HomeMy WebLinkAbout14 CITY OF TUSTIN 2023 WATER MASTER PLANDocuSign Envelope ID: 6EA22186-1F25-4BFA-9167-587106976A9F
Wi V
AGENDA REPORT
MEETING DATE: NOVEMBER 7, 2023
TO: NICOLE BERNARD, ACTING CITY MANAGER
Agenda Item 14
Reviewed: DS
nB
City Manager
Finance Director N/A
FROM: MICHAEL GRISSO, ACTING DIRECTOR OF PUBLIC WORKS
SUBJECT: CITY OF TUSTIN 2023 WATER MASTER PLAN
SUMMARY
The Water Master Plan (WMP) is a detailed engineering report that analyzes the City's water
system by evaluating existing infrastructure, identifying water supply and demand characteristics
while updating the City's water system hydraulic model (Model). The Model helps define water
systems operational criteria such as peak and average day water demands, water pressures,
velocities and age. Additionally, emergency criteria and test operational scenarios are evaluated
and supported by the Model which helps shape findings, conclusions, and recommendations that
build a 20-year Capital Improvement Plan necessary to maintain the City's reliability in
delivering potable water.
A comprehensive presentation will be provided during the City Council meeting.
RECOMMENDATION
It is recommended that the City Council receive and file the City of Tustin Water Master Plan.
FISCAL IMPACT
Although there are no immediate fiscal impacts, the WMP will be used to develop future Capital
Improvement Programs.
CORRELATION TO THE STRATEGIC PLAN
Developing the WMP contributes to the fulfillment of the City's Strategic Plan Goal B: Public Safety
and Protection of Assets. Specifically, the project implements Strategy #5. c., Update the Water
Master Plan.
BACKGROUND
The City of Tustin operates a domestic water system serving an 8.6 square mile service area with
an estimated population 66,600. The system consists of three pressure zones, includes
approximately 183 miles of transmission and distribution pipelines, seven storage reservoirs, and
five pressure booster pump stations, nine active groundwater wells, two groundwater treatment
plants, and five inter -agency emergency connections.
The previous WMP was completed in 2000 with many of the identified capital projects completed
over the past 20 years. Similarly, the 2023 WMP is a dynamic document that serves as a road map
and foundation in planning that will be reviewed, updated, and utilized as a tool in developing the
annual Capital Improvement Program.
Water Master Plan
November 7, 2023
Page 2
40,9"Mii hael Grisso
Acting Director of Public Works
Attachments: Water Master Plan
IYaN
ASTER P
September 2023
Final Report
r�
Submitted to:
City of Tustin
300 Centennial Way
Tustin, CA 92780
A
CITY OF TUSTIN
WATER MASTER PLAN
eOEssio�,,���
No. 29330
xP. 3113125
q� CIVIL
Date of Signing: 09/20/23
Submitted to:
City of Tustin
300 Centennial Way
Tustin, California 92780
Submitted by:
AKM Consulting Engineers
553 Wald
Irvine, California 92618
September 2023
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Date of Signing: 09/20/23
* Exp. 6/30/25
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Date of Signing: 09120123
TABLE OF CONTENTS
SECTION
Abbreviations
Executive Summary
PAGE
ES-1 General..................................................................................................................... ES-1
ES-2 Water Service Area................................................................................................... ES-1
ES-3 Water Supply............................................................................................................. ES-1
ES-3.1 Groundwater Supply................................................................................ ES-1
ES-3.2 Imported Water Supply............................................................................ ES-2
ES-4 Water Use................................................................................................................. ES-2
ES-4.1 Water Demand Variation.......................................................................... ES-3
ES-5 Existing System.........................................................................................................ES-3
ES-5.1
Transmission and Distribution System .....................................................
ES-3
ES-5.2
Wells........................................................................................................
ES-6
ES-5.3
Treatment Plants......................................................................................
ES-6
ES-5.4
Storage Reservoirs..................................................................................
ES-7
ES-5.5
Booster Pump Stations............................................................................
ES-7
ES-5.6
Imported Water Connections....................................................................
ES-7
ES-5.7
Inter -agency Connections........................................................................
ES-7
ES-6 Hydraulic Model, Calibration, and Analysis................................................................
ES-7
ES-7 Facility Assessments.................................................................................................ES-8
ES-8 Capital Improvement Program.................................................................................. ES-8
Section 1 - Introduction
1-1 Purpose...........................................................................................................................1-1
1-2 Previous Studies.............................................................................................................1-1
1-3 Scope of Work.................................................................................................................1-1
1-4 Organization of Report....................................................................................................1-2
1-5 Acknowledgements.........................................................................................................1-3
Section 2 — Water Service Area
2-1 Location..........................................................................................................................2-1
2-2 Topography and Geology................................................................................................2-1
2-3 Climate............................................................................................................................2-1
2-4 Land Use.........................................................................................................................2-4
2-5 Population.......................................................................................................................2-8
CITY OF TUSTIN TOC-1 Water Master Plan
TABLE OF CONTENTS
SECTION PAGE
Section 3 — Water Supply
3-1 Source of Supply and Historical Water Production and Purchase ................................... 3-1
3-2 Groundwater Supply....................................................................................................... 3-1
3-2.1 Groundwater Basin............................................................................................. 3-1
3-2.2 Groundwater Recharge and Protection............................................................... 3-4
3-2.3 Groundwater Levels............................................................................................ 3-7
3-3 Imported Water Supply................................................................................................... 3-7
3-3.1 Metropolitan Water District of Orange County ..................................................... 3-7
3-3.2 Inter -Agency Connections................................................................................. 3-10
3-4 Future Water Supply..................................................................................................... 3-10
3-5 Water Quality................................................................................................................ 3-10
Section 4 — Water Use
4-1
Historical Annual Water Use...........................................................................................
4-1
4-2
Non -Revenue Water.......................................................................................................
4-1
4-3
Water Demand Variations...............................................................................................
4-2
4-3.1 Monthly Demand Variations................................................................................
4-3
4-3.2 Daily Demand Variations.....................................................................................
4-5
4-3.3 Hourly Demand Variations..................................................................................
4-5
4-4
Existing System Demands and Peaking Factors............................................................
4-7
4-5
Water Unit Demand Factors...........................................................................................
4-8
4-6
Future Demands.............................................................................................................
4-9
4-6.1 Future Development Demands........................................................................... 4-9
4-6.2 Future System Demands.................................................................................... 4-9
4-6.3 Water Conservation.......................................................................................... 4-11
4-6.4 Reduction in Indoor Water Use......................................................................... 4-13
4-6.5 Accessory Dwelling Units.................................................................................. 4-13
Section 5 — Existing System
5-1 General..........................................................................................................................5-1
5-2 Pressure Zones.............................................................................................................. 5-1
5-3 Transmission and Distribution System............................................................................ 5-4
5-4 Wells...........................................................................................................................5-5
5-5 Treatment Plants............................................................................................................ 5-7
5-6 Storage Reservoirs......................................................................................................... 5-8
5-7 Booster Pump Stations................................................................................................... 5-8
5-8 Imported Water Connections.......................................................................................... 5-8
CITY OF TUSTIN TOC-2 Water Master Plan
TABLE OF CONTENTS
SECTION PAGE
5-9
Interagency Connections................................................................................................
5-8
Section
6 — Performance Evaluation Criteria
6-1
General..........................................................................................................................6-1
6-2
Source of Supply System Wide......................................................................................
6-2
6-3
Source of Supply by Hydraulic Zone...............................................................................
6-3
6-4
Storage...........................................................................................................................6-3
6-4.1 Operational Storage............................................................................................
6-4
6-4.2 Emergency Storage............................................................................................
6-6
6-4.3 Fire Suppression Storage...................................................................................
6-6
6-5
Wells...........................................................................................................................6-6
6-6
Booster Pump Stations...................................................................................................
6-7
6-7
System Pressures..........................................................................................................
6-7
6-8
Transmission and Distribution System Pipelines............................................................
6-7
6-9
Fire Suppression............................................................................................................
6-8
Section
7 — Hydraulic Model
7-1
General..........................................................................................................................7-1
7-2
Demand Distribution.......................................................................................................
7-1
7-2.1 Existing Demands...............................................................................................
