 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-06 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-06
Additional Site Photos
Effluent Pipe

Monitored Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
| TC-06 - 4

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 1.311 MGal Peak Daily Flow: 1.391 MGal Min Daily Flow: 1.184 MGal

Total Period Rainfall: 1.43 inches

1.600

1.400

1.200

1.000

0.800

0.600

0.400

0.200

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
| TC-06 - 5

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 1.312 mgd Peak Flow: 1.777 mgd Min Flow: 0.712 mgd

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
| TC-06 - 6

Average Dry Weather Flow Hydrographs

1.80 1.60
M on -Thurs Friday Saturday Sunday

ADWF:

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00

Time of Day

1.332 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
| TC-06 - 7

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 35 30

25 20

15 10

5 0

0.0 0.2

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

Pipe Diameter: 29.3 inches
Peak Measured Level: 9
Peak d/D Ratio: 0.31
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-06 - 8

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 1.312 mgd Peak Flow: 1.686 mgd Min Flow: 0.773 mgd

1.6 Avg Level: 7.91 in. Peak Level: 8.89 in. Min Level: 6.44 in. Lev Avg Velocity: 1.98 fps Peak Velocity: 2.29 fps Min Velocity: 1.57 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-06 - 9
Mon Tue Wed Thu Fri Sat Sun
25 20
15 10
5 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 0.0

0.2 0.
4 0.6

0. 8

1.0 1.
2 1.4

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 1.294 mgd Peak Flow: 1.654 mgd Min Flow: 0.739 mgd

1. 6
Avg Level: 7.92 in. Peak Level: 8.74 in. Min Level: 6.32 in. Lev Avg Velocity: 1.95 fps Peak Velocity: 2.24 fps Min Velocity: 1.53 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-06 - 10

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 1.281 mgd Peak Flow: 1.668 mgd Min Flow: 0.712 mgd

1.6 Avg Level: 7.87 in. Peak Level: 8.77 in. Min Level: 6.26 in. Lev Avg Velocity: 1.95 fps Peak Velocity: 2.23 fps Min Velocity: 1.50 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-06 - 11

TC-06
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 1.347 mgd Peak Flow: 1.771 mgd Min Flow: 0.803 mgd

1.6 Avg Level: 8.03 in. Peak Level: 9.00 in. Min Level: 6.58 in. Lev Avg Velocity: 1.99 fps Peak Velocity: 2.31 fps Min Velocity: 1.58 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-06
| TC-06 - 12

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 3.00

2.50 2.00

1.50 1.00

0.50 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 1.345 mgd Peak Flow: 1.777 mgd Min Flow: 0.840 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 7.96 in. Peak Level: 8.99 in. Min Level: 6.60 in. Lev Avg Velocity: 2.01 fps Peak Velocity: 2.32 fps Min Velocity: 1.63 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-07 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-07

In field, approx 180 feet south of intersection of Byron Road and Von Sosten Road

Data Summary Report

Vicinity Map: TC-07
| TC-07 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07

Site Information

Location: In field, approx 180 feet south
of intersection of Byron Road
and Von Sosten Road

City Manhole:

Coordinates: 121.4794° W, 37.7502° N
Rim Elevation (Earth): 29 feet
Pipe Diameter: 20.25 inches
ADWF: 0.300 mgd
Peak Measured Flow: 1.168 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-07 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-07
Additional Site Photos
Effluent Pipe

Monitored Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
| TC-07 - 4
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.336 MGal Peak Daily Flow: 0.572 MGal Min Daily Flow: 0.161 MGal Total Period Rainfall: 0.77 inches

0.700

0. 600

0. 500

0. 400

0.300

0. 200

0. 100

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
3/13
3/15
3/17
3/19
3/21
3/23
3/25
3/27
3/29
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
| TC-07 - 5

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.331 mgd Peak Flow: 1.168 mgd Min Flow: -0.821 mgd

1.60 1.40

1.20 1.00

0.80 0.60

0.40 0.20

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
Ma
r 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
| TC-07 - 6

Average Dry Weather Flow Hydrographs

0.90 0.80
M on -Thurs Friday Saturday Sunday

ADWF:

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00

Time of Day

0.300 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
| TC-07 - 7

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 25 20

15 10

5 0

0.0 0.2

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

Pipe Diameter: 20.3 inches
Peak Measured Level: 20.2
Peak d/D Ratio: 1.00
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-07 - 8

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 2.5

2.0 1.5

1.0 0.5

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: mgd Peak Flow: mgd Min Flow: mgd

1.6 Avg Velocity: fps Peak Velocity: fps Min Velocity: fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: i n. Peak Le vel: in. Min Level: in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-07 - 9

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 2.5

2.0 1.5

1.0 0.5

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: mgd Peak Flow: mgd Min Flow: mgd

1.6 Avg Velocity: fps Peak Velocity: fps Min Velocity: fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: i n. Peak Le vel: in. Min Level: in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-07 - 10

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

2.5 2.0

1.5 1.0

0.5 0.0

1.60 1.40

1.20 1.00

0.80 0.60

0.40 0.20
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.331 mgd Peak Flow: 0.946 mgd Min Flow: 0.048 mgd

1.6 Avg Level: 8.19 in. Peak Level: 20.18 in. Min Level: 5.48 in. Lev Avg Velocity: 0.59 fps Peak Velocity: 1.62 fps Min Velocity: 0.13 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-07 - 11

TC-07
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 2.5

2.0 1.5

1.0 0.5

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20

3/21 3/22 3/23

3/24 3/25

1.6 Avg Flow: 0.334 mgd Peak Flow: 1.168 mgd Min Flow: -0.821 mgd Avg Velocity: 0.64 fps Peak Velocity: 2.21 fps Min Velocity: -0.79 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 7 .85 in. Pea k Level: 13.6 3 in. Min L evel: 5.46 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-07
| TC-07 - 12

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 2.5

2.0 1.5

1.0 0.5

0.0 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.323 mgd Peak Flow: 0.981 mgd Min Flow: 0.098 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Velocity: 0.58 fps Peak Velocity: 1.55 fps Min Velocity: 0.22 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 8 .13 in. Pea k Level: 9.12 in. Min Lev el: 6.31 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-08 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-08

2322 Holly Drive, south of Grant Line Road

Data Summary Report

Vicinity Map: TC-08
| TC-08 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08

Site Information

Location: 2322 Holly Drive, south of
Grant Line Road

City Manhole:

Coordinates: 121.4259° W, 37.7535° N
Rim Elevation (Earth): 39 feet
Pipe Diameter: 18 inches
ADWF: 0.447 mgd
Peak Measured Flow: 0.912 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-08 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-08
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

| TC-08 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08

Additional Site Photos
West Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
| TC-08 - 5
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.458 MGal Peak Daily Flow: 0.518 MGal Min Daily Flow: 0.359 MGal Total Period Rainfall: 1.43 inches

0.600

0.500

0.400

0.300

0.200

0.100

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
| TC-08 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.461 mgd Peak Flow: 0.912 mgd Min Flow: 0.187 mgd

1.20 1.00

0.80 0.60

0.40 0.20

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1.20

1.00 0.80

0.60 0.40

0.20 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
| TC-08 - 7

Average Dry Weather Flow Hydrographs

0.70 0.60
M on -Thurs Friday Saturday Sunday

ADWF:

0.50 0.40

0.30 0.20

0.10 0.00

Time of Day

0.447 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
| TC-08 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 20 18

16 14

12 10

8 6
4 2

0 0.0

0.2 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 Pipe Diameter: 18 inches
Peak Measured Level: 6.94
Peak d/D Ratio: 0.39
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-08 - 9

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.5 4.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

1.20 1.00

0.80 0.60

0.40 0.20
Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.487 mgd Peak Flow: 0.811 mgd Min Flow: 0.250 mgd

1.6 Avg Level: 4.75 in. Peak Level: 6.31 in. Min Level: 3.54 in. Lev Avg Velocity: 2.32 fps Peak Velocity: 2.68 fps Min Velocity: 1.94 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-08 - 10

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.5 4.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

1.20 1.00

0.80 0.60

0.40 0.20

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.434 mgd Peak Flow: 0.688 mgd Min Flow: 0.187 mgd

1.6 Avg Level: 4.50 in. Peak Level: 5.77 in. Min Level: 3.10 in. Lev Avg Velocity: 2.27 fps Peak Velocity: 2.57 fps Min Velocity: 1.87 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-08 - 11

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.5 4.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

1.20 1.00

0.80 0.60

0.40 0.20
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.454 mgd Peak Flow: 0.912 mgd Min Flow: 0.220 mgd

1.6 Avg Level: 4.69 in. Peak Level: 6.94 in. Min Level: 3.35 in. Lev Avg Velocity: 2.21 fps Peak Velocity: 2.59 fps Min Velocity: 1.80 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-08 - 12

TC-08
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.5 4.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

1.20 1.00

0.80 0.60

0.40 0.20
Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.469 mgd Peak Flow: 0.733 mgd Min Flow: 0.239 mgd

1.6 Avg Level: 4.81 in. Peak Level: 6.00 in. Min Level: 3.55 in. Lev Avg Velocity: 2.19 fps Peak Velocity: 2.47 fps Min Velocity: 1.87 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
| TC-08 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.5 4.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

1.20 1.00

0.80 0.60

0.40 0.20

0.00 3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.472 mgd Peak Flow: 0.712 mgd Min Flow: 0.254 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 4.92 in. Peak Level: 6.12 in. Min Level: 3.75 in. Lev Avg Velocity: 2.13 fps Peak Velocity: 2.38 fps Min Velocity: 1.80 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-08
| TC-09 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-09

Inside of The Village at Summergate Apartments

Data Summary Report

Vicinity Map: TC-09
| TC-09 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09

Site Information

Location: Inside of The Village at
Summergate Apartments

City Manhole:

Coordinates: 121.4395° W, 37.7537° N
Rim Elevation (Earth): 32 feet
Pipe Diameter: 18 inches
ADWF: 0.338 mgd
Peak Measured Flow: 0.585 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-09 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-09
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

| TC-09 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09

Additional Site Photos
East Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
| TC-09 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 0.333 MGal Peak Daily Flow: 0.364 MGal Min Daily Flow: 0.242 MGal

Total Period Rainfall: 1.43 inches

0.400

0.350

0.300

0.250

0.200

0.150

0.100

0.050

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
| TC-09 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.335 mgd Peak Flow: 0.585 mgd Min Flow: 0.170 mgd

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.
10 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
| TC-09 - 7

Average Dry Weather Flow Hydrographs

0.60 M on -Thurs Friday Saturday Sunday

ADWF:

0.50 0.40

0.30 0.20

0.10 0.00

Time of Day

0.338 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
| TC-09 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 20 18

16 14

12 10

8 6
4 2

0 0.0

0.2 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 Pipe Diameter: 18 inches
Peak Measured Level: 6.8
Peak d/D Ratio: 0.38
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-09 - 9

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.5

2.0 1.5

1.0 0.5

0.0 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.339 mgd Peak Flow: 0.550 mgd Min Flow: 0.177 mgd Avg Level: 5.36 in. Peak Level: 6.49 in. Min Level: 4.19 in. Lev Avg Velocity: 1.18 fps Peak Velocity: 1.55 fps Min Velocity: 0.84 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-09 - 10

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.5

2.0 1.5

1.0 0.5

0.0 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.338 mgd Peak Flow: 0.519 mgd Min Flow: 0.170 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 5.24 in. Peak Level: 6.22 in. Min Level: 3.97 in. Lev Avg Velocity: 1.21 fps Peak Velocity: 1.69 fps Min Velocity: 0.90 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-09 - 11

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.5

2.0 1.5

1.0 0.5

0.0 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.339 mgd Peak Flow: 0.585 mgd Min Flow: 0.173 mgd Avg Level: 5.28 in. Peak Level: 6.80 in. Min Level: 4.00 in. Lev Avg Velocity: 1.20 fps Peak Velocity: 1.65 fps Min Velocity: 0.89 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-09 - 12