7-1
7-2.2 Future Demands.................................................................................................
7-2
7-3
Diurnal Curves................................................................................................................
7-2
7-4
Model Scenarios.............................................................................................................
7-2
7-5 Future Conditions with Centralized PFAS Treatment Facility .......................................... 7-4
7-6 Facility Model Characteristics and Control Settings........................................................ 7-6
7-6.1 Storage Reservoirs............................................................................................. 7-6
7-6.2 Wells...................................................................................................................7-6
7-6.3 Booster Pump Stations....................................................................................... 7-6
7-6.4 Imported Water Connections.............................................................................. 7-9
7-7 Friction Factors............................................................................................................... 7-9
Section 8 — Model Calibration
8-1 General..........................................................................................................................8-1
8-2 Supervisory Control and Data Acquisition (SCADA) Data ............................................... 8-1
8-3 Field Collected Data....................................................................................................... 8-1
8-4 Calibration Period...........................................................................................................8-3
8-5 Demands........................................................................................................................8-3
8-6 Zonal Diurnal Curves...................................................................................................... 8-3
CITY OF TUSTIN TOC-3 Water Master Plan
TABLE OF CONTENTS
SECTION PAGE
8-7
Wells...........................................................................................................................8-3
8-8
Imported Water Connections..........................................................................................
8-3
8-9
Booster Pump Stations...................................................................................................
8-3
8-10
Storage Reservoirs.........................................................................................................
8-4
8-11
System Pressures..........................................................................................................
8-4
8-12
Fire Hydrant Testing.......................................................................................................
8-4
Section
9 — System Hydraulic Analysis
9-1
General..........................................................................................................................9-1
9-2
Source of Supply............................................................................................................
9-1
9-3
Pumping and Supply Analysis by Hydraulic Zone...........................................................
9-2
9-4
Storage...........................................................................................................................9-4
9-4.1 Operational Storage............................................................................................
9-4
9-4.2 Emergency Storage............................................................................................
9-4
9-4.3 Fire Suppression Storage...................................................................................
9-4
9-4.4 Storage Analysis.................................................................................................
9-4
9-5
Future PFAS Treatment Facility and Main Street Booster Pump Station ........................
9-5
9-6
System Pressures and Velocities...................................................................................
9-5
9-6.1 System Pressures...............................................................................................
9-5
9-6.2 System Velocities................................................................................................
9-6
9-7
Fire Flow Analysis........................................................................................................
9-11
9-8
Water Age Analysis......................................................................................................
9-16
9-9
Reliability Analysis........................................................................................................
9-18
9-9.1 Outage of Backbone Transmission Main in Newport Boulevard ........................
9-18
9-9.2 Analysis without Zone 1 Imported Water Connections ......................................
9-19
9-9.3 Zone 2 Pumping and Supply Analysis..............................................................
9-20
9-9.4 Zone 1 Transmission Main to Convey Water to Simon Ranch Reservoir ..........
9-22
9-9.5 Newport Reservoir out of Service......................................................................
9-25
9-9.6 Simon Ranch Reservoir out of Service..............................................................
9-26
Section 10 — Well Assessments
10-1 General........................................................................................................................ 10-1
10-2 17t" Street Well No. 3 (Newport Well)........................................................................... 10-1
10-3 17t" Street Well No. 4................................................................................................... 10-2
10-4 Columbus Well............................................................................................................. 10-3
10-5 Edinger Well................................................................................................................. 10-4
10-6 Main Street Well No. 3.................................................................................................. 10-6
CITY OF TUSTIN TOC-4 Water Master Plan
TABLE OF CONTENTS
SECTION
PAGE
10-7 Main Street Well No. 4.................................................................................................. 10-7
10-8 Pasadena Well............................................................................................................. 10-8
10-9 Prospect Well............................................................................................................... 10-9
10-10 Vandenberg Well....................................................................................................... 10-10
10-11 Walnut Well............................................................................................................... 10-12
10-12 Summary of Improvement Recommendations........................................................... 10-13
Section 11 — Storage Reservoir Assessments
11-1 General........................................................................................................................11-1
11-2 Main Street Reservoir...................................................................................................
11-1
11-3 Newport Reservoir........................................................................................................
11-2
11-4 Foothill Reservoir.........................................................................................................
11-3
11-5 Rawlings Reservoirs.....................................................................................................
11-5
11-6 Simon Ranch Reservoir................................................................................................
11-5
11-7 Lyttle Reservoir............................................................................................................
11-6
11-8 Summary of Improvement Recommendations..............................................................
11-7
Section 12 — Booster Pump Station Assessments
12-1 General........................................................................................................................
12-1
12-2 Rawlings Booster Pump Station...................................................................................
12-1
12-3 17t" Street Zone 1 Booster Pump Station......................................................................
12-2
12-4 17t" Street Zone 2 Booster Pump Station......................................................................
12-3
12-5 Main Street Booster Pump Station................................................................................
12-5
12-6 Simon Ranch Booster Pump Station............................................................................
12-5
12-7 Summary of Improvement Recommendations..............................................................
12-5
Section 13 — 17th Street Desalter Treatment Plant Assessment
13-1 General........................................................................................................................
13-1
13-2 Field Investigation and Assessment............................................................................
13-4
13-3 Improvement Recommendations..................................................................................
13-4
Section 14 — Capital Improvement Program
14-1 General........................................................................................................................
14-1
14-2 Pipeline and Hydrant Improvements.............................................................................
14-2
14-3 Transmission Main Improvements................................................................................
14-3
14-4 Facility Improvements...................................................................................................
14-3
14-4.1 Well Improvements...........................................................................................
14-3
14-4.2 Reservoir Improvements...................................................................................
14-3
14-4.3 Booster Pump Station Improvements................................................................
14-4
CITY OF TUSTIN TOC-5 Water Master Plan
TABLE OF CONTENTS
SECTION PAGE
14-4.4 17t" Street Desalter Treatment Plant Improvements .......................................... 14-4
14-5 Project Prioritization Recommendations....................................................................... 14-4
Appendix 8.1— Pressure Data Comparisons
Appendix 9.1— Tustin Water Model Scenarios
Appendix 14.1— FY 23-24 Capital Improvement Projects
FIGURE
PAGE
Figure ES-1
Annual Water Production and Purchase.................................................................ES-2
FigureES-2
Existing System......................................................................................................ES-4
Figure ES-3
Hydraulic Schematic...............................................................................................ES-5
Figure2-1
Location Map............................................................................................................
2-2
Figure 2-2
Rainfall Data — Irvine Ranch Station 61....................................................................
2-3
Figure2-3
Existing Land Use.....................................................................................................
2-5
Figure 2-4
Future Development Locations.................................................................................
2-7
Figure 3-1
Orange County Groundwater Basin..........................................................................
3-2
Figure 3-2
Orange County Imported Water Transmission Mains ................................................
3-9
Figure 3-3
PFAS and Nitrate Treatment Facility Process Flow Diagram ..................................
3-13
Figure 4-1
Annual Water Production and Purchase...................................................................
4-1
Figure 4-2
Monthly Demand Factors(2011-2020)......................................................................
4-4
Figure 4-3
Zone 1 Weekday Diurnal Demand Curve..................................................................
4-5
Figure 4-4
Zone 2 Weekday Diurnal Demand Curve..................................................................
4-6
Figure 4-5
Zone 3 Weekday Diurnal Demand Curve..................................................................
4-6
Figure5-1
Existing System........................................................................................................
5-2
Figure 5-2
Hydraulic Schematic.................................................................................................
5-3
Figure 5-3
Length of Pipe by Size..............................................................................................
5-4
Figure 5-4
Length of Pipe by Material........................................................................................
5-4
Figure 5-5
Length of Pipe by Date of Construction.....................................................................
5-5
Figure 6-1
Maximum Day Supply and Demand..........................................................................
6-5
Figure 7-1
Proposed Well Collection System Pipelines..............................................................
7-5
Figure 8-1
Pressure Data Logger Locations...............................................................................
8-2
Figure 8-2
Zone 1 Calibration Period Diurnal Demand Curve ....................................................
8-5
Figure 8-3
Zone 2 Calibration Period Diurnal Demand Curve ....................................................
8-6
Figure 8-4
Zone 3 Calibration Period Diurnal Demand Curve ....................................................
8-7
Figure 8-5
Edinger Well Flows during Calibration Period...........................................................
8-8
Figure 8-6
Walnut Well Flows during Calibration Period............................................................
8-8
CITY OF TUSTIN TOC-6
Water Master Plan
TABLE OF CONTENTS
FIGURE
PAGE
Figure 8-7
1711 Street Well 3 Flows during Calibration Period ....................................................
8-9
Figure 8-8
17t" Street Well 4 Flows during Calibration Period ....................................................
8-9
Figure 8-9
OC43 Walnut Import Connection Flows during Calibration Period ..........................
8-10
Figure 8-10
Peters Canyon Import Connection Flows during Calibration Period ........................
8-10
Figure 8-11
Newport Import Connection Flows during Calibration Period ..................................
8-11
Figure 8-12
Hewes Import Connection Flows during Calibration Period .....................................
8-11
Figure 8-13
17t" Street Zone 1 BPS, Pump 1 Flows during Calibration Period ...........................
8-12
Figure 8-14
17t" Street Zone 1 BPS, Pump 2 Flows during Calibration Period ...........................
8-12
Figure 8-15
Main Street BPS Flows during Calibration Period ...................................................
8-13
Figure 8-16
Simon Ranch BPS, Pump 1 Flows during Calibration Period ..................................
8-13
Figure 8-17
Simon Ranch BPS, Pump 2 Flows during Calibration Period ..................................
8-14
Figure 8-18
Main Street Reservoir Level during Calibration Period ............................................
8-14
Figure 8-19
Foothill Reservoir Level during Calibration Period ...................................................
8-15
Figure 8-20
Newport Reservoir Level during Calibration Period .................................................
8-15
Figure 8-21
Rawlings Reservoir Level during Calibration Period ................................................
8-16
Figure 8-22
Simon Ranch Reservoir Level during Calibration Period .........................................
8-16
Figure 8-23
Lyttle Reservoir Level during Calibration Period .....................................................
8-17
Figure 8-24
Fire Hydrant Flow Test Locations...........................................................................
8-19
Figure 9-1
Existing Minimum Pressures.....................................................................................
9-7
Figure 9-2
Future Minimum Pressures with PFAS Facility in Service .........................................
9-8
Figure 9-3
Existing Maximum Pressures....................................................................................
9-9
Figure 9-4
Existing Maximum Velocities..................................................................................
9-10
Figure 9-5
Fire Flow Improvement Locations...........................................................................
9-15
Figure9-6
Water Age..............................................................................................................
9-17
Figure 9-7
Zone 1 Reservoir Levels with Outage of Transmission Main
in Newport Boulevard.............................................................................................
9-18
Figure 9-8 Supply Sources without Imported Water Connections to Zone 1............................. 9-19
Figure 9-9 Reservoir Levels without Imported Water Connections to Zone 1 ........................... 9-20
Figure 9-10 Typical Flows into Zone 2....................................................................................... 9-21
Figure 9-11 Potential Zone 1 Transmission Main Alignments.................................................... 9-23
Figure 9-12 Reservoir Levels with Potential Zone 1 Transmission Main .................................... 9-24
Figure 9-13 Reservoir Hydraulic Grade Lines with Potential Zone 1 Transmission Main............ 9-24
Figure 9-14 Reservoir Levels with Newport Reservoir out of Service ......................................... 9-25
Figure 12-1 17' Street Zone 2 Booster Pump Curve................................................................. 12-4
Figure 13-1 17' Street Desalter Process Flow Diagram Wells to Decarbonators ....................... 13-2
CITY OF TUSTIN TOC-7 Water Master Plan
TABLE OF CONTENTS
FIGURE
PAGE
Figure 13-2 1711 Street Desalter Process Flow Diagram Chlorine Contact Tank
to Distribution System............................................................................................. 13-3
TABLE
PAGE
Table ES-1
Capital Improvement Program Cost Summary........................................................ES-9
Table 2-1
Existing Land Uses...................................................................................................
2-4
Table 2-2
Future Developments...............................................................................................
2-6
Table2-3
Population................................................................................................................
2-8
Table 3-1
Historical Water Production and Purchase (Annual) .................................................
3-1
Table 3-2
Orange County Groundwater Basin Production Percentage .....................................
3-4
Table 3-3
Imported Water Connections....................................................................................
3-8
Table 3-4
Inter -Agency Connections.......................................................................................
3-10
Table 3-5
Future Water Supplies............................................................................................
3-10
Table 3-6
2020 City of Tustin Drinking Water Quality
Local Groundwater and MWD of Southern California Treated Surface Water.........
3-11
Table 4-1 Non -Revenue Water................................................................................................. 4-2
Table 4-2 Monthly Water Production and Demand Factors ...................................................... 4-3
Table 4-3 Water System Demands and Peaking Factors.......................................................... 4-7
Table 4-4 Existing Water Demands by Zone............................................................................. 4-8
Table 4-5 Water Unit Demand Factors..................................................................................... 4-9
Table 4-6
Future Development Demands...............................................................................
4-10
Table 4-7
Future Water Demands by Zone.............................................................................
4-11
Table5-1
Water Meter Type.....................................................................................................
5-1
Table 5-2
Pressure Zones........................................................................................................
5-1
Table5-3
Wells.........................................................................................................................
5-6
Table 5-4
Storage Reservoirs...................................................................................................
5-9
Table 5-5
Booster Pump Stations...........................................................................................
5-10
Table 6-1
Performance Evaluation Criteria...............................................................................
6-1
Table 6-2
Fire Flow and Fire Hydrant Location Criteria.............................................................
6-8
Table 6-3
Minimum Required Fire Flow and Flow Duration for Buildings ..................................
6-9
Table 7-1
Existing Model Scenarios and Data Sets..................................................................
7-3
Table 7-2
Future Model Scenarios and Data Sets....................................................................
7-3
Table 7-3
Storage Reservoir Characteristics............................................................................
7-7
Table 7-4
Well Pump Control Settings......................................................................................
7-7
Table 7-5
Booster Pump Station Sequencing Controls.............................................................
7-8
CITY OF TUSTIN TOC-8 Water Master Plan
TABLE OF CONTENTS
TABLE
PAGE
Table 7-6
Imported Water Connection Controls........................................................................
7-9
Table 7-7
Pipe Roughness Coefficients....................................................................................
7-9
Table 8-1
Pressure Data Comparison.....................................................................................
8-18
Table 8-2
Fire Hydrant Test Results.......................................................................................
8-20
Table 9-1
Well Capacities.........................................................................................................
9-1
Table 9-2
Imported Water Connection Capacities.....................................................................
9-2
Table 9-3
Pumping and Supply Analysis by Zone.....................................................................
9-3
Table9-4
Storage Analysis.......................................................................................................
9-4
Table 9-5
System Pressures.....................................................................................................
9-5
Table 9-6
Fire Flow Improvement Recommendations.............................................................
9-11
Table 9-7
Water Age and Water Levels..................................................................................
9-16
Table 11-1
Storage Reservoir Improvement Recommendations...............................................
11-8
Table 12-1
Pump Station Improvement Recommendations......................................................
12-6
Table 13-1
Treatment Plant Improvement Recommendations..................................................
13-5
Table 14-1
Capital Improvement Program Cost Summary........................................................
14-1
Table 14-2
Fire Hydrant Improvement Projects........................................................................
14-6
Table 14-3
Pipeline Improvement Projects...............................................................................
14-7
Table 14-4
Facility Improvement Projects.................................................................................
14-8
PHOTOGRAPH PAGE
Photograph 10-1 17th Street Well No. 3...................................................................................... 10-1
Photograph 10-2 17th Street Well No. 3......................................................................................
10-1
Photograph 10-3 17th Street Well No. 4......................................................................................
10-2
Photograph 10-4 17th Street Well No. 4......................................................................................
10-2
Photograph 10-5 Columbus Well...............................................................................................
10-4
Photograph 10-6 Columbus Well................................................................................................
10-4
Photograph 10-7 Edinger Well....................................................................................................
10-5
Photograph 10-8 Edinger Well...................................................................................................