TC-09
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.5

2.0 1.5

1.0 0.5

0.0 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.339 mgd Peak Flow: 0.509 mgd Min Flow: 0.178 mgd Avg Level: 5.36 in. Peak Level: 6.61 in. Min Level: 4.16 in. Lev Avg Velocity: 1.18 fps Peak Velocity: 1.44 fps Min Velocity: 0.89 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
| TC-09 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.5

2.0 1.5

1.0 0.5

0.0 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.309 mgd Peak Flow: 0.447 mgd Min Flow: 0.180 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 5.27 in. Peak Level: 6.27 in. Min Level: 4.20 in. Lev Avg Velocity: 1.10 fps Peak Velocity: 1.33 fps Min Velocity: 0.90 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-09
| TC-10 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-10

Corral Hollow Road, approx 335 feet souht of West 11th
Street

Data Summary Report

Vicinity Map: TC-10
| TC-10 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10

Site Information

Location: Corral Hollow Road, approx 335
feet souht of West 11th Street

City Manhole:

Coordinates: 121.4531° W, 37.7384° N
Rim Elevation (Earth): 45 feet
Pipe Diameter: 24 inches
ADWF: 1.141 mgd
Peak Measured Flow: 2.030 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-10 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-10
Additional Site Photos
Effluent Pipe

Monitored Influent Pipe

| TC-10 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10

Additional Site Photos
East Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
| TC-10 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 1.143 MGal Peak Daily Flow: 1.286 MGal Min Daily Flow: 1.075 MGal

Total Period Rainfall: 1.43 inches

1.400

1.200

1.000

0.800

0.600

0.400

0.200

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
| TC-10 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 1.143 mgd Peak Flow: 2.030 mgd Min Flow: 0.414 mgd

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Mar 15

(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
| TC-10 - 7

Average Dry Weather Flow Hydrographs

2.50 M on -Thurs Friday Saturday Sunday

ADWF:

2.00 1.50

1.00 0.50

0.00 Time of Day

1.141 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
| TC-10 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 30 25

20 15

10 5

0 0.0

0.2 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 Pipe Diameter: 24 inches
Peak Measured Level: 11.9
Peak d/D Ratio: 0.50
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-10 - 9

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 1.133 mgd Peak Flow: 1.958 mgd Min Flow: 0.431 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 8.59 in. Peak Level: 11.50 in. Min Level: 5.64 in. Lev Avg Velocity: 1.66 fps Peak Velocity: 2.03 fps Min Velocity: 1.12 fps Vel
Total Weekly Rainfall: 1.06 inches Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-10 - 10

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 1.118 mgd Peak Flow: 1.933 mgd Min Flow: 0.414 mgd

1.6 Avg Level: 8.53 in. Peak Level: 11.35 in. Min Level: 5.64 in. Lev Avg Velocity: 1.65 fps Peak Velocity: 2.07 fps Min Velocity: 1.12 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-10 - 11

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

3.50 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 1.155 mgd Peak Flow: 2.030 mgd Min Flow: 0.419 mgd

1.6 Avg Level: 8.73 in. Peak Level: 11.93 in. Min Level: 5.65 in. Lev Avg Velocity: 1.65 fps Peak Velocity: 2.08 fps Min Velocity: 1.09 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-10 - 12

TC-10
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

3.50 3.00

2.50 2.00

1.50 1.00

0.50 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 1.170 mgd Peak Flow: 1.944 mgd Min Flow: 0.434 mgd

1.6 Avg Level: 8.77 in. Peak Level: 11.78 in. Min Level: 5.73 in. Lev Avg Velocity: 1.66 fps Peak Velocity: 2.04 fps Min Velocity: 1.11 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
| TC-10 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
25 20

15 10

5 0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 1.129 mgd Peak Flow: 1.901 mgd Min Flow: 0.414 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 8.62 in. Peak Level: 11.06 in. Min Level: 5.64 in. Lev Avg Velocity: 1.64 fps Peak Velocity: 2.06 fps Min Velocity: 1.13 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-10
| TC-11 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-11

Sycamore Pkwy at Sienna Park Drive

Data Summary Report

Vicinity Map: TC-11
| TC-11 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11

Site Information

Location: Sycamore Pkwy at Sienna Park
Drive

City Manhole:

Coordinates: 121.4402° W, 37.7243° N
Rim Elevation (Earth): 67 feet
Pipe Diameter: 15 inches
ADWF: 0.342 mgd
Peak Measured Flow: 0.594 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-11 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-11
Additional Site Photos
Effluent Pipe

North Influent Pipe

| TC-11 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11

Additional Site Photos
South Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
| TC-11 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 0.337 MGal Peak Daily Flow: 0.390 MGal Min Daily Flow: 0.299 MGal

Total Period Rainfall: 1.43 inches

0.450

0.400

0.350

0.300

0.250

0.200

0.150

0.100

0.050

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
| TC-11 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.337 mgd Peak Flow: 0.594 mgd Min Flow: 0.099 mgd

1.00 0.90

0.80 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1.00

0.90 0.80

0.70 0.60

0.50 0.40

0. 30

0.20 0.10

0.00 Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
| TC-11 - 7

Average Dry Weather Flow Hydrographs

0.60 M on -Thurs Friday Saturday Sunday

ADWF:

0.50 0.40

0.30 0.20

0.10 0.00

Time of Day

0.342 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
| TC-11 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 16 14

12 10

8 6

4 2

0 0.0

0.2 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 Pipe Diameter: 15 inches
Peak Measured Level: 3.95
Peak d/D Ratio: 0.26
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-11 - 9

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.00

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.317 mgd Peak Flow: 0.555 mgd Min Flow: 0.099 mgd Avg Level: 2.74 in. Peak Level: 3.74 in. Min Level: 1.59 in. Lev Avg Velocity: 3.08 fps Peak Velocity: 3.60 fps Min Velocity: 2.21 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-11 - 10

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.00

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.343 mgd Peak Flow: 0.585 mgd Min Flow: 0.113 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 2.90 in. Peak Level: 3.91 in. Min Level: 1.67 in. Lev Avg Velocity: 3.08 fps Peak Velocity: 3.60 fps Min Velocity: 2.26 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-11 - 11

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.00

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.337 mgd Peak Flow: 0.578 mgd Min Flow: 0.120 mgd Avg Level: 2.88 in. Peak Level: 3.90 in. Min Level: 1.80 in. Lev Avg Velocity: 3.06 fps Peak Velocity: 3.60 fps Min Velocity: 2.01 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-11 - 12

TC-11
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.00

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.346 mgd Peak Flow: 0.594 mgd Min Flow: 0.126 mgd Avg Level: 2.93 in. Peak Level: 3.95 in. Min Level: 1.84 in. Lev Avg Velocity: 3.07 fps Peak Velocity: 3.60 fps Min Velocity: 2.26 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
| TC-11 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 1.00

0.90 0.80

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.332 mgd Peak Flow: 0.551 mgd Min Flow: 0.133 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 2.87 in. Peak Level: 3.81 in. Min Level: 1.88 in. Lev Avg Velocity: 3.06 fps Peak Velocity: 3.52 fps Min Velocity: 2.29 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-11
| TC-12 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-12

483 Leamon Street, just west of Avila Street

Data Summary Report

Vicinity Map: TC-12
| TC-12 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12

Site Information

Location: 483 Leamon Street, just west of
Avila Street

City Manhole:

Coordinates: 121.4181° W, 37.7319° N
Rim Elevation (Earth): 61 feet
Pipe Diameter: 20.75 inches
ADWF: 1.086 mgd
Peak Measured Flow: 1.911 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-12 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-12
Additional Site Photos
Effluent Pipe

Monitored Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
| TC-12 - 4

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 1.087 MGal Peak Daily Flow: 1.211 MGal Min Daily Flow: 0.996 MGal

Total Period Rainfall: 1.43 inches

1.400

1.200

1.000

0.800

0.600

0.400

0.200

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
3/30
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
| TC-12 - 5

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 1.083 mgd Peak Flow: 1.911 mgd Min Flow: 0.358 mgd

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Mar 15

(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
| TC-12 - 6

Average Dry Weather Flow Hydrographs

2.00 1.80

1.60 M on -Thurs Friday Saturday Sunday

ADWF:

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00

Time of Day

1.086 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
| TC-12 - 7

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 25 20

15 10

5 0

0.0 0.2

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

Pipe Diameter: 20.8 inches
Peak Measured Level: 6.11
Peak d/D Ratio: 0.29
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-12 - 8

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50
Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 1.052 mgd Peak Flow: 1.775 mgd Min Flow: 0.358 mgd

1.6 Avg Level: 4.24 in. Peak Level: 5.77 in. Min Level: 2.53 in. Lev Avg Velocity: 4.56 fps Peak Velocity: 5.21 fps Min Velocity: 3.38 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-12 - 9

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 1.078 mgd Peak Flow: 1.776 mgd Min Flow: 0.415 mgd

1.6 Avg Level: 4.32 in. Peak Level: 5.84 in. Min Level: 2.66 in. Lev Avg Velocity: 4.57 fps Peak Velocity: 5.20 fps Min Velocity: 3.46 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-12 - 10

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 1.063 mgd Peak Flow: 1.813 mgd Min Flow: 0.435 mgd

1.6 Avg Level: 4.30 in. Peak Level: 5.90 in. Min Level: 2.72 in. Lev Avg Velocity: 4.54 fps Peak Velocity: 5.20 fps Min Velocity: 3.45 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-12 - 11

TC-12
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50
Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 1.109 mgd Peak Flow: 1.911 mgd Min Flow: 0.425 mgd

1.6 Avg Level: 4.43 in. Peak Level: 6.11 in. Min Level: 2.86 in. Lev Avg Velocity: 4.54 fps Peak Velocity: 5.19 fps Min Velocity: 3.36 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-12
| TC-12 - 12

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 9.0

8.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 1.122 mgd Peak Flow: 1.779 mgd Min Flow: 0.454 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 4.50 in. Peak Level: 5.85 in. Min Level: 2.91 in. Lev Avg Velocity: 4.52 fps Peak Velocity: 5.07 fps Min Velocity: 3.44 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-13 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-13

On dirt roadway between railroad (north) and Ice House
Industrial Park (south), approx 245 feet east of
MacArthur Drive

Data Summary Report

Vicinity Map: TC-13
| TC-13 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13

Site Information

Location: On dirt roadway between
railroad (north) and Ice House
Industrial Park (south), approx
245 feet east of MacArthur
City Manhole:

Coordinates: 121.4157° W, 37.7355° N
Rim Elevation (Earth): 57 feet
Pipe Diameter: 18 inches
ADWF: 0.191 mgd
Peak Measured Flow: 0.456 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-13 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-13
Additional Site Photos
Effluent Pipe

Monitored Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
| TC-13 - 4

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 0.191 MGal Peak Daily Flow: 0.223 MGal Min Daily Flow: 0.169 MGal

Total Period Rainfall: 1.43 inches

0.250

0.200

0.150

0.100

0.050

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
3/30
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
| TC-13 - 5

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.191 mgd Peak Flow: 0.456 mgd Min Flow: 0.044 mgd

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 0.70

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Mar 15

(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
| TC-13 - 6

Average Dry Weather Flow Hydrographs

0.40 0.35
M on -Thurs Friday Saturday Sunday

ADWF:

0.30 0.25

0.20 0.15

0.10 0.05

0.00 Time of Day

0.191 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
| TC-13 - 7

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 20 18

16 14

12 10

8 6
4 2

0 0.0

0.2 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 Pipe Diameter: 18 inches
Peak Measured Level: 4.72
Peak d/D Ratio: 0.26
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-13 - 8

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.00
2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.198 mgd Peak Flow: 0.456 mgd Min Flow: 0.053 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 3.38 in. Peak Level: 4.72 in. Min Level: 2.26 in. Lev Avg Velocity: 1.25 fps Peak Velocity: 1.91 fps Min Velocity: 0.59 fps Vel
Total Weekly Rainfall: 1.06 inches Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-13 - 9

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.191 mgd Peak Flow: 0.404 mgd Min Flow: 0.054 mgd

1.6 Avg Level: 3.34 in. Peak Level: 4.44 in. Min Level: 2.31 in. Lev Avg Velocity: 1.23 fps Peak Velocity: 1.84 fps Min Velocity: 0.60 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-13 - 10

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

0.70 0.60

0.50 0.40

0.30 0.20

0.10 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.187 mgd Peak Flow: 0.377 mgd Min Flow: 0.051 mgd

1.6 Avg Level: 3.36 in. Peak Level: 4.43 in. Min Level: 2.27 in. Lev Avg Velocity: 1.19 fps Peak Velocity: 1.80 fps Min Velocity: 0.54 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-13 - 11

TC-13
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

0.70 0.60

0.50 0.40

0.30 0.20

0.10 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.190 mgd Peak Flow: 0.395 mgd Min Flow: 0.044 mgd

1.6 Avg Level: 3.32 in. Peak Level: 4.56 in. Min Level: 2.05 in. Lev Avg Velocity: 1.22 fps Peak Velocity: 1.82 fps Min Velocity: 0.57 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-13
| TC-13 - 12

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
16 14

12 10

8 6

4 2
0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

0.70 0.60

0.50 0.40

0.30 0.20

0.10 0.0

0.2 0.4

0.6 0.8

1.0 1.2

1.4 0.00
3/26 3/27 3/28

3/29 3/30 3/31 4/1

1.6 Avg Flow: 0.188 mgd Peak Flow: 0.413 mgd Min Flow: 0.048 mgd Avg Level: 3.34 in. Peak Level: 4.48 in. Min Level: 2.20 in. Lev Avg Velocity: 1.21 fps Peak Velocity: 1.87 fps Min Velocity: 0.58 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-14 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-14

In field behind property line for 121 Cairo Court, east of railroad.

Data Summary Report

Vicinity Map: TC-14
| TC-14 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14

Site Information

Location: In field behind property line for
121 Cairo Court, east of
railroad.

City Manhole:

Coordinates: 121.4252° W, 37.7150° N
Rim Elevation (Earth): 101 feet
Pipe Diameter: 18 inches
ADWF: 0.632 mgd
Peak Measured Flow: 1.161 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-14 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-14
Additional Site Photos
Effluent Pipe

Southeast Influent Pipe

| TC-14 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14

Additional Site Photos
South Influent Pipe

Southwest Influent Pipe

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
| TC-14 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 0.646 MGal Peak Daily Flow: 0.747 MGal Min Daily Flow: 0.537 MGal

Total Period Rainfall: 1.43 inches

0.800

0.700

0.600

0.500

0.400

0.300

0.200

0.100

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
| TC-14 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 0.647 mgd Peak Flow: 1.161 mgd Min Flow: 0.164 mgd

2.00 1.80

1.60 1.40

1.20 1.00

0.80 0.60

0.40 0.20

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2.00

1.80 1.60

1.40 1.20

1.00 0.80

0. 60

0.40 0.20

0.00 Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
| TC-14 - 7

Average Dry Weather Flow Hydrographs

1.20 M on -Thurs Friday Saturday Sunday

ADWF:

1.00 0.80

0.60 0.40

0.20 0.00

Time of Day

0.632 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
| TC-14 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 20 18

16 14

12 10

8 6
4 2

0 0.0

0.2 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 Pipe Diameter: 18 inches
Peak Measured Level: 8.41
Peak d/D Ratio: 0.47
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-14 - 9

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 2.00

1.80 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.648 mgd Peak Flow: 1.096 mgd Min Flow: 0.224 mgd Avg Level: 5.95 in. Peak Level: 7.87 in. Min Level: 3.64 in. Lev Avg Velocity: 1.89 fps Peak Velocity: 2.40 fps Min Velocity: 1.18 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-14 - 10

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 2.00

1.80 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00

3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.632 mgd Peak Flow: 1.161 mgd Min Flow: 0.190 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 5.99 in. Peak Level: 7.99 in. Min Level: 3.79 in. Lev Avg Velocity: 1.83 fps Peak Velocity: 2.41 fps Min Velocity: 1.02 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-14 - 11

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 2.00

1.80 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.610 mgd Peak Flow: 1.126 mgd Min Flow: 0.164 mgd Avg Level: 6.13 in. Peak Level: 8.24 in. Min Level: 3.77 in. Lev Avg Velocity: 1.70 fps Peak Velocity: 2.28 fps Min Velocity: 0.90 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-14 - 12

TC-14
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 2.00

1.80 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 0.687 mgd Peak Flow: 1.161 mgd Min Flow: 0.256 mgd Avg Level: 6.40 in. Peak Level: 8.41 in. Min Level: 4.15 in. Lev Avg Velocity: 1.82 fps Peak Velocity: 2.30 fps Min Velocity: 1.10 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
| TC-14 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
18 16
14 12
10 8
6 4
2 0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 2.00

1.80 1.60

1.40 1.20

1.00 0.80

0.60 0.40

0.20 0.00
3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 0.675 mgd Peak Flow: 1.161 mgd Min Flow: 0.267 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Level: 6.35 in. Peak Level: 8.21 in. Min Level: 4.29 in. Lev Avg Velocity: 1.82 fps Peak Velocity: 2.36 fps Min Velocity: 1.22 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-14
| TC-15 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-15

Intersection of Corral Hollow Road and Alegre Drive

Data Summary Report

Vicinity Map: TC-15
| TC-15 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15

Site Information

Location: Intersection of Corral Hollow
Road and Alegre Drive

City Manhole:

Coordinates: 121.4532° W, 37.7523° N
Rim Elevation (Earth): 27 feet
Pipe Diameter: 21.5 inches
ADWF: 1.553 mgd
Peak Measured Flow: 2.702 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-15 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-15
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

| TC-15 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15

Additional Site Photos
West Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
| TC-15 - 5

Period Flow Summary: Daily Flow Totals

Avg Period Flow: 1.559 MGal Peak Daily Flow: 1.740 MGal Min Daily Flow: 1.475 MGal

Total Period Rainfall: 1.43 inches

2.000

1.800

1.600

1.400

1.200

1.000

0.800

0.600

0.400

0.200

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
3/14
3/16
3/18
3/20
3/22
3/24
3/26
3/28
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
| TC-15 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.43 inches Avg Flow: 1.559 mgd Peak Flow: 2.702 mgd Min Flow: 0.602 mgd

4.50 4.00

3.50 3.00

2.50 2.00

1.50 1.00

0.50 0.00
Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.
50 0.00
Mar 15
(Thu)

Mar 16
(Fri)

Mar 17
(Sat)

Mar 18
(Sun)

Mar 19
(Mon)

Mar 20
(Tue)

Mar 21
(Wed)

Mar 22
(Thu)

Mar 23
(Fri)

Mar 24
(Sat)

Mar 25
(Sun)

Mar 26
(Mon)

Mar 27
(Tue)

Mar 28
(Wed)

Mar 29
(Thu)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
| TC-15 - 7

Average Dry Weather Flow Hydrographs

3.00 M on -Thurs Friday Saturday Sunday

ADWF:

2.50 2.00

1.50 1.00

0.50 0.00

Time of Day

1.553 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
| TC-15 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 25 20

15 10

5 0

0.0 0.2

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

Pipe Diameter: 21.5 inches
Peak Measured Level: 10.1
Peak d/D Ratio: 0.47
inches
Diameter
75% d/D
50% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
03/19
03/20
03/21
03/22
03/23
03/24
03/25
03/26
03/27
03/28
03/29

Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-15 - 9

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 1.579 mgd Peak Flow: 2.687 mgd Min Flow: 0.631 mgd Avg Velocity: 3.15 fps Peak Velocity: 3.64 fps Min Velocity: 2.61 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 7 .28 in. Pea k Level: 10.1 1 in. Min L evel: 4.40 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018
| TC-15 - 10

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 1.542 mgd Peak Flow: 2.702 mgd Min Flow: 0.602 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Velocity: 3.13 fps Peak Velocity: 3.67 fps Min Velocity: 2.50 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 7 .19 in. Pea k Level: 9.93 in. Min Lev el: 4.40 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-15 - 11

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 1.553 mgd Peak Flow: 2.604 mgd Min Flow: 0.628 mgd Avg Velocity: 3.11 fps Peak Velocity: 3.56 fps Min Velocity: 2.48 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 7 .26 in. Pea k Level: 10.0 2 in. Min L evel: 4.39 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information | TC-15 - 12

TC-15
Weekly Level, Velocity and Flow Hydrographs
3/19/2018 to 3/26/2018

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 Total Weekly Rainfall: 0.41 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 3/19 3/20 3/21 3/22 3/23 3/24 3/25
Avg Flow: 1.579 mgd Peak Flow: 2.689 mgd Min Flow: 0.628 mgd Avg Velocity: 3.13 fps Peak Velocity: 3.60 fps Min Velocity: 2.49 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 7 .32 in. Pea k Level: 10.0 7 in. Min L evel: 4.48 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
| TC-15 - 13

Weekly Level, Velocity and Flow Hydrographs
3/26/2018 to 4/2/2018

Mon Tue Wed Thu Fri Sat Sun
20 18
16 14
12 10
8 6
4 2
0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 4.50

4.00 3.50

3.00 2.50

2.00 1.50

1.00 0.50

0.00 3/26 3/27 3/28 3/29 3/30 3/31 4/1
Avg Flow: 1.540 mgd Peak Flow: 2.403 mgd Min Flow: 0.649 mgd

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Avg Velocity: 3.12 fps Peak Velocity: 3.49 fps Min Velocity: 2.56 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Lev Avg Level: 7 .22 in. Pea k Level: 9.52 in. Min Lev el: 4.56 in.

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-15
| TC-16 - 1

City of Tracy, California
Sanitary Sewer Flow Monitoring
February 26 - April 08, 2020

Monitoring Site:

Location:

TC-16

Intersection of West 23rd Street and Bessie Avenue

Data Summary Report

Vicinity Map: TC-16
| TC-16 - 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16

Site Information

Location: Intersection of West 23rd Street
and Bessie Avenue

City Manhole:

Coordinates: 121.4331° W, 37.7529° N
Rim Elevation (Earth): 30 feet
Pipe Diameter: 12 inches
ADWF: 0.214 mgd
Peak Measured Flow: 0.329 mgd

Satellite Map

Sanitary Map Flow Sketch

Street View Plan View

| TC-16 - 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-16
Additional Site Photos
Effluent Pipe

Monitored South Influent Pipe

| TC-16 - 4
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16

Additional Site Photos
East Lateral

West Lateral

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16
| TC-16 - 5
Period Flow Summary: Daily Flow Totals
Avg Period Flow: 0.211 MGal Peak Daily Flow: 0.223 MGal Min Daily Flow: 0.184 MGal Total Period Rainfall: 0.66 inches

0.250

0.200

0.150

0.100

0.050

0.000
Realtime Weekday Realtime Weekend Realtime Holiday Rainfall ADWF

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 Flow (MGal)
2/28
3/2
3/4
3/6
3/8
3/10
3/12
Rainfall (in/day)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16
| TC-16 - 6

Flow Summary: 2/28/2018 to 3/29/2018

Total Period Rainfall: 1.02 inches Avg Flow: 0.212 mgd Peak Flow: 0.329 mgd Min Flow: 0.091 mgd

0.60 0.50

0.40 0.30

0.20 0.10

0.00 Feb 28
(Wed)

Mar 01
(Thu)

Mar 02
(Fri)

Mar 03
(Sat)

Mar 04
(Sun)

Mar 05
(Mon)

Mar 06
(Tue)

Mar 07
(Wed)

Mar 08
(Thu)

Mar 09
(Fri)

Mar 10
(Sat)

Mar 11
(Sun)

Mar 12
(Mon)

Mar 13
(Tue)

Mar 14
(Wed)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 0.60

0.50 0.40

0.30 0.20

0.10 0.00
Mar 15 (Thu) Mar 16 (Fri) Mar 17 (Sat) Mar 18 (Sun)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 Rain Flow AD WF
Flow ( mgd) Flow ( mgd)
Rain f al l ( in /h r ) Rain fal l ( in /h r)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16
| TC-16 - 7