10-5
Photograph 10-9 Main Street Well No. 3.....................................................................................
10-6
Photograph 10-10 Main Street Well No. 3
................................................................................... 10-6
Photograph 10-11 Main Street Well No. 4
................................................................................... 10-7
Photograph 10-12 Main Street Well No. 4
................................................................................... 10-7
Photograph 10-13 Pasadena Well..............................................................................................
10-8
Photograph 10-14 Pasadena Well..............................................................................................
10-8
Photograph 10-15 Prospect Well..............................................................................................
10-10
CITY OF TUSTIN
TOC-9 Water Master Plan
TABLE OF CONTENTS
PHOTOGRAPH PAGE
Photograph 10-16 Prospect Well..............................................................................................
10-10
Photograph 10-17 Vandenberg Well.........................................................................................
10-11
Photograph 10-18 Vandenberg Well.........................................................................................
10-11
Photograph 10-19 Walnut Well.................................................................................................
10-12
Photograph 10-20 Walnut Well.................................................................................................
10-12
Photograph 11-1 Main Street Reservoir...................................................................................... 11-1
Photograph 11-2 Main Street Pump Station and Reservoir.........................................................
11-2
Photograph 11-3 Newport Reservoir...........................................................................................
11-2
Photograph 11-4 Foothill Reservoir............................................................................................ 11-3
Photograph 11-5 Rawlings Reservoirs........................................................................................
11-5
Photograph 11-6 Simon Ranch Reservoir...................................................................................
11-6
Photograph 11-7 Lyttle Reservoir............................................................................................... 11-6
Photograph 12-1 Rawlings Booster Pump Station...................................................................... 12-1
Photograph 12-2 17t" Street Zone 1 Booster Pump Station.........................................................
12-2
Photograph 12-3 17t" Street Zone 2 Booster Pump Station.........................................................
12-3
Photograph 12-4 Simon Ranch Booster Pump Station...............................................................
12-5
Photograph 13-1 Reverse Osmosis System...............................................................................
13-1
Photograph 13-2 Motor Control Center A....................................................................................
13-3
Photograph 13-3 Motor Control Center B.................................................................................... 13-3
CITY OF TUSTIN TOC-10 Water Master Plan
ABBREVIATIONS
Abbreviation
Explanation
Ac, ac
Acre
ADD
Average Day Demand
ADU
Accessory Dwelling Unit
AFY
Acre Feet per Year
amsl
Above Mean Sea Level
AWWA
American Water Works Association
BEA
Basin Equity Assessment
bgs
Below Ground Surface
BPP
Basin Production Percentage
BPS
Booster Pump Station
CCI
Constructon Cost Index
CC&R
Covenants, Conditions and Restrictions
CIP
Capital Improvement Program
City
City of Tustin
CUP
Conjunctive Use Program
DDW
Central Boaed Division of Drinking Water
DWR
California Department of Water Resources
ENR
Engineering News Record
ENRLA
Index for the Los Angeles Area
EOCF2
East Orange County Feeder No. 2
EOCWD
East Orange County Water District
EPA
Environmental Protection Agency
fps
Feet per Second
FY
Fiscal Year
gpcd
Gallons per Capita per Day
gpd
Gallons per Day
gpm
Gallons per Minute
GIS
Geographic Information System
GWRS
Ground Water Replenishment System
HGL
Hydraulic Grade Line
HOA
Home Owners Association
HP
Horsepower
1-5
Interstate 5
in
Inches
IX
Ion Exchange
JADU
Junior Accessory Dwelling Unit
LACDPW
Los Angeles County Department of Public Works
MCL
Maximum Contaminant Level
MDD
Maximum Day Demand
MG
Million Gallons
mgd
IMillon Gallons per Day
CITY OF TUSTIN A- 1 Water Master Plan
ABBREVIATIONS
ABBREVIATIONS
Abbreviation
Explanation
MWD
Metropolitan Water District
MWDOC
Metropolitan Water District of Orange County
Newport Well
17th Street Well No. 3
OC Basin
Orange County Groundwater Basin
OCWD
Orange County Water District
PFAS
Per- and Polyfluoroalkyl Substances
ppt
Parts per Trillion
Pratt
Cylinder Actuated Ball Valves
psi
Pressure per Square Inch
RHNA
Regional Housing Needs Allocation
RL
Response Levels
RO
Reverse Osmosis
SB9
California Senate Bill 9
SCADA
Supervisory Contol and Data Acquisition
SR-55
California State Route 55
SWRCB
State Water Resources Control Board
TDS
Total Dissolved Solids
UWMP, 2020
2020 Urban Water Management Plan
VFD
Variable Frequency Drive
CITY OF TUSTIN A-2 Water Master Plan
SECTION ES
EXECUTIVE SUMMARY
The City of Tustin (City) provides potable water service to residential, commercial, industrial, public
parks and schools. The City recognizes its responsibility to efficiently meet the customers' needs
with long range planning efforts. By reviewing its existing water system and future needs, the City
can continue to maintain a high service level and reliability in its water system in a cost effective and
fiscally responsible manner. This report is intended to update the domestic water analysis and to
provide a comprehensive planning guide for improving and upgrading the City's domestic water
system through the year 2040.
ES-2 Water Service Area
The City's water service area is located in Orange County, about 35 miles south of Los Angeles and
10 miles inland from the Pacific Ocean. It encompasses the westerly portion of the City of Tustin as
well as a portion of the City's sphere of influence (unincorporated Orange County area / North Tustin).
The approximately 8.6 square mile (5,500 acres) service area is comprised of residential, commercial,
and industrial land uses. It is almost built out with predominantly single and multi -family residential
units and a few commercial establishments.
Per the City's 2020 Urban Water Management Plan (UWMP, 2020), the water service area population
was 66,600 in 2020 and is projected to have a minimal growth of 1.1 % from 2020 to 2045. The 2045
service area population is expected to be about 67,343.
The City's existing potable water supply is a combination of local groundwater and imported water,
utilized to meet the City's regular and peak demands while ensuring all water quality requirements
and regulations are met.
From FY 2011-2012 through FY 2020-2021, the City pumped an average of 8,238 AFY from the
groundwater basin and imported 2,580 AFY. On average, 77 percent of the supply is water pumped
from the groundwater basin and 23 percent of the supply was purchased imported water.
ES-3.1 Groundwater Supply
Groundwater is pumped from the Orange County Groundwater Basin (OC Basin), which underlies
most of the northern and central portions of Orange County and is managed by the Orange County
Water District (OCWD). The groundwater basin is approximately 229,000 acres in size and has
historically provided about 300,000 AFY to the residents of Orange County. The OC Basin is
operated as a non -adjudicated basin. Groundwater pumping is managed collectively as a county and
through establishment of an annual Basin Pumping Percentage (BPP). The BPP is the percent of
the total demand that can be pumped from the groundwater basin. It is set uniformly for all producers
on an annual basis. The BPP has historically ranged from 60 percent to 80 percent. Additional
information on groundwater recharge and protection can be found in Section 3-2.
CITY OF TUSTIN ES-1 Water Master Plan
EXECUTIVE SUMMARY
ES-3.2 Imported Water Supply
The City supplements its groundwater supplies by purchasing imported water from the Municipal
Water District of Orange County (MWDOC) via the City's wholesaler supplier, East Orange County
Water District (EOCWD). The imported water is delivered via the East Orange County Feeder No. 2
(EOCF2). The City has one direct connection to the EOCF2 (OC-43) and six connections to
EOCWD's wholesale zone system
The total annual water production and purchase from FY 2011-2012 to FY 2020-2021, shown in
Figure ES-1, ranged from 9,233 AFY to 12,402 AFY. The Governor declared a State of Emergency
in January 2014 due to severe drought conditions in California. As a result, water conservation
measures were implemented and the City's water demand began to decline due to its customers
conscientious water conservation efforts. The drought emergency declaration was lifted in April 2017.
But California soon fell back into drought conditions in 2018 and 2020-2021. In the last four years,
the demands have rebounded slightly, but not to the same level as it had once been in the early
2010's. Over the past four years, the total production and purchase has stayed relatively steady and
averaged about 10,408 AFY (9.29 mgd). The City's annual non -revenue water averages 7.5 percent,
which is within the industry standard (10 percent or less).