Average Dry Weather Flow Hydrographs

0.35 0.30
M on -Thurs Friday Saturday Sunday

ADWF:

0.25 0.20

0.15 0.10

0.05 0.00

Time of Day

0.214 mgd
Flow (mgd)
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
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16
| TC-16 - 8

Site Capacity and Surcharge Summary

Realtime Flow Levels with Rainfall Data over Monitoring Period 14 12

10 8

6 4

2 0

0.0 0.2

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

Pipe Diameter: 12 inches
Peak Measured Level: 6.94
Peak d/D Ratio: 0.58
inches
Diameter
75% d/D
Level (in)
02/28
03/01
03/02
03/03
03/04
03/05
03/06
03/07
03/08
03/09
03/10
03/11
03/12
03/13
03/14
03/15
03/16
03/17
03/18
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16
Weekly Level, Velocity and Flow Hydrographs
2/26/2018 to 3/5/2018
| TC-16 - 9

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.0

1.8 1.6

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0

0.60 0.50

0.40 0.30

0.20 0.10
Total Weekly Rainfall: 1.06 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 2/26 2/27 2/28 3/1 3/2 3/3 3/4
Avg Flow: 0.211 mgd Peak Flow: 0.329 mgd Min Flow: 0.091 mgd

1.6 Avg Level: 5.59 in. Peak Level: 6.94 in. Min Level: 4.31 in. Lev Avg Velocity: 0.89 fps Peak Velocity: 1.12 fps Min Velocity: 0.53 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)

Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

TC-16
Weekly Level, Velocity and Flow Hydrographs
3/5/2018 to 3/12/2018

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.0

1.8 1.6

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0

0.60 0.50

0.40 0.30

0.20 0.10

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/5 3/6 3/7 3/8 3/9 3/10 3/11
Avg Flow: 0.214 mgd Peak Flow: 0.322 mgd Min Flow: 0.100 mgd

1.6 | TC -16 - 10
Avg Level: 5.70 in. Peak Level: 6.81 in. Min Level: 4.39 in. Lev Avg Velocity: 0.88 fps Peak Velocity: 1.11 fps Min Velocity: 0.55 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information TC-16
Weekly Level, Velocity and Flow Hydrographs
3/12/2018 to 3/19/2018
| TC-16 - 11

Mon Tue Wed Thu Fri Sat Sun
12 10

8 6

4 2

0 2.0

1.8 1.6

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0

0.60 0.50

0.40 0.30

0.20 0.10
Total Weekly Rainfall: 0.42 inches

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

0.00 3/12 3/13 3/14 3/15 3/16 3/17 3/18
Avg Flow: 0.208 mgd Peak Flow: 0.310 mgd Min Flow: 0.109 mgd

1.6 Avg Level: 5.59 in. Peak Level: 6.70 in. Min Level: 4.43 in. Lev Avg Velocity: 0.88 fps Peak Velocity: 1.08 fps Min Velocity: 0.62 fps Vel
Rain Flow ADWF
Flow ( mgd) Ve l ocity (fps) Le ve l (i n)
Rain (in/hr)
WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY Appendix C

DRY WEATHER FLOW CALIBRATION SHEETS
FINAL | JULY 2023

WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-01, Dry Weather Flow Calibration Location: E Larch Rd. & Spurline RR
Pipeline Diameter: 24.5''
City Manhole ID: 2068
Model Pipe ID: 2198
Flow Monitor Location

3.0 2.5

2.0 1.5

1.0 0.5

0.0 Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

2.5 2.0

1.5 1.0

0.5 0.0
Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity
Level Calibration
20 Model Calibration Summary

15 10

5 0
Mon

Tues Wed

Weekday Diurnal Pattern

Thurs

Days

Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. 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 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0 2 4 6 8 10 12 14 16 18 20 22
Hour

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 1.63 2.30 14.0 1.29 1.61 2.15 13.80 1.34 -0.9% -6.6% -1.4% 3.8% Tues. 1.63 2.30 14.0 1.29 1.61 2.15 13.80 1.34 -0.9% -6.6% -1.4% 3.8% Wed. 1.63 2.30 14.0 1.29 1.61 2.15 13.80 1.34 -0.9% -6.6% -1.4% 3.8% Thur. 1.63 2.30 14.0 1.29 1.61 2.15 13.80 1.34 -0.9% -6.6% -1.4% 3.8% Fri. 1.53 2.06 14.0 1.30 1.57 2.12 13.80 1.31 2.6% 3.0% -1.6% 0.7% Sat. 1.64 2.27 13.9 1.34 1.68 2.36 13.83 1.40 2.6% 4.2% -0.5% 4.0% Sun. 1.65 2.30 14.0 1.30 1.73 2.46 13.83 1.44 4.9% 6.7% -1.3% 10.9% Summary
Weekday
Weekend
ADWF(4)

1.61 1.65

1.62 --
--
--

14.0 14.0

14.0 1.30

1.32 1.30

1.60 1.71

1.63 --
--
--

13.8 13.8

13.8 1.34

1.42 1.36

-0.3%

3.7%

0.9%

--
--
--

-1.4%
-0.9%
-1.3%

3.1%

7.4%

4.4%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-02, Dry Weather Flow Calibration Location: E Grant Line Rd. b/w Colony Dr. & Entrada Way Pipeline Diameter: 29.75''
City Manhole ID: 777
Model Pipe ID: 470
Flow Monitor Location

2.0 1.6

1.2 0.8

0.4 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

2.0 1.6

1.2 0.8

0.4 0.0
Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity
Level Calibration
16 Model Calibration Summary

12 8

4 0
Mon

Tues Wed

Weekday Diurnal Pattern

Thurs

Days

Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. 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 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0 2 4 6 8 10 12 14 16 18 20 22
Hour

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 1.11 1.52 9.9 1.22 1.16 1.46 9.59 1.33 4.8% -4.1% -2.7% 8.9% Tues. 1.11 1.52 9.9 1.22 1.16 1.46 9.59 1.33 4.8% -4.1% -2.7% 8.9% Wed. 1.11 1.52 9.9 1.22 1.16 1.46 9.59 1.33 4.8% -4.1% -2.7% 8.9% Thur. 1.11 1.52 9.9 1.22 1.16 1.46 9.59 1.33 4.8% -4.1% -2.7% 8.9% Fri. 1.08 1.36 9.7 1.22 1.15 1.44 9.53 1.32 6.5% 6.1% -1.3% 8.4% Sat. 1.11 1.56 9.7 1.24 1.18 1.59 9.62 1.33 6.4% 2.2% -1.0% 7.5% Sun. 1.15 1.58 9.9 1.24 1.21 1.63 9.74 1.34 5.2% 3.2% -2.1% 8.4% Summary
Weekday
Weekend
ADWF(4)

1.10 1.13

1.11 --
--
--

9.8 9.8

9.8 1.22

1.24 1.22

1.16 1.19

1.17 --
--
--

9.6 9.7

9.6 1.33

1.33 1.33

5.1%

5.8%

5.3%

--
--
--

-2.4%
-1.5%
-2.2%

8.8%

8.0%

8.6%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-03, Dry Weather Flow Calibration Location: N MacArthur Dr. n/o Interstate 205
Pipeline Diameter: 24''
City Manhole ID:

Model Pipe ID: CDT-719
Flow Monitor Location

0.4 0.3

0.2 0.1
Flow Calibration

0.0 Mon

Tues Wed

Thurs

Days

Fri Sat Sun
Modeled Flow
Measured Flow

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

10.0 8.0

6.0 4.0

2.0 0.0
Level Calibration

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.27 0.30 6.0 0.70 0.27 0.30 5.67 0.84 0.1% -0.7% -6.1% 21.0% Tues. 0.27 0.30 6.0 0.70 0.27 0.30 5.67 0.84 0.1% -0.7% -6.1% 21.0% Wed. 0.27 0.30 6.0 0.70 0.27 0.30 5.67 0.84 0.1% -0.7% -6.1% 21.0% Thur. 0.27 0.30 6.0 0.70 0.27 0.30 5.67 0.84 0.1% -0.7% -6.1% 21.0% Fri. 0.28 0.32 6.0 0.71 0.28 0.31 5.67 0.86 -0.1% -1.7% -6.1% 21.1% Sat. 0.26 0.29 6.0 0.68 0.26 0.29 5.67 0.82 -0.1% -1.7% -5.3% 19.3% Sun. 0.26 0.29 6.0 0.69 0.26 0.29 5.67 0.82 0.1% -1.7% -4.8% 18.7% Summary
Weekday 0.27 -- 6.0 0.70 0.27 -- 5.7 0.85 0.0% -- -6.1% 21.1% Weekend 0.26 -- 6.0 0.69 0.26 -- 5.7 0.82 0.0% -- -5.0% 19.0% ADWF(4) 0.27 -- 6.0 0.70 0.27 -- 5.7 0.84 0.0% -- -5.8% 20.5%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Level (in)

Flow Monitoring Site TC-04, Dry Weather Flow Calibration Location: N Tracy Blvd. n/o Interstate 205
Pipeline Diameter: 15''
City Manhole ID: 1009
Model Pipe ID: 157
Flow Monitor Location

1.0 0.8

0.6 0.4

0.2 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

6.0 5.0

4.0 3.0

2.0 1.0

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

7 6
5 4
Model Calibration Summary 3
2 1
0 Level Calibration

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd)
Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.60 0.76 3.3 4.67 0.60 0.75 4.90 2.65 0.1% -1.7% 49.9% -43.3% Tues. 0.60 0.76 3.3 4.67 0.60 0.75 4.90 2.65 0.1% -1.7% 49.9% -43.3% Wed. 0.60 0.76 3.3 4.67 0.60 0.75 4.90 2.65 0.1% -1.7% 49.9% -43.3% Thur. 0.60 0.76 3.3 4.67 0.60 0.75 4.90 2.65 0.1% -1.7% 49.9% -43.3% Fri. 0.59 0.72 3.3 4.64 0.59 0.74 4.86 2.64 0.1% 3.2% 49.5% -43.3% Sat. 0.61 0.84 3.4 4.58 0.61 0.83 4.93 2.65 -0.3% -0.3% 46.9% -42.2% Sun. 0.61 0.84 3.3 4.70 0.61 0.83 4.94 2.65 0.0% -0.2% 50.8% -43.6% Summary
Weekday
Weekend
ADWF(4)

0.60 0.61

0.60 --
--
--

3.3 3.3

3.3 4.66

4.64 4.66

0.60 0.61

0.60 --
--
--

4.9 4.9

4.9 2.65

2.65 2.65

0.1%
-0.1%

0.0%

--
--
--

49.8%

48.8%

49.5%

-43.3%
-42.9%
-43.2%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Level (in)

Flow Monitoring Site TC-05, Dry Weather Flow Calibration Location: N Tracy Blvd. n/o Interstate 205
Pipeline Diameter: 24''
City Manhole ID: 1005
Model Pipe ID: 154
Flow Monitor Location

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

5.0 4.0

3.0 2.0

1.0 0.0
Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

14 12
10 8
Model Calibration Summary 6
4 2
0 Level Calibration

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd)
Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 2.33 3.19 9.8 2.92 2.33 3.15 8.35 3.64 0.0% -1.2% -15.0% 24.7% Tues. 2.33 3.19 9.8 2.92 2.33 3.15 8.35 3.64 0.0% -1.2% -15.0% 24.7% Wed. 2.33 3.19 9.8 2.92 2.33 3.15 8.35 3.64 0.0% -1.2% -15.0% 24.7% Thur. 2.33 3.19 9.8 2.92 2.33 3.15 8.35 3.64 0.0% -1.2% -15.0% 24.7% Fri. 2.30 2.90 9.8 2.92 2.32 3.14 8.32 3.63 0.5% 8.3% -14.8% 24.5% Sat. 2.40 3.42 10.0 2.90 2.44 3.45 8.49 3.66 1.6% 0.8% -15.3% 26.3% Sun. 2.50 3.57 10.2 2.95 2.59 3.69 8.77 3.73 3.5% 3.4% -14.1% 26.6% Summary
Weekday
Weekend
ADWF(4)

2.33 2.45

2.36 --
--
--

9.8 10.1

9.9 2.92

2.93 2.92

2.33 2.51

2.38 --
--
--

8.3 8.6

8.4 3.64

3.70 3.66

0.1%

2.6%

0.8%

--
--
--

-15.0%
-14.7%
-14.9%

24.6%

26.4%

25.2%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Level (in)

Flow Monitoring Site TC-06, Dry Weather Flow Calibration Location: West Valley Mall n/o Auto Plaza Dr.

Pipeline Diameter: 29.25''
City Manhole ID: 3378
Model Pipe ID: CDT-263
Flow Monitor Location

2.0 1.6

1.2 0.8

0.4 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

2.5 2.0

1.5 1.0

0.5 0.0
Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

10 8
6 Model Calibration Summary 4
2 0
Level Calibration

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd)
Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 1.26 1.58 7.8 1.93 1.26 1.50 7.44 2.04 0.0% -4.7% -4.7% 5.9% Tues. 1.35 1.59 8.6 2.01 1.35 1.56 7.71 2.09 -0.1% -1.5% -9.8% 4.0% Wed. 1.35 1.59 8.6 2.01 1.35 1.56 7.71 2.09 -0.1% -1.5% -9.8% 4.0% Thur. 1.35 1.59 8.6 2.01 1.35 1.56 7.71 2.09 -0.1% -1.5% -9.8% 4.0% Fri. 1.33 1.47 8.0 1.98 1.33 1.52 7.64 2.08 -0.2% 3.7% -4.6% 5.0% Sat. 1.35 1.64 8.0 1.99 1.34 1.66 7.67 2.08 -0.2% 1.5% -4.6% 4.8% Sun. 1.24 1.59 7.7 1.92 1.24 1.55 7.37 2.03 0.4% -2.7% -4.3% 6.0% Summary
Weekday
Weekend
ADWF(4)

1.33 1.29

1.32 --
--
--

8.3 7.9

8.2 1.99

1.95 1.98

1.33 1.29

1.32 --
--
--

7.6 7.5

7.6 2.08

2.06 2.07

-0.1%

0.1%

0.0%

--
--
--

-7.8%
-4.5%
-6.9%

4.6%

5.4%

4.8%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-07, Dry Weather Flow Calibration Location: W Byrin Rd. e/o Von Sosten Rd.

Pipeline Diameter: 20.25''
City Manhole ID: 3362
Model Pipe ID: CDT-231
Flow Monitor Location

1.0 0.8

0.6 0.4

0.2 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

2.0 1.5

1.0 0.5
Velocity Calibration

0.0 Mon

Tues Wed

Thurs

Days

Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
10 8
6 4

2 0

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

2.2 2.0

1.8 1.6

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0
Tues Wed

Weekday Diurnal Pattern
Thurs
Days

2.2 2.0

1.8 1.6

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0
Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.19 0.32 7.7 0.37 0.19 0.39 4.52 0.76 0.6% 21.9% -41.6% 105.7% Tues. 0.34 0.77 8.6 0.62 0.34 0.70 5.23 1.08 -0.9% -9.2% -39.0% 76.0% Wed. 0.34 0.77 8.6 0.62 0.34 0.70 5.23 1.08 -0.9% -9.2% -39.0% 76.0% Thur. 0.34 0.77 8.6 0.62 0.34 0.70 5.23 1.08 -0.9% -9.2% -39.0% 76.0% Fri. 0.32 0.76 7.9 0.61 0.32 0.65 5.14 1.06 0.5% -14.8% -34.7% 73.2% Sat. 0.24 0.51 7.9 0.46 0.24 0.41 4.83 0.88 1.3% -18.8% -38.4% 91.0% Sun. 0.17 0.21 7.1 0.38 0.17 0.29 4.42 0.73 3.4% 35.8% -37.6% 89.5% Summary
Weekday 0.31 -- 8.3 0.57 0.31 -- 5.1 1.01 -0.4% -- ‐38.6% 79.2% Weekend 0.20 -- 7.5 0.42 0.21 -- 4.6 0.80 2.1% -- ‐38.0% 90.4% ADWF(4) 0.28 -- 8.0 0.52 0.28 -- 4.9 0.95 0.1% -- ‐38.5% 81.8%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-08, Dry Weather Flow Calibration Location: Holly Dr. b/w E 22nd St. & W Grant Line Rd.

Pipeline Diameter: 18''
City Manhole ID: 752
Model Pipe ID: 450
Flow Monitor Location

0.7 0.6

0.5 0.4

0.3 0.2

0.1 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

3.0 2.5

2.0 1.5

1.0 0.5

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
6 5
4 3
2 1
0 Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd) Level (in) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.44 0.61 4.7 2.24 0.44 0.59 4.49 2.33 0.1% -3.0% -5.0% 3.9% Tues. 0.44 0.61 4.7 2.24 0.44 0.59 4.49 2.33 0.1% -3.0% -5.0% 3.9% Wed. 0.44 0.61 4.7 2.24 0.44 0.59 4.49 2.33 0.1% -3.0% -5.0% 3.9% Thur. 0.44 0.61 4.7 2.24 0.44 0.59 4.49 2.33 0.1% -3.0% -5.0% 3.9% Fri. 0.44 0.55 4.6 2.20 0.44 0.59 4.47 2.32 0.0% 6.8% -3.1% 5.3% Sat. 0.45 0.64 4.7 2.20 0.45 0.62 4.51 2.33 -0.4% -2.5% -3.7% 5.8% Sun. 0.47 0.63 4.7 2.22 0.46 0.64 4.56 2.35 -0.1% 2.4% -3.7% 6.1% Summary
Weekday
Weekend
ADWF(4)

0.44 0.46

0.45 --
--
--

4.7 4.7

4.7 2.23

2.21 2.23

0.44 0.46

0.45 --
--
--

4.5 4.5

4.5 2.32

2.34 2.33

0.1%
-0.3%

0.0%

--
--
--

-4.6%
-3.7%
-4.4%

4.2%

6.0%

4.7%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-09, Dry Weather Flow Calibration Location: Summergate Dr. & Westbury Ct.

Pipeline Diameter: 18''
City Manhole ID: 951
Model Pipe ID: 237
Flow Monitor Location

0.6 0.5

0.4 0.3

0.2 0.1

0.0 Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
8 7
6 5
4 3
2 1
0 Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd) Level (in) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.33 0.46 5.3 1.19 0.33 0.44 5.51 1.11 0.0% -3.0% 4.6% -6.9% Tues. 0.33 0.46 5.3 1.19 0.33 0.44 5.51 1.11 0.0% -3.0% 4.6% -6.9% Wed. 0.33 0.46 5.3 1.19 0.33 0.44 5.51 1.11 0.0% -3.0% 4.6% -6.9% Thur. 0.33 0.46 5.3 1.19 0.33 0.44 5.51 1.11 0.0% -3.0% 4.6% -6.9% Fri. 0.33 0.42 5.2 1.20 0.33 0.44 5.49 1.11 -0.1% 5.6% 4.9% -7.6% Sat. 0.35 0.50 5.3 1.21 0.35 0.48 5.58 1.12 -0.1% -3.2% 4.7% -7.3% Sun. 0.35 0.49 5.4 1.19 0.35 0.49 5.64 1.13 0.0% 0.1% 3.7% -5.5% Summary
Weekday
Weekend
ADWF(4)

0.33 0.35

0.34 --
--
--

5.3 5.4

5.3 1.19

1.20 1.19

0.33 0.35

0.34 --
--
--

5.5 5.6

5.5 1.11

1.12 1.11

0.0%
-0.1%
-0.1%

--
--
--

4.7%

4.2%

4.5%

-7.0%
-6.4%
-6.8%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Level (in)

Flow Monitoring Site TC-10, Dry Weather Flow Calibration Location: N Corral Hollow Rd. b/w Crohn Rd. & W 11th St.

Pipeline Diameter: 24''
City Manhole ID: 1819
Model Pipe ID: 861
Flow Monitor Location

2.5 2.0

1.5 1.0

0.5 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

2.5 2.0

1.5 1.0

0.5 0.0
Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

14 12
10 8
Model Calibration Summary 6
4 2
0 Level Calibration

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd)
Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 1.10 1.63 8.5 1.64 1.13 1.53 8.00 1.87 2.3% -6.2% -5.8% 13.6% Tues. 1.10 1.63 8.5 1.64 1.13 1.53 8.00 1.87 2.3% -6.2% -5.8% 13.6% Wed. 1.10 1.63 8.5 1.64 1.13 1.53 8.00 1.87 2.3% -6.2% -5.8% 13.6% Thur. 1.10 1.63 8.5 1.64 1.13 1.53 8.00 1.87 2.3% -6.2% -5.8% 13.6% Fri. 1.12 1.53 8.6 1.64 1.13 1.53 8.00 1.87 0.8% -0.1% -7.0% 13.6% Sat. 1.18 1.77 8.8 1.65 1.19 1.68 8.16 1.89 1.0% -4.9% -7.4% 14.2% Sun. 1.27 1.95 9.2 1.67 1.29 1.82 8.48 1.94 1.2% -6.4% -8.1% 15.7% Summary
Weekday 1.11 -- 8.5 1.64 1.13 -- 8.0 1.87 2.0% -- -6.0% 13.6% Weekend 1.23 -- 9.0 1.66 1.24 -- 8.3 1.91 1.1% -- -7.8% 15.0% ADWF(4) 1.14 -- 8.7 1.65 1.16 -- 8.1 1.88 1.7% -- -6.6% 14.0%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Level (in)

Flow Monitoring Site TC-11, Dry Weather Flow Calibration Location: Sienna Park Dr. & Sycamore Pkwy.

Pipeline Diameter: 15''
City Manhole ID: 2955
Model Pipe ID: 3029
Flow Monitor Location

0.7 0.6

0.5 0.4

0.3 0.2

0.1 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

5 4
3 Model Calibration Summary 2
1 0
Level Calibration

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd)
Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.33 0.49 2.9 3.06 0.36 0.50 3.16 2.85 6.6% 2.5% 10.0% -6.6% Tues. 0.33 0.49 2.9 3.06 0.36 0.50 3.16 2.85 6.6% 2.5% 10.0% -6.6% Wed. 0.33 0.49 2.9 3.06 0.36 0.50 3.16 2.85 6.6% 2.5% 10.0% -6.6% Thur. 0.33 0.49 2.9 3.06 0.36 0.50 3.16 2.85 6.6% 2.5% 10.0% -6.6% Fri. 0.33 0.46 2.9 3.03 0.35 0.49 3.11 2.83 5.2% 7.3% 8.7% -6.6% Sat. 0.35 0.52 2.9 3.08 0.37 0.54 3.20 2.87 6.6% 3.1% 9.8% -6.8% Sun. 0.39 0.56 3.1 3.14 0.40 0.58 3.33 2.94 4.1% 4.7% 8.3% -6.6% Summary
Weekday
Weekend
ADWF(4)

0.33 0.37

0.34 --
--
--

2.9 3.0

2.9 3.05

3.11 3.07

0.35 0.39

0.36 --
--
--

3.1 3.3

3.2 2.85

2.90 2.86

6.3%

5.3%

6.0%

--
--
--

9.7%

9.0%

9.5%

-6.6%
-6.7%
-6.6%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-12, Dry Weather Flow Calibration Location: Leamon St. & Avila St.