LL
Q
c
0
0
0
L
a
15,000
14,000
13,000
12,000
11,000
10,000
9,000
8,000
7,000
6,000
5,000
4,000
3,000
2,000
1,000
0
Figure ES-1
Annual Water Production and Purchase
N_ M_ 1i � O
O O O O O O
N N N N N N
O O O O O O
N N N N N N
Fiscal Year
Imported Water
Groundwater
LO
M N
n �
<o
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v
OJ O
O
N
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N
CITY OF TUSTIN ES-2 Water Master Plan
EXECUTIVE SUMMARY
ES-4.1 Water Demand Variation
Demand variations through a year are influenced by seasonal effects such as temperature, humidity,
and precipitation. System demand variations throughout the day are influenced by the customer base
and the daily lifestyles of the customers.
Typical of most Southern California communities, the City's water consumption exhibits a distinct
seasonal pattern. Peak and low monthly consumption occur during the dry summer months and wet
winter months, respectively. The maximum month and minimum month factors are estimated to be
1.34 and 0.58 times the average day demand, respectively.
Within any given month, demand can vary based on usage patterns (i.e., weekend usage is typically
different than weekdays) and other factors such as irrigation schedules. The maximum demand day
occurring over the course of the year is an important parameter for planning purposes as the required
source of supply is based on this demand. The maximum day demand factor is estimated to be 1.50
times the average day demand. The maximum day demand is therefore estimated to be about 15,162
AFY (9,680 gpm or 13.94 mgd).
Knowledge of accurate demand variations over a 24-hour period is essential for proper analysis of
water systems. For this study, hourly demand variations were represented by the development of
diurnal demand curves for each hydraulic zone. The diurnal demand curves were employed in
determining the adequacy of the sources of supply, pumping facilities, reservoirs, and the
transmission/distribution facilities. The average weekday diurnal curves developed for this study are
shown in Figure 4-3 through Figure 4-5.
The City's existing water system is shown on Figure ES-2. The hydraulic schematic of the existing
system is shown on Figure ES-3. The City operates and maintains the following facilities:
➢ Three (3) pressure zones (Zone 1, Zone 2, and Zone 3)
➢ 183 miles of water mains (including hydrant laterals), 2-inch through 20-inches in diameter
➢ 1,907 Fire hydrants
➢ 14,341 water meters
➢ Nine (9) active wells
➢ Seven (7) storage reservoirs with a total volume of 13.8 MG
➢ Five (5) booster pump stations
➢ Two (2) groundwater treatment plants
➢ Seven (7) imported water connections
➢ Five (5) inter -agency connections
ES-5.1 Transmission and Distribution System
The existing water system includes approximately 183 miles of transmission and distribution pipe that
ranges in size from 2-inch through 20-inches. The majority of the pipe is 6-inches (52.1 %) or 8-inches
(23.6%) in diameter. Most of the pipe is made of asbestos cement (76.5%). Most of the pipes were
constructed in the 1950's (21.4%) and 1960's (37.1 %).
CITY OF TUSTIN ES-3 Water Master Plan
Y
700'
OC70
East Orange County Feeder No.2
FIGURE ES-3
700'
EOCWD
Lower Zone
600'
600'
EOCWD
Fairhaven -Newport Transmission Main
Upper Zone
Lyttle
500'
Reservoir
500'
HWL=480 '
Flow Meter
0.17
Hewes
Newport
�" �
6..
6" Cla-Valve
Peters Canyon c
GSW
400'
HGL = 395'
HGL = 395'
8" Cla-Valve
Emer. Conn.
400'
�O
Ethelbee
Zone 2
Rawlings
Newport
Walnut OC43
( )
8 Prospect
Foothill
Reservoirs
HWL=301.9'
Rawlings BPS
Ave PRV
8" Cla-Valve
New
Simon Ranch
300'
g
HGL=315'
6�
Reservoir
(closed)
Reservoir
Reservoir
300'
HWL=307.6'
S.0
1.15 HWL=305'
1.0 HWL=305'
Yorba
Prospect
Rawlings
Zone 2
Well
Well
6" FCV
17th St Beverly Glen
(inactive)
Zone 1 To be Abd.
Zone 1
BPS Zone 2 Dr (closed
200'
2.0 mgd
17th St
200'
Simon Simon
Vandenburg
Main St BPS
Well
and Reservoir
Edingert
�
Desalter
Ranch Ranch
Santa
(PFAS)
Well
Treatment
BPS BPS
Ana Tustin
17th St Capacity
To be Abd. (new)
100'
Emer. Well
Pasadena
2
Columbus
Beneta Well
IRWD
Emer.
BPS Zone 1
17th St
100'
Conn. Abd.
Well
(PFAS)
Main St. Nitrate 0.86 mgd
Well
(to be replaced)
Conn.
J�k 17th St
Well No. 3
Treatment Capacity
PFAS
(PFAS)
(PFAS)
17th St
I
Wei No.4 Walnut
Pankey
Livingston
WeII No.1&2 Well
(inactive)
Well
0'
Main St Main St
well
To be Abd.
(inactive)
0'
Well Well
(inactive)
No.4 No.3
Legend
®
Reservoir with Volume in mgd
Booster Pump with Station
Well with Capacity
Inactive Well
Pressure Regulating Valve
(�
System Valve
Import Connection
Emergency Connection
BPS
Booster Pump Station
EOCWD
East Orange County Water District
FCV
Flow Control Valve
HWL
High Water Level
PRV
Pressure Regulating Valve
Zone 1
Zone 2
Zone 3
Existing System
* 3 Pressure Zones
* 2 Groundwater Treatment Plants
* 9 Active Wells
* 7 Storage Reservoirs
* 5 Booster Pump Stations
* 7 Imported Water Connections
* 5 Interagency/Emergency Connections
* 183 Miles of pipe (2" - 20")
EXECUTIVE SUMMARY
ES-5.2 Wells
The total active well capacity is currently about 8,562 gpm or 12.3 mgd (based on efficiency test data
provided by the City). Well information and characteristics are provided in Table 5-3.
The City's existing groundwater supply (active well capacities plus near term well capacities), shown
in Table 9-1, is 9,720 gpm. Beneta Well No. 2 is actively being constructed and will have a capacity
of 1,000 gm. The well capacity will increase by another 1,050 gpm once Main Street Well No. 3 and
Well No. 4 are brought back online.
ES-5.3 Treatment Plants
The City owns and operates two groundwater treatment facilities, the Main Street Treatment Plant,
and the 17th Street Desalter.
Main Street Treatment Plant
The Main Street Treatment Plant was constructed to treat groundwater from Main Street Well No. 3
and Main Street Well No. 4 for total dissolved solids (TDS), nitrates, and perchlorates. The treatment
plant was placed into service in 1989 to provide reverse osmosis, ion exchange, and blending so that
the water produced meets all state and federal requirements.
The Main Street Treatment Plant was selected as the new site to construct the City's per- and
polyfluoroalkyl substances (PFAS) Treatment facility. A PFAS preliminary study was conducted by
Carollo in 2020, which recommended the existing Main Street Treatment Plant as the preferred PFAS
treatment site due to limited on -site treatment space at each impacted well. Jacobs Engineering
completed the design effort and OCWD awarded Caliagua Engineering Contractors the construction
contract in December 2022. Construction completion is scheduled for summer 2024.
The new treatment facility will include 8 ion -exchange vessels, four lead -lag trains with a treatment
capacity of 6,400 gpm or 9.2 mgd. In addition, 2.5 miles of raw water transmission pipeline is being
constructed to transfer production from the Pasadena Well, Vandenberg Well, Columbus -Tustin Well
and Beneta Well No. 2 to the treatment plant. A new ion -exchange nitrate treatment system (600
gpm) is being constructed to treat water produced by Main Street Well No. 3 and/or Well No. 4. This
water will be blended within the Main Street Reservoir with treated water from the PFAS treatment
process. The Main Street Booster Pump Station is being upgraded to distribute up to 8,500 gpm
through five, 2,125 gpm (four -duty and one -standby) VFD controlled booster pumps. The finished
water will be distributed through a 24" effluent pipeline connecting with the distribution system through
a new 16" effluent pipeline located in Main Street.