Pipeline Diameter: 20.75''
City Manhole ID: 2382
Model Pipe ID: 2324
Flow Monitor Location

2.0 1.5

1.0 0.5
Flow Calibration

0.0 Mon

Tues Wed

Thurs

Days

Fri Sat Sun
Modeled Flow
Measured Flow

6.0 5.0

4.0 3.0

2.0 1.0

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
10 8
6 4

2 0

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 1.06 1.60 4.3 4.54 1.07 1.53 5.57 3.16 0.8% -4.4% 29.2% -30.4% Tues. 1.06 1.60 4.3 4.54 1.07 1.53 5.57 3.16 0.8% -4.4% 29.2% -30.4% Wed. 1.06 1.60 4.3 4.54 1.07 1.53 5.57 3.16 0.8% -4.4% 29.2% -30.4% Thur. 1.06 1.60 4.3 4.54 1.07 1.53 5.57 3.16 0.8% -4.4% 29.2% -30.4% Fri. 1.04 1.41 4.2 4.54 1.03 1.47 5.46 3.12 -0.6% 4.1% 28.5% -31.2% Sat. 1.14 1.66 4.5 4.59 1.13 1.68 5.69 3.18 -0.5% 1.1% 27.4% -30.6% Sun. 1.17 1.76 4.5 4.58 1.18 1.75 5.81 3.22 0.2% -0.9% 28.3% -29.7% Summary
Weekday 1.06 -- 4.3 4.54 1.06 -- 5.5 3.15 0.5% -- 29.1% ‐30.5% Weekend 1.16 -- 4.5 4.59 1.15 -- 5.7 3.20 -0.2% -- 27.9% ‐30.2% ADWF(4) 1.09 -- 4.4 4.55 1.09 -- 5.6 3.17 0.3% -- 28.7% ‐30.4%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-13, Dry Weather Flow Calibration Location: Along UPRR, e/o N MacArthur Dr & Krider Ct.

Pipeline Diameter: 18''
City Manhole ID: 1306
Model Pipe ID: 993
Flow Monitor Location

0.4 0.3

0.2 0.1
Flow Calibration

0.0 Mon

Tues Wed

Thurs

Days

Fri Sat Sun
Modeled Flow
Measured Flow

2.0 1.5

1.0 0.5
Velocity Calibration

0.0 Mon

Tues Wed

Thurs

Days

Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
5 4
3 2

1 0

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

2.0 1.8

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

2.0 1.8

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Velocity (ft/s) Flow (mgd) Level (in) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.19 0.34 3.3 1.21 0.19 0.33 3.20 1.30 0.6% -3.8% -3.7% 7.1% Tues. 0.19 0.34 3.3 1.21 0.19 0.33 3.20 1.30 0.6% -3.8% -3.7% 7.1% Wed. 0.19 0.34 3.3 1.21 0.19 0.33 3.20 1.30 0.6% -3.8% -3.7% 7.1% Thur. 0.19 0.34 3.3 1.21 0.19 0.33 3.20 1.30 0.6% -3.8% -3.7% 7.1% Fri. 0.18 0.32 3.3 1.17 0.18 0.31 3.13 1.27 0.8% -4.1% -5.1% 9.0% Sat. 0.20 0.34 3.4 1.24 0.20 0.33 3.26 1.32 -0.5% -1.1% -5.2% 6.6% Sun. 0.22 0.36 3.5 1.29 0.21 0.36 3.36 1.36 -0.3% -0.3% -2.9% 5.4% Summary
Weekday
Weekend
ADWF(4)

0.18 0.21

0.19 --
--
--

3.3 3.4

3.4 1.20

1.26 1.22

0.19 0.21

0.19 --
--
--

3.2 3.3

3.2 1.29

1.34 1.31

0.6%
-0.4%

0.3%

--
--
--

-4.0%
-4.0%
-4.0%

7.5%

6.0%

7.0%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

2 4

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2 4

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Flow Monitoring Site TC-14, Dry Weather Flow Calibration Location: e/o De Bord Dr. & Cairo Ct.

Pipeline Diameter: 18''
City Manhole ID: 805
Model Pipe ID: 1630
Flow Monitor Location

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

2.5 2.0

1.5 1.0

0.5 0.0
Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
10 8
6 4

2 0

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.62 0.94 6.0 1.86 0.63 0.90 5.68 1.97 0.6% -4.2% -5.9% 5.7% Tues. 0.62 0.94 6.0 1.86 0.63 0.90 5.68 1.97 0.6% -4.2% -5.9% 5.7% Wed. 0.62 0.94 6.0 1.86 0.63 0.90 5.68 1.97 0.6% -4.2% -5.9% 5.7% Thur. 0.62 0.94 6.0 1.86 0.63 0.90 5.68 1.97 0.6% -4.2% -5.9% 5.7% Fri. 0.59 0.89 6.1 1.76 0.60 0.85 5.54 1.94 0.8% -4.2% -9.7% 10.0% Sat. 0.66 1.05 6.4 1.78 0.66 0.99 5.78 1.98 0.2% -5.9% -9.0% 11.1% Sun. 0.69 1.02 6.4 1.85 0.69 1.03 5.92 2.01 0.3% 1.5% -6.8% 8.7% Summary
Weekday
Weekend
ADWF(4)

0.62 0.67

0.63 --
--
--

6.1 6.4

6.1 1.84

1.81 1.84

0.62 0.67

0.64 --
--
--

5.7 5.9

5.7 1.96

1.99 1.97

0.7%

0.2%

0.5%

--
--
--

-6.7%
-7.9%
-7.1%

6.5%

9.9%

7.5%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

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Flow Monitoring Site TC-15, Dry Weather Flow Calibration Location: N Corral Hollow Rd. & Alegre Dr.

Pipeline Diameter: 21.5''
City Manhole ID: 2838
Model Pipe ID: 3608
Flow Monitor Location

3.0 2.5

2.0 1.5

1.0 0.5

0.0 Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
12 10
8 6
4 2
0 Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 1.51 2.25 7.1 3.11 1.53 2.11 7.83 2.84 1.2% -6.3% 9.5% -8.9% Tues. 1.51 2.25 7.1 3.11 1.53 2.11 7.83 2.84 1.2% -6.3% 9.5% -8.9% Wed. 1.51 2.25 7.1 3.11 1.53 2.11 7.83 2.84 1.2% -6.3% 9.5% -8.9% Thur. 1.51 2.25 7.1 3.11 1.53 2.11 7.83 2.84 1.2% -6.3% 9.5% -8.9% Fri. 1.50 2.02 7.1 3.12 1.53 2.11 7.81 2.83 1.6% 4.7% 9.9% -9.0% Sat. 1.59 2.44 7.3 3.13 1.61 2.32 8.00 2.86 1.6% -4.6% 9.4% -8.6% Sun. 1.72 2.63 7.7 3.17 1.74 2.52 8.33 2.93 1.1% -4.2% 8.6% -7.6% Summary
Weekday
Weekend
ADWF(4)

1.51 1.66

1.55 --
--
--

7.1 7.5

7.2 3.11

3.15 3.12

1.53 1.68

1.57 --
--
--

7.8 8.2

7.9 2.84

2.89 2.85

1.3%

1.4%

1.3%

--
--
--

9.6%

9.0%

9.4%

-8.9%
-8.1%
-8.7%

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WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY
DRAFT | MAY 2019

2 4

9 120 144 0 7

2 4

9 120 144 0 7

2 4

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Flow Monitoring Site TC-16, Dry Weather Flow Calibration Location: W 23rd St. & Bessie Ave.

Pipeline Diameter: 12''
City Manhole ID: 1023
Model Pipe ID: 2062
Flow Monitor Location

0.4 0.3

0.3 0.2

0.2 0.1

0.1 0.0
Flow Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Flow
Measured Flow

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Velocity Calibration
Mon Tues Wed Thurs
Days
Fri Sat Sun
Modeled Velocity
Measured Velocity

Model Calibration Summary

Level Calibration
10 8
6 4

2 0

Notes:

1. Source: V&A Temporary Flow Monitoring Program

2. Peak flow is the hourly average hourly peak flow, which was derived based on the 15-minute flow data from V&A.

Mon

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Tues Wed

Weekday Diurnal Pattern
Thurs
Days

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 Fri Sat Sun
Modeled Level
Measured Level
Weekend Diurnal Pattern

3. Percent Error = (Modeled - Measured) /Measured x 100

4. ADWF = (5xWeekday Average + 2xWeekend Average)/7
0 2 4 6 8 10 12 14 16 18 20 22
Hour
0 2 4 6 8 10 12 14 16 18 20 22
Hour
Hourly Multiplier Level (in) Velocity (ft/s) Flow (mgd) Hourly Multiplier

Day

Avg.

Flow
(mgd)
Measured Data(1)
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(mgd)
Modeled Data
Peak Avg.

Flow(2) Level
(mgd) (in)

Avg. Vel.
(ft/s)

Avg.

Flow
(%)
Percent Error(3)
Peak Avg.

Flow Level
(%) (%)

Avg. Vel.
(%)
Mon. 0.22 0.27 5.7 0.89 0.20 0.25 5.80 0.83 -5.3% -7.0% 1.3% -6.4% Tues. 0.22 0.27 5.7 0.89 0.20 0.25 5.80 0.83 -5.3% -7.0% 1.3% -6.4% Wed. 0.22 0.27 5.7 0.89 0.20 0.25 5.80 0.83 -5.3% -7.0% 1.3% -6.4% Thur. 0.22 0.27 5.7 0.89 0.20 0.25 5.80 0.83 -5.3% -7.0% 1.3% -6.4% Fri. 0.21 0.27 5.7 0.88 0.20 0.25 5.72 0.83 -5.3% -7.6% 0.9% -6.2% Sat. 0.21 0.30 5.6 0.88 0.20 0.28 5.69 0.82 -5.5% -6.9% 0.9% -6.6% Sun. 0.21 0.30 5.6 0.88 0.20 0.28 5.74 0.82 -5.3% -6.1% 1.7% -6.4% Summary
Weekday
Weekend
ADWF(4)

0.22 0.21

0.21 --
--
--

5.7 5.6

5.7 0.88

0.88 0.88

0.20 0.20

0.20 --
--
--

5.8 5.7

5.8 0.83

0.82 0.83

-5.3%
-5.4%
-5.3%

--
--
--

1.2%

1.3%

1.2%

-6.3%
-6.5%
-6.4%

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WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Appendix D

WET WEATHER FLOW CALIBRATION SHEETS

FINAL | JULY 2023

WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-01 Wet Weather Calibration
Location: E Larch Rd. & Spurline RR
Pipeline diameter: 24.5''
City Manhole ID: 2068
Model Pipe ID: 2198
Silt Level at Site: 0.5''

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

40 35
30 25
20 15
10 5
0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-02 Wet Weather Calibration
Location: E Grant Line Rd. b/w Colony Dr. & Entrada Way Pipeline diameter: 29.75''
City Manhole ID: 777
Model Pipe ID: 470
Silt Level at Site: 0.5''

3.0 2.5

2.0 1.5

1.0 0.5

0.0 2.0

1.5 1.0

0.5 0.0

20 16

12 8

4 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-03 Wet Weather Calibration
Location: N MacArthur Dr. n/o Interstate 205
Pipeline diameter: 24''
City Manhole ID:

Model Pipe ID: CDT-719
Silt Level at Site: 0.5''

0.7 0.6

0.5 0.4

0.3 0.2

0.1 0.0

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 12

10 8

6 4

2 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-04 Wet Weather Calibration
Location: N Tracy Blvd. n/o Interstate 205
Pipeline diameter: 15''
City Manhole ID: 1009
Model Pipe ID: 157
Silt Level at Site: none''

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 10

8 6

4 2

0 10

8 6

4 2

0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-05 Wet Weather Calibration
Location: N Tracy Blvd. n/o Interstate 205
Pipeline diameter: 24''
City Manhole ID: 1005
Model Pipe ID: 154
Silt Level at Site: none''

6.0 5.0

4.0 3.0

2.0 1.0

0.0 8.0

7.0 6.0

5.0 4.0

3.0 2.0

1.0 0.0

20 16

12 8

4 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-06 Wet Weather Calibration
Location: West Valley Mall n/o Auto Plaza Dr.

Pipeline diameter: 29.25''
City Manhole ID: 3378
Model Pipe ID: CDT-263
Silt Level at Site: none''

2.5 2.0

1.5 1.0

0.5 0.0

3.5 3.0

2.5 2.0

1.5 1.0

0.5 0.0

14 12
10 8
6 4
2 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-07 Wet Weather Calibration
Location: W Byrin Rd. e/o Von Sosten Rd.