17th Street Desalter
The 171h Street Desalter, designed to treat groundwater high in nitrate, perchlorate, and TDS to
potable water standards, was constructed in 1996. The desalter is a water treatment facility that
consists of a 2 million gallon per day (2 mgd) reverse osmosis process. Up to 1.2 mgd of extracted
groundwater can be blended with the desalter product water. Water is currently supplied to the
desalter by the 17th Street Well Nos. 3 and 4. The desalter was designed to help restore the quality
of the groundwater subbasin and to create a reliable water supply for domestic, industrial, and
municipal uses throughout the City.
CITY OF TUSTIN ES-6 Water Master Plan
EXECUTIVE SUMMARY
ES-5.4 Storage Reservoirs
The City's water system includes seven (7) storage reservoirs ranging in capacity from 170,000
gallons to 3.30 million gallons (MG). The total reservoir capacity is about 13.80 MG, of which 13.65
MG is in Zone 1. The hydraulic gradient in Zone 1 and Zone 3 is controlled by the high water elevation
of the reservoirs that feed the zones by gravity. The characteristics of each existing storage reservoir
are shown in Table 5-4.
ES-5.5 Booster Pump Stations
There are five (5) booster pump stations in the existing water system. Two of the stations are housed
in the same building at the 171" Street Desalter facility but are considered separate due to the fact
that they pump to separate zones. Details of each booster pump station are summarized in Table 5-
5.
ES-5.6 Imported Water Connections
The City has access to imported water through seven (7) connections. Four (4) of the connections
are connected to Zone 1, one (1) (Newport) is connected to Zone 2, and two (2) (Hewes and Peters)
can supply both Zone 1 and Zone 2. The City's goal is to maximize the use of groundwater to the
extent possible and limit the amount of imported water that is drawn from these connections. The
imported water connections and details are shown in Table 3-3.
ES-5.7 Inter -agency Connections
The City's water system has five (5) inter -agency connections with neighboring cities or water utilities.
These inter -agency connections allow the City to obtain water from or provide water to adjacent water
systems. The inter -agency connections and their locations are listed in Table 3-4 of this study. Each
connection has to be manually activated and can supply flow in both directions.
A computer model of the City's water system was developed in the Innovyze InfowaterPro software
platform. It was utilized to aid in the evaluation of the adequacy of the existing facilities under the
current and future supply and demand conditions. Details regarding the model development are
included in Section 7.
The existing water system model was calibrated to verify the accuracy of the model, system
configuration, and the hydraulic parameters utilized. All of the typical indicators of an accurate model
were met after performing the calibration of the City's existing water system model. Details regarding
the model development are included in Section 8.
The established performance evaluation criteria and the calibrated hydraulic model were utilized in
analyzing the system and evaluating its adequacy under average day, maximum day, peak hour, and
maximum day plus fire flow conditions. Analysis of the City's source of supply, storage, and pumping
facilities were also conducted. Existing and future deficiencies were identified and mitigation projects
were formulated based upon the results of the model runs, the facility analysis, and input from City
staff. Proposed projects were added in the hydraulic model to test the operation of the system after
implementation. The results of the analyses are discussed further in Section 9 and were used in
formulating the capital improvement program.
CITY OF TUSTIN ES-7 Water Master Plan
EXECUTIVE SUMMARY
The water system facilities (wells, pump stations, storage reservoirs, and treatment plants) were
assessed via field visits, review of plans and reports, pump curves, efficiency tests, and staff
interviews. The assessment methodology involved an engineering team that visited each site to
perform a visual condition assessment of the assets. The team interviewed operators, documented
conditions, and took photos at each site. Further evaluation was conducted using information such
as record drawings, pump efficiency tests, and maintenance records.
A summary of the assessments and improvement recommendations are included in Section 10
through Section 13 of this Master Plan Report. Basic facility information is provided as well as a
listing of historical events and improvements and current recommendations for improvements, further
monitoring, and/or assessments.
The Capital Improvement Program (CIP) consists of projects that will enhance the distribution system
to meet the established criteria, properly maintain the system's assets, and replace the facilities that
have reached the end of their useful lives. The goal of the CIP is to provide the City of Tustin with a
long-range planning tool for implementing its water system improvements in an orderly manner and
a basis for funding of these improvements. In order to accomplish this goal, it is necessary to estimate
project costs of the recommended system improvements, establish a basis, and prioritize the projects.
It should be noted that some of the improvements recommended herein are conceptual in nature
based on existing available information. Therefore, they should not be considered as absolute for
final design. Further analysis and refinement will be necessary prior to commencing work on the final
plans, specifications, and estimates package for each project. Detailed preliminary design studies
should be prepared to select the final design projects.
The CIP in this Master Plan will supplement the City's current 5-year CIP (Appendix 14-1). The
Master Plan recommended CIP is broken into three major project categories:
1. Pipeline and hydrant improvements (i.e. relocation of hydrants, additional hydrants and/or
pipeline improvements)
2. Transmission main improvements identified based on City operations and an in-depth
transmission main study to evaluate the efficiency of moving water from the future Main Street
PFAS Treatment Plant throughout the system.
3. Facility improvements identified via facility site investigations, review of historical information,
and interviews with City staff
The Capital Improvement Program costs are summarized in Table ES-1. The detailed costs are
shown in Table 14-2 through 14-4. The detailed project descriptions are described in Sections 9
through 13.
All costs are planning level estimates. Specific alignments and refined cost estimates should be
developed as a part of the preliminary design phase for each recommended pipeline project. In
addition, fire hydrant spacing should be evaluated for the planned pipelines.
The recommended facility improvement cost estimates are planning level estimates based upon
recent project experience and vendor estimates. Refined cost estimates should be developed as a
part of the preliminary design phase for each recommended project.
CITY OF TUSTIN ES-8 Water Master Plan
EXECUTIVE SUMMARY
Table ES-1
Capital Improvement Proqram Cost Summary
Improvement Group
Subtotal ($)
Total ($)
High Priority Facility Improvement Projects (Table 14-4)
$ 6,613,850
High Priority Fire Hydrant Improvement Projects (Table 14-2)
$ 581,250
15,329,875
High Priority Fire Pipeline Improvement Projects (Table 14-3)
$ 8,134,775
Medium Priority Facility Improvement Projects (Table 14-4)
$12,954,800
Medium Priority Fire Pipeline Improvements (Table 14-3)
$ 4,718,200
17, 673, 000
Low Priority Facility Improvement Projects (Table 14-4)
$ 2,015,000
Low Priority Transmission Main Improvement Projects (Table 14-3)
$18,503,808
20, 518, 808
Total $53,521,683
$53,521,683
CITY OF TUSTIN ES-9 Water Master Plan
SECTION 1
INTRODUCTION
The City of Tustin (City) provides potable water service to residential, commercial, industrial, public
parks and schools. The City recognizes its responsibility to efficiently meet the customers' needs
with long range planning efforts. By reviewing its existing water system and future needs, the City
can continue to maintain a high service level and reliability in its water system in a cost effective and
fiscally responsible manner. This report is intended to update the domestic water analysis and to
provide a comprehensive planning guide for improving and upgrading the City's domestic water
system through the year 2040.
Previous studies completed and utilized in the development of this Water Master Plan include the
following:
➢ 2020 Urban Water Management Plan, July 2021
➢ PFAS Treatment Systems Planning Study, August 2020
➢ Water Master Plan, 2000
The scope of work for this study consists of the following:
Task 1 — Project Management
Task 2 — Water Demand and Supply Analysis
➢ Current and Projected Water Demand
➢ Water Duty and Peak Factors
➢ Current and Projected Water Supply
➢ Emergency Preparedness
➢ Water Storage Requirements
➢ Water Quality
➢ Drought Regulation and Water Conservation Program
Task 3 — Developing/Updating Hydraulic Model of Water System
➢ Model Development
➢ Geometry and Connectivity- Use the most -recent Water GIS information
➢ Demand Allocation
➢ Facility Data and Operational Controls
➢ Model Calibration
CITY OF TUSTIN 1-1 Water Master Plan
INTRODUCTION
➢ System Analysis - average, minimum, and maximum day demand scenarios, fire flow
analysis
➢ Reliability Analysis — emergency scenarios
➢ Adequacy of Pressure Zones
➢ Centralized PFAS Treatment Facility Evaluation
Task 4 — Optimization of Operations and Maintenance Program
➢ Distribution System Infrastructure Replacement Study — Conduct facility condition
assessments and review historical maintenance records to determine remaining useful life
and needed improvement projects. Review exiting O&M programs and compare to industry
recommended standards and provide recommended updates.