Pipeline diameter: 20.25''
City Manhole ID: 3362
Model Pipe ID: CDT-231
Silt Level at Site: none''

1.0 0.9

0.8 0.7

0.6 0.5

0.4 0.3

0.2 0.1

0.0 2.0

1.8 1.6

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0

25 20

15 10

5 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-08 Wet Weather Calibration
Location: Holly Dr. b/w E 22nd St. & W Grant Line Rd.

Pipeline diameter: 18''
City Manhole ID: 752
Model Pipe ID: 450
Silt Level at Site: 1.25''

1.4 1.2

1.0 0.8

0.6 0.4

0.2 0.0

4.0 3.5

3.0 2.5

2.0 1.5

1.0 0.5

0.0 12

10 8

6 4

2 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-09 Wet Weather Calibration
Location: Summergate Dr. & Westbury Ct.

Pipeline diameter: 18''
City Manhole ID: 951
Model Pipe ID: 237
Silt Level at Site: none''

0.6 0.5

0.4 0.3

0.2 0.1

0.0 2.4

2.0 1.6

1.2 0.8

0.4 0.0

10 8

6 4

2 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-10 Wet Weather Calibration
Location: N Corral Hollow Rd. b/w Crohn Rd. & W 11th St.

Pipeline diameter: 24''
City Manhole ID: 1819
Model Pipe ID: 861
Silt Level at Site: none''

2.0 1.6

1.2 0.8

0.4 0.0

3.0 2.5

2.0 1.5

1.0 0.5

0.0 16

12 8

4 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-11 Wet Weather Calibration
Location: Sienna Park Dr. & Sycamore Pkwy.

Pipeline diameter: 15''
City Manhole ID: 2955
Model Pipe ID: 3029
Silt Level at Site: none''

0.6 0.5

0.4 0.3

0.2 0.1

0.0 6.0

5.0 4.0

3.0 2.0

1.0 0.0

6 5

4 3

2 1

0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-12 Wet Weather Calibration
Location: Leamon St. & Avila St.

Pipeline diameter: 20.75''
City Manhole ID: 2382
Model Pipe ID: 2324
Silt Level at Site: none''

2.0 1.8

1.6 1.4

1.2 1.0

0.8 0.6

0.4 0.2

0.0 7.0

6.0 5.0

4.0 3.0

2.0 1.0

0.0 10

8 6

4 2

0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-13 Wet Weather Calibration
Location: Along UPRR, e/o N MacArthur Dr & Krider Ct.

Pipeline diameter: 18''
City Manhole ID: 1306
Model Pipe ID: 993
Silt Level at Site: none''

0.4 0.3

0.2 0.1

0.0 2.4

2.0 1.6

1.2 0.8

0.4 0.0

6 5

4 3

2 1

0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-14 Wet Weather Calibration
Location: e/o De Bord Dr. & Cairo Ct.

Pipeline diameter: 18''
City Manhole ID: 805
Model Pipe ID: 1630
Silt Level at Site: none''

1.2 1.0

0.8 0.6

0.4 0.2

0.0 3.0

2.5 2.0

1.5 1.0

0.5 0.0

12 10

8 6

4 2

0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-15 Wet Weather Calibration
Location: N Corral Hollow Rd. & Alegre Dr.

Pipeline diameter: 21.5''
City Manhole ID: 2838
Model Pipe ID: 3608
Silt Level at Site: none''

3.0 2.5

2.0 1.5

1.0 0.5

0.0 6.0

5.0 4.0

3.0 2.0

1.0 0.0

16 14
12 10
8 6
4 2
0 Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour) WASTEWATER MASTER PLAN | CITY OF TRACY
FINAL DRAFT | MARCH 2022

Flow Monitoring Site TC-16 Wet Weather Calibration
Location: W 23rd St. & Bessie Ave.

Pipeline diameter: 12''
City Manhole ID: 1023
Model Pipe ID: 2062
Silt Level at Site: none''

0.4 0.3

0.3 0.2

0.2 0.1

0.1 0.0

1.2 1.0

0.8 0.6

0.4 0.2

0.0 8
7 6
5 4
3 2
1 0
Flow Calibration

3/12 3/13 3/14 3/15 3/16
Rain ADWF Measured Data Modeled Data
Velocity Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data
Level Calibration

3/12 3/13 3/14 3/15 3/16
Rain Measured Data Modeled Data

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 0.00

0.05 0.10

0.15 0.20

0.25 0.30

0.35 0.40

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 Velocity (ft/s) Flow (mgd) Level (inches)
Rain (inches/hour) Rain (inches/hour) Rain (inches/hour)

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Appendix E

WASTEWATER IMPROVEMENT DETAIL SHEETS

FINAL | JULY 2023

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWGM-1
Project Name: Gravity Main along Bessie Avenue
System Type: Wastewater Collection System

Project Description:

This project includes the replacement of approximately 440 feet of 8 -inch diameter gravity main along Bessie Avenue, between Whittier Avenue and 20th Street. To mitigate capacity deficiencies under existing PWWF conditions, it is recommended that the existing 8 -inch diameter gravity main be replaced with a 12-inch diameter gravity main.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 8 12 Replace 440 $ 285 $ 125,000 $ 169,000 2023 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As an existing deficiency, existing users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 100% $ 169,000
Future Users 0% $ -
Total 100% $ 169,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWGM-2
Project Name: Gravity Main along Bessie Avenue
System Type: Wastewater Collection System

Project Description:

This project includes the replacement of approximately 510 feet of 10-inch diameter gravity main along Bessie Avenue, between 23rd Street and West Grant Line Road. To mitigate capacity deficiencies under existing PWWF conditions, it is recommended that the existing 10-inch diameter gravity main be replaced with a 12-inch diameter gravity main.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 10 12 Replace 510 $ 285 $ 145,000 $ 196,000 2024 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As an existing deficiency, existing users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 100% $ 196,000
Future Users 0% $ -
Total 100% $ 196,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the replacement of approximately 450 feet of 8-inch and 12-inch diameter gravity main along North Central Avenue, 10th Street and 11th Street. To mitigate capacity deficiencies under existing PWWF conditions, it is recommended that the existing 8-inch and 12-inch diameter gravity mains be replaced with a 15-inch diameter gravity main.

Project Number: WWGM-3
Project Name: Gravity Main along North Central Avenue
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 8 15 Replace 450 $ 305 $ 137,000 $ 185,000 2025 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As an existing deficiency, existing users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 100% $ 185,000
Future Users 0% $ -
Total 100% $ 185,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Description:

This project includes the addition of a parallel gravity main along Corral Hallow Road between Parkside Drive and Fieldview Drive. This project will compromise of approximately 8,450 feet of 18-inch diameter gravity main.

Project Number: Phase 2
Project Name: Corral Hollow Phase 2
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main - 18 New 8,450 $ 330 $ 2,789,000 $ 3,765,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 3,765,000
Total 100% $ 3,765,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWGM-4
Project Name: Gravity Main along MacArthur Drive
System Type: Wastewater Collection System

Project Description:

This project includes the replacement of approximately 600 feet of 12-inch diameter gravity main along MacArthur Drive, south of East Grant Line Road. To mitigate capacity deficiencies under 2040 PWWF conditions, it is recommended that the existing 12-inch diameter gravity main be replaced with a 21-inch diameter gravity main.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 12 21 Replace 600 $ 420 $ 252,000 $ 340,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 340,000
Total 100% $ 340,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Number: WWGM-5
Project Name: Gravity Main along Lammers Road
System Type: Wastewater Collection System

Project Description:

This project includes the addition of approximately 3,310 feet of 18-inch diameter gravity main along Lammers Road, north of West Schulte Road. To mitigate capacity deficiencies under 2040 PWWF conditions, it is recommended that this gravity main is implemented convey flow from Corral Hollow Road to Lammers Road. This project is needed to convey from the new force main and lift station projects (WWFM-1 and WWLS-2)

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 18 New 3,310 $ 330 $ 1,092,000 $ 1,474,000 2027 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 1,474,000
Total 100% $ 1,474,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWGM-6
Project Name: Gravity Main to Serve Holly Sugar Industrial System Type: Wastewater Collection System

Project Description:

This project includes the addition of approximately 1,520 feet of 12-inch diameter gravity main west of MacArthur drive and south of Arbor Avenue. To anticipate development in this area (Holly Sugar Industrial) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 1,520 $ 285 $ 433,000 $ 585,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 585,000
Total 100% $ 585,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWGM-7
Project Name: Gravity Main to Serve Ellis
System Type: Wastewater Collection System

Project Description:

This project includes the addition of approximately 1,760 feet of 12-inch diameter gravity main along Ellis Town Drive, between Corral Hollow Road and Middlefield Drive. To anticipate development in this area (Ellis) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 1,760 $ 285 $ 502,000 $ 678,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 678,000
Total 100% $ 678,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 4,700 feet of 12-inch diameter gravity main along Schulte Road and Mabel Josephine Drive. To anticipate development in this area (Rocking Horse and UR7 Bright/Castro) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Number: WWGM-8
Project Name: Gravity Main to Serve Rocking Horse and UR7 Bright/Castro System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 4,700 $ 285 $ 1,340,000 $ 1,809,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 1,809,000
Total 100% $ 1,809,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 2,650 feet of 12-inch diameter gravity main along Valpico Road, west of Corral Hollow Road. To anticipate development in this area (Avenues and SWC Valpico & Corral Hollow) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Number: WWGM-9
Project Name: Gravity Main to Serve Avenues and SWC Valpico & Corral Hollow System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 2,650 $ 285 $ 755,000 $ 1,019,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 1,019,000
Total 100% $ 1,019,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 1,720 feet of 12-inch diameter gravity main along Valpico Road, east of Corral Hollow Road. To anticipate development in this area (Tracy Village) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Number: WWGM-10
Project Name: Gravity Main to Serve Tracy Village
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 1,720 $ 285 $ 490,000 $ 662,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 662,000
Total 100% $ 662,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWGM-11
Project Name: Gravity Main along Lammers Road and Byron Road System Type: Wastewater Collection System

Project Description:

This project includes the replacement of approximately 2,710 feet of 21-inch diameter gravity main along Lammers Road, south of Byron Road, and along Byron Road, west of Lammers Road. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 21- inch diameter gravity main be replaced with a 27-inch diameter gravity main.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 21 27 Replace 2,710 $ 520 $ 1,409,000 $ 1,902,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 1,902,000
Total 100% $ 1,902,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the replacement of approximately 380 feet of 18-inch gravity main along Corral Hollow Road, between Parkside Drive and project WWLS-2.To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended that the existing 18-inch diameter gravity main be replaced with a 24-inch diameter gravity main.

Project Number: WWGM-12
Project Name: Gravity Main along Corral Hollow Road
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 18 24 Replace 380 $ 460 $ 175,000 $ 236,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 236,000
Total 100% $ 236,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 5,750 feet of 12-inch diameter gravity main along Paradise Road, south of West Grant Line and along Chrisman Road, south of Paradise Road. To anticipate development in this area (Chrisman Road) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 5,750 $ 285 $ 1,639,000 $ 2,213,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Number: WWGM-13
Project Name: Gravity Main to Serve Chrisman
System Type: Wastewater Collection System

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 2,213,000
Total 100% $ 2,213,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 1,420 feet of 12-inch diameter gravity main east of Spur Line Railroad and south of Yosemite Drive. To anticipate development in this area (Rocha) by 2040, it is recommended that these 12-inch diameter pipelines be added.

Project Number: WWGM-14
Project Name: Gravity Main to Serve Rocha
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 12 New 1,420 $ 285 $ 405,000 $ 547,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 547,000
Total 100% $ 547,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 750 feet of 18-inch diameter gravity main east of the intersection of Acacia Street and Franklin Avenue . To anticipate development in this area by 2040, it is recommended that these 21-inch diameter pipelines be added.

Project Number: WWGM-15
Project Name: Gravity Main to Serve Acacia Street and Franklin Avenue System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 18 21 Replace 750 $ 420 $ 315,000 $ 425,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 71% $ 302,000
Future Users 29% $ 123,000
Total 100% $ 425,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 1500 feet of 21-inch diameter gravity main Along Macarthur Drive between UP Railroad and Eleventh Street. To anticipate development in this area by 2040, it is recommended that these 24-inch diameter pipelines be added.

Project Number: WWGM-16
Project Name: Gravity Main Along Macarthur Drive
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 21 24 Replace 1,500 $ 460 $ 690,000 $ 932,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 71% $ 662,000
Future Users 29% $ 270,000
Total 100% $ 932,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the addition of approximately 2700 feet of 12-15 inch diameter gravity main West of Chrisman Road between Tulloch Drive and Schulte Road. To anticipate development in this area by 2040, it is recommended that these 18-inch diameter pipelines be added.

Project Number: WWGM-17
Project Name: Gravity Main to Serve Chrisman Road
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main 12 18 Replace 2,700 $ 330 $ 891,000 $ 1,203,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 46% $ 553,000
Future Users 54% $ 650,000
Total 100% $ 1,203,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

Project Number: Cordes Ranch
Project Name: Gravity Mains to Serve Cordes Ranch
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Gravity Main -- 8 New 45,440 $ 260 $ 11,814,000 $ 15,949,000 2041 & beyond

Gravity Main -- 10 New 6,160 $ 270 $ 1,663,000 $ 2,245,000 2041 & beyond Gravity Main -- 12 New 6,370 $ 285 $ 1,815,000 $ 2,450,000 2041 & beyond Gravity Main -- 15 New 8,640 $ 305 $ 2,635,000 $ 3,557,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $24,201,000
Total 100% $24,201,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Number: WWLS-1
Project Name: Hansen Lift Station
System Type: Wastewater Collection System

Project Description:

This project includes the expansion of Hansen Lift Station. The firm capacity is not adequate to convey the buildout PWWF. It is recommended that the lift station capacity be upgraded from 9.01 mgd to

10.8 mgd to accommodate future flows.

Project Details:

Project Element
Existing
Total
Capacity
(mgd)
Proposed
Total
Capacity
(mgd)

Replace/
New

No. of
Pumps
(Units)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Lift Station 9.01 10.42 mgd Replace TBD -- $ 5,210,000 $ 7,034,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 7,034,000
Total 100% $ 7,034,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project includes the construction of a new lift station to serve future growth and existing users in the southern area of the City. To relieve the high flows conveyed along Corral Hollow Road, this project is recommended to convey flows along Schulte Road, west of Corral Hollow Road. This project will have a firm capacity of 4.36 mgd.

Project Number: WWLS-2
Project Name: Lammers Lift Station
System Type: Wastewater Collection System

Project Details:

Project Element
Existing
Total
Capacity
(mgd)
Proposed
Total
Capacity
(mgd)

Replace/
New

No. of
Pumps
(Units)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Lift Station - 4.36 mgd New TBD -- $ 2,180,000 $ 2,943,000 2027 Land Acquisition
Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management. $ 125,000 2027

Project Detail:

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

WWLS-2
Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 3,068,000
Total 100% $ 3,068,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

WWLS-3

Project Number: WWLS-3
Project Name: Larch Lift Station
System Type: Wastewater Collection System

Project Description:

This project includes the expansion of Larch Lift Station. The firm capacity is not adequate to convey the 2040 and buildout PWWFs. It is recommended that the lift station capacity be upgraded from 12.96 mgd to 17.5 mgd to accommodate future buildout flows.

Project Details:

Project Element
Existing
Total
Capacity
(mgd)

Proposed
Total Capacity
(mgd)

Replace/
New

No. of
Pumps
(Units)

Unit Cost
($)
Baseline
Construction
Cost(1)
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Lift Station 12.96 19.75 mgd New TBD -- $ 9,875,000 $ 13,331,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 13,331,000
Total 100% $ 13,331,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Description:

This project is a force main for the Schulte Road Lift Station (WWLS-1). The force main consists of a 14- inch diameter force main that extends 7,790 feet along Schulte Road. This project is needed to convey flow from the new lift station project WWLS-2.

Project Number: WWFM-1
Project Name: Schulte Road Force Main
System Type: Wastewater Collection System

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Force Main - 14 New 7,790 $ 445 $ 3,467,000 $ 4,680,000 2027 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 4,680,000
Total 100% $ 4,680,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWFM-2
Project Name: Hansen Force Main
System Type: Wastewater Collection System

Project Description:

This project includes the replacement of approximately 6,240 feet of 12-inch diameter force main. To mitigate capacity deficiencies under buildout PWWF conditions, it is recommended the pipeline be replaced with a 16-inch diameter force main to accommodate future flows.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Force Main 12 16 Replace 6,420 $ 445 $ 2,857,000 $ 3,857,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Detail:

Notes on Cost Estimation:

As a future deficiency, future users are assigned 100-percent of the project's cost.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 3,857,000
Total 100% $ 3,857,000

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY Project Number: WWRR-1
Project Name: Annual Sewer Line Replacement Program
System Type: Wastewater Collection System

Project Description:

It is recommended that the City undergoes a Sewer Master Plan Update every 5-years to evaluate wastewater collection system.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Annual Sewer Line Replacement -- -- -- -- -- -- $ 150,000 2023

Annual Sewer Line Replacement -- -- -- -- -- -- $ 150,000 2024 Annual Sewer Line Replacement -- -- -- -- -- -- $ 150,000 2025 Annual Sewer Line Replacement -- -- -- -- -- -- $ 150,000 2026 Annual Sewer Line Replacement -- -- -- -- -- -- $ 600,000 2027-2030 Annual Sewer Line Replacement -- -- -- -- -- -- $ 1,500,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 100% $ 2,700,000
Future Users 0% $ -
Total 100% $ 2,700,000

Notes on Cost Estimation:

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWO-1
Project Name: Wastewater Master Plan Update
System Type: Wastewater Collection System

Project Description:

It is recommended that the City undergoes a Sewer Master Plan Update every 5-years to evaluate wastewater collection system.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Wastewater Master Plan Update -- -- -- -- -- -- $ 150,000 2027 Wastewater Master Plan Update -- -- -- -- -- -- $ 150,000 2031-2040 Wastewater Master Plan Update -- -- -- -- -- -- $ 150,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 50% $ 225,000
Future Users 50% $ 225,000
Total 100% $ 450,000

Notes on Cost Estimation:

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWO-2
Project Name: Wastewater Treatment Plant Expansion Phase 2C System Type: Wastewater Treatment Plant Expansion

Project Description:

Wastewater treatment plant expansion Phase 2C is fully designed but has yet to be completed.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Phase 2C -- -- -- -- -- -- $ 35,000,000 2026
Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 35,000,000
Total 100% $ 35,000,000

Notes on Cost Estimation:

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWO-3
Project Name: Wastewater Treatment Plant Expansion Phase 3 System Type: Wastewater Treatment Plant Expansion

Project Description:

It is recommended that the Phase 3 wastewater treatment plant expansion will include the following:

Grit removal basin #3, circular clarifier #3, primary sludge pump station #2, primary effluent equalization tank #2, aeration basin #5, secondary clarifier #2, new WAS and mixed liquor pump station, anaerobic digester #4, removal of 1975 trickling filters, new centrate equalization tank and pump station, and new sludge drying bed #4.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Phase 3 -- -- -- -- -- $ 41,175,400 $ 55,587,000 2031-2040 Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 55,587,000
Total 100% $ 55,587,000

Notes on Cost Estimation:

WASTEWATER COLLECTION SYSTEM MASTER PLAN | CITY OF TRACY

Project Number: WWO-4
Project Name: Wastewater Treatment Plant Expansion Phase 4 System Type: Wastewater Treatment Plant Expansion

Project Description:

It is recommended that the Phase 4 wastewater treatment plant expansion include an additional effluent screen and channel, new primary clarifier effluent equalization pump station, and new outfall pipeline.

Project Details:

Project Element

Existing
Diameter
(in)

Proposed
Diameter
(in)

Replace/
New

Length
(ft)

Unit
Cost(1)
($/ft)
Baseline
Construction
Cost
($)
Capital
Improvement
Cost(2)
($)

Project
Schedule
Phase 4 -- -- -- -- -- $ 25,228,200 $ 34,058,000 2041 & beyond Notes:
(1) ENR San Francisco Construction Cost Index for July 2022 is 15,640. (2) Estimated Construction Cost includes a 15% general contingency, 10% for design costs, and 10% for construction management.

Project Cost Allocation:

Reimbursement Category Percent Cost ($)
Existing Users 0% $ -
Future Users 100% $ 34,058,000
Total 100% $ 34,058,000

Notes on Cost Estimation:

WASTEWATER MASTER PLAN | WASTEWATER MASTER PLAN UPDATE | CITY OF TRACY

Appendix F

WASTEWATER TREATMENT PLANT

EXPANSION AREAS

FINAL | JULY 2023

LEGEND

CITY OWNED

FUTURE EXPANSION AREAS OF THE WWTP

3.4 Acres ¯

13.79 Acres

4.71 Acres

Legacy Fields

18 29

(I-205)

NOTE:

Most of the existing lands shown above is under leases to farms for Agricultural uses.

FOR FUTURE EXPANSION & USES OF THE WWTP
LEGEND

CITY (WASTEWATER ENTERPRISE FUND) OWNED PARCELS

FOR FUTURE EXPANSION & USES OF THE WWTP
N. Tracy Blvd.

August 15, 2023
Agenda Item 3.C

RECOMMENDATION
Staff recommends that City Council review and discuss the Citywide Water System Master Plan Update.

EXECUTIVE SUMMARY
This item is for the City Council to review and discuss the Citywide Water System Master Plan Update (Master
Plan Update). The proposed Master Plan Update will update the water infrastructure
needed by the City to serve the new development identified in the City’s General Plan and the growing population of the City.

BACKGROUND AND LEGISLATIVE HISTORY
The City’s existing Water Master Plan was approved in January 2013 (Existing Master Plan).

The Exist
ing Master Plan was base d on the City’s 2011 General Plan (as amended, General Plan). The City has incorporated many general plan amendments since the 2011 adoption of the Existing Master Plan and has seen a significant increase in residential and commercial developm
ent throughout the City. The General Plan identifies existing and new areas of development within and around the existing City limits, including areas east of the City up to Chrisman Road, to the west of the City up to the Al tamont Pass south of I-205, and the Larch Clover area both north and south of I-205.

ANALYSIS
The Master Plan Update provides an evaluation of the potable wa ter and recycled water system facil
ities required to serve the City’s existing and future needs. The State endured five years of drought starting in 2012, includi ng the driest four consecutive years in Califor nia history. These unprecedented
conditions led to statewide mandated water conservation, significant surface w
ater supply reductions and curtailments, and legislation establishing new water efficiency standards.

The evaluation of the City’s water supplies in the Mast er Plan Update was coordinated with the City’s 2020 Urban Water Management Plan, which was adopted by the Tracy City Council in June 2021. D ue to unprecedented drought conditions from 2012 through 2017 and new flow restrictions resulting from the 2018 Water Quality Control Plan for the San Francisco Bay/Sacramento San Joaquin Delt a Estuary, the projected water supply of the City's surface water f
rom the Central Valley Project (CVP) and South San Joaquin Irrigation District (SSJID) have been significantly reduced, particularly in dry years. Water supply conditions in California continue to change and Ci ty staff are closely monitoring potential impacts to the City’s water supplies.

Recommended infrastru
cture improvements for the City’s potable wat er system include new storage tanks, new Aquifer Storage and Recovery (ASR) wells, new transmission and distribution pipelines to extend the Ci ty’s water system to serve proposed new development areas, and an
expansion of the City’s John Jones Water Treatment Plant (JJWTP) to provide additional water treatment capacity and operational flexibility, including a new building to Agenda Item 3.C
August 15, 2023

Page 2 ends

Tracy City CouncilAugust 15, 2023

Tracy City Council
August 15, 2023