➢ Optimization of System Energy Use
➢ Emerging Groundwater Contamination - Review water quality data and PFAS facility
upgrades. Hydraulic analyses of the proposed system will be run to ascertain any additional
improvements
Task 5 — Capital Improvement Program and Asset Management
➢ Capital Improvement Program Study
➢ Financial Plan for Capital Improvement Program
Task 6 — Water Master Plan Report
The Tustin Water Master Plan describes and documents the totality of the project effort, including the
methodology for developing the hydraulic model and system analysis and recommendations for
system improvements. A brief outline of the report is as follows:
Section ES: Executive Summary
Section 1:
Introduction
Section 2:
Water Service Area
Section 3:
Water Supply
Section 4:
Water Use
Section 5:
Existing System
Section 6:
Performance Evaluation Criteria
Section 7:
Hydraulic Model
Section 8:
Model Calibration
Section 9:
System Hydraulic Analysis
Section 10:
Well Assessments
Section 11:
Storage Reservoir Assessments
Section 12:
Booster Pump Station Assessments
Section 13:
1711 Street Desalter Treatment Plant Assessment
CITY OF TUSTIN 1-2 Water Master Plan
INTRODUCTION
Section 14: Capital Improvement Program
AKM Consulting Engineers would like to express their sincere appreciation to the following individuals
for their valuable assistance and support throughout the preparation of this study:
• Mike Grisso, Assistant Public Works Director
• Jason Churchill, Deputy Director of Public Works Operations
• Mike Chandler, Water Services Manager
• Randy Medina, Water Construction and Maintenance Supervisor
• Eric Johnson, Principal Engineer
• Sean Tran, Deputy Director of Finance
• Andrew Liptak, Senior IT Specialist
CITY OF TUSTIN 1-3 Water Master Plan
SECTION 2
WATER SERVICE AREA
The City of Tustin's (City) water service area, shown on Figure 2-1, encompasses the westerly portion
of the City of Tustin as well as a portion of the City's sphere of influence (unincorporated Orange
County area / North Tustin). It is bordered by the City of Santa Ana to the west, the City of Orange
and County of Orange to the north, and the remaining portion of the City of Tustin to the south and
east.
The service area is located in Orange County, about 35 miles south of Los Angeles and 10 miles
inland from the Pacific Ocean. It is located about two miles north of Orange County's John Wayne
Airport and is transected by two major regional freeways: California State Route 55 (SR-55) and
Interstate 5 (1-5).
The approximately 8.6 square mile (5,500 acres) service area is comprised of residential, commercial,
and industrial land uses. The North Tustin area is a well developed low -density area with semi -rural
character. Old Town Tustin is within the service area and was once the focus of the City as the
community's commercial center. Specific plans that will affect the future land uses within the water
service area include the Downtown Commercial Core, Pacific Center East, North Tustin, and Redhill
Avenue Specific Plans.
The City's water service area resides within the County of Orange. The topography of the service
area generally slopes from the northeast to the southwest. Service elevations range from around 62
feet above mean sea level (amsl) to 395 feet amsl.
Four soil classifications exist within the service area, as seen on the Hydrologic Classification of Soils,
Plate A of the Orange County Hydrology Manual. The descriptions of each soil type are as follows:
➢ Group A soils have high infiltration rates and a high rate of water transmission and includes
well drained sand and gravels
➢ Group B soils have moderate infiltration rates and moderate rate of water transmission and
includes fine to coarse textures
➢ Group C soils have low infiltration rates and low rates of water transmission and have a
moderately fine texture
➢ Group D soils have a high runoff potential and very low infiltration rate. They have a very low
rate of water transmission and are comprised of nearly impervious material
The soils with higher infiltration rates permit better passage of water through them to the groundwater
table.
The climate in the area is typical of Southern California with generally mild temperatures, virtually no
days below freezing, and plenty of sunshine throughout the year. The warmest months are typically
experienced in August with an average maximum temperature of 85' F. The coolest months are
typically experienced in December and January with an average minimum temperature of 400 F.
CITY OF TUSTIN 2-1 Water Master Plan
FIGURE 2-1
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IT CITY OF TUSTIN
WATER MASTER PLAN
V,
PROJECT NO: 0221758.00 Location Map
DATE: July 2023
Chapman Ave
WATER SERVICE AREA
The average annual rainfall of about 11 inches occurs primarily during the winter months, between
November and March. Rainfall at the Orange County Public Works, Irvine Ranch Station 61 between
2000 and 2020 is shown in Figure 2-2.
The state of California declared a Drought State of Emergency on January 17, 2014 as rainfall and
snowfall had been well below average for the prior five to seven years. Even though the drought was
officially declared at an end on April 7, 2017, rainfall and snowfall levels continued to remain low until
2019 when California experienced an unusually wet year.
Climate change is expected to result in more variable weather patterns throughout California in the
future. This variability may lead to longer and more severe droughts and floods, which will present
significant challenges to California water supply conditions.
Figure 2-2
Rainfall Data
Irvine Ranch Station 61
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Orange County Public Works, Irvine Ranch Station 61
CITY OF TUSTIN 2-3 Water Master Plan
WATER SERVICE AREA
The City's water service area is almost built out with predominantly single and multi -family residential
units and a few commercial establishments. Moving forward, the City will continue planning for its
Regional Housing Needs Allocation (RHNA) requirements and there may be an enhanced focus on
accessory dwelling units (ADUS) as the means of affordable housing. The existing land uses in the
study area are shown in Table 2-1 and on Figure 2-3.
Table 2-1
Existing Land Uses
Land Use
Net Area
(Ac)l
%
Residential
Low Density Residential
2,444.1
57.1
Medium Density Residential
69.5
1.6
High Density Residential
582.6
13.6
Mobile Home Park
72.8
1.7
Subtotal
3,168.9
74.1
Commercial / Industrial
Community Commercial
418.5
9.8
Old Town Commercial
55.3
1.3
Professional Office
46.9
1.1
Industrial
143.2
3.3
SubtotalT
663.9
15.5
Other
Agriculture
10.4
0.2
Institutional
302.6
7.1
Public Facility
23.6
0.6
Water Facility
2.6
0.1
Church
34.9
0.8
Park
32.6
0.8
Vacant
38.9
0.9
Subtotal
445.8
10.4
Total Service Area
1 4,278.61
100.0
Area does not include streets and right-of-way
CITY OF TUSTIN 2-4 Water Master Plan
Wili
WATER SERVICE AREA
Future known developments are shown in Table 2-2 and on Figure 2-4
Table 2-2
Future Develo ments
Future
Future
Additional
Additional
Average
Commercial
Future
Future
Area
Dwelling
Density
Building
No.
Project Name
Development
Location
Zone
Land Use
(Ac)
Units
(DU/Ac)
Area (SF)
Status
DR-2020-0011 DA
1941 El Camino
High
1
House of Ruth
2020-0002
Real
1
Density
0.37
7
18.7
Approved
Residential
San Juan Five
DR-2019-00019/
1042-52 San
Medium
Approved -
2
Units
PROJ-R-2019-
Juan St
1
Density
0.41
5
12.1
Plan check
00003
Residential
CUP-2020-0010 /
3
Jack in the Box
DR-2020-0009 /
14002 Newport
1
Community
0.50
1,869
Approved
PROJ-C-2020-
Ave
Commercial
00007
DR-2021-0002,
4
Red Hill Mixed
SUBD-2021-0001
13751 Red Hill
1
Mixed Use
3.38
137
40.5
7,000
Approved
Use
(VTTM NO.
Ave
17822
Commercial
DR-2019-00011,
535 E. Main
Community
Approved -
5
Remodel
PROJ-C-2019-
Street
1
Commercial
0.56
5,509
Plan check
and Addition
00063
CUP 2017-04, DR
St. Cecelia
2017-004,
1301 Sycamore
Community
Approved -
6
Church
PROJPI-
Ave
1
Commercial
1.24
10,034
Plan check
Expansion
2021-00002
SUB-2021-0002
15081-15121
Low
7
Parcel Divide
(TPM 2021-115)
Newport Ave
1
Density
1.76
2
1.1
Approved
Residential
High
8
City Ventures
RAR-2021-0001
14042 Newport
1
Density
0.69
40
57.6
Submitted
Residential
CUP-2021-0027,
Low
9
14192 Yorba
DR 2021-0014
14192 Yorba
1
Density
0.63
3
4.8
Submitted
Residential
Industrial
Redevelopment
DR 2022-0001,
10
for
PROJ-C-2022-
1100 Valenica
1
Industrial
14.01
311,770
Submitted
Warehouse/
00001
Ave
Logistics
Facility
Medical Office
CUP-2021-0030,
17631
Community
11
Building
DR 2021-0016
Seventeenth St
1
Commercial
0.75
12,320
Submitted
GPA 2022-0001,
Intracorp
ZC 2022-0001,
17802-17842
High
12
Residential
TTM 19224, DR
Irvine Blvd
1
Density
2.07
40
19.3
Submitted
Project
2022-0004, AND
Residential
VAR
13
Rally's Drive-
CUP-2021-0025,
14982 Prospect
1
Community
0.43
972
Submitted
Thru
DR-2021-0013
Commercial
. Numbers correspond to locations shown on Figure 2-4 Total 26.81 234 349,474
CITY OF TUSTIN 2-6 Water Master Plan
,t4l r//AA
WATER SERVICE AREA
The historical population growth for the City of Tustin and the County of Orange is shown in Table 2-
3. This population data is based upon information from the Center of Demographic research at
California State University, Fullerton. These population projections take into consideration national,
state, and local trends, as well as land use and immigration policies.
Table 2-3
Population
City of Tustin
Tustin Foothills
County of Orange
Year
Population'
10-year
%Growth
Year
Population'
10-year
%Growth
Year
Population'
10-yea r
%Growth
1930
926
-
1930
Unknown
-
1930
Unknown
-
1940
953
2.8
1940
Unknown
-
1940
Unknown
-
1950
1,143
16.6
1950
Unknown
-
1950
Unknown
-
1960
2,006
43.0
1960
Unknown
-
1960
Unknown
-
1970
21,099
90.5
1970
26,699
-
1970
1,420,386
-
1980
32,317
34.7
1980
26,174
-2.0
1980
1,932,709
26.5
1990
50,689
36.2
1990
24,358
-7.5
1990
2,410,556
19.8
2000
67,504
24.9
2000
24,044
-1.3
2000
2,846,289
15.3
2010
75,540
10.61
2010
Unknown
-
2010
3,010,232
5.4
2020
80,511
6.21
2020
Unknown
-1
2020
3,180,491
5.4
1 Ref. California State University Fullerton Center for Demographic Research
The population in the City of Tustin and the County of Orange has grown steadily since 1970 but it
has slowed down over the last two decades. This is supported by the fact that the City of Tustin and
the County of Orange have become nearly built -out. The City of Tustin growth rate typically exceeded
the overall County of Orange growth rate.
Per the United States Census Bureau data, the 2020 population within the City was 80,511 persons.
The total number of housing units was 28,257 dwelling units. This is equivalent to 2.98 persons per
dwelling unit with a 4.9% vacancy rate.
Per the City's 2020 Urban Water Management Plan (UWMP, 2020), the water service area population
was 66,600 in 2020 and is projected to have a minimal growth of 1.1 % from 2020 to 2045. The 2045
service area population is expected to be about 67,343.
CITY OF TUSTIN 2-8 Water Master Plan
SECTION 3
WATER SUPPLY
The City's existing potable water supply is a combination of local groundwater and imported water.
Groundwater is pumped from the Orange County Groundwater Basin (OC Basin), managed by the
Orange County Water District (OCWD). Imported water from the Colorado River and the State Water
Project is delivered through Metropolitan Water District of Southern California (MWD) and the City's
wholesaler supplier, East Orange County Water District (EOCWD).
From FY 2011-2012 through FY 2020-2021, the City pumped an average of 8,238 AFY from the
groundwater basin and imported 2,580 AFY as shown in Table 3-1. On average, 77 percent of the
supply is water pumped from the groundwater basin and 23 percent of the supply was purchased
imported water.
Table 3-1
Historical Water Production and Purchase (Annual)
Fiscal
Year
Imported Water Purchased
Groundwater Production
Tota I
Production
and
Purchase
(AFY)
OC48
(AFY)
OC33
(AFY)
OC43
(AFY)
Total
(AFY)
%of
Tota I
Wells
Untreated
(AFY)
Main St
Wells
(AFY)
17th St
Wells
(AFY
Total
(AFY)
%of
Tota I
2011-2012
1,874
575
1,999
4,448
37%
6,735
5
705
7,445
63%
11,893
2012-2013
1,429
694
843
2,966
24%
8,966
1
205
9,171
76%
12,137
2013-2014
1,981
722
1,688
4,391
35%
7,638
373
0
8,011
65%
12,402
2014-2015
1,264
693
961
2,918
26%
7,288
911
0
8,199
74%1
11,118
2015-2016
495
533
5191
1,548
17%
5,371
879
1,436
7,685
83%
9,233
2016-2017
421
394
257
1,073
11 %
6,525
498
1,665
8,688
89%
9,760
2017-2018
1,536
115
3,016
4,667
44%1
4,075
320
1,532
5,927
56%
10,594
2018-2019
741
168
287
1,196
12%
7,794
0
1,056
8,850
88%
10,046
2019-2020
259
67
12
338
3%
7,033
1
2,722
9,756
97%
10,095
2020-2021
1 1,2361
90
927
2,254
21 %
5,800
2
2,843
8,6451
790
10,899
Average
1,124
405
1,051
2,580
23%1
6,722
299
8,238
77%1
10,817
The City's groundwater supply comes from the Orange County Groundwater Basin (OC Basin). The
following section describes the extent of the basin and the methods by which the supply is managed.
3-2.1 Groundwater Basin
The City extracts groundwater from the OC Basin, shown on Figure 3-1, which underlies most of the
northern and central portions of Orange County. The groundwater basin is approximately 229,000
acres in size and has historically provided about 300,000 AFY to the residents of Orange County.
CITY OF TUSTIN 3-1 Water Master Plan
FIGURE 3-1
WATER SUPPLY
The OC Basin is managed by OCWD, which supplements the basin with Santa Ana River water,
recycled water, and imported water. The supplies are delivered through more than two dozen
recharge basins located in the Cities of Orange and Anaheim
The OCWD was formed in 1933 to protect and manage the groundwater supply and legal rights of
landowners of the Coastal Plain. Historically, the Santa Ana River provided the primary source of
basin replenishment for Orange County, but with below average rainfall conditions and expansions
of upstream uses and storage, the river is generally carrying less natural replenishment water into
Orange County than in previous years. OCWD operates the OC Basin as a non -adjudicated basin
and manages ground water pumping collectively as a county and through establishment of an annual
Basin Pumping Percentage (BPP).
Since its formation, OCWD has had to deal with decreasing groundwater levels, overdraft, and
seawater intrusion, which was caused by drought conditions and increased population growth.
Actions taken by OCWD to protect the groundwater basin include the following:
r 1948 — Began purchasing Colorado River water from Metropolitan Water District (MWD) for
recharge
➢ 1953 — Amended District Act to include replenishment assessment and require semi-annual
reporting of groundwater extractions
y 1960's — Participated in seawater barrier operations (Alamitos Barrier and Talbert Gap)
➢ 1968 — Amended District Act to include basin production percentage and basin equity
assessment
➢ 1969 — Adopted conjunctive use policy
➢ 1970's — Expanded recharge operations
➢ 1970's — Constructed Water Factory 21 (recycled water facility) and 23 injection wells at
Talbert Gap
➢ 1989 —Developed Groundwater Management Plan, program to increase water supplies, clean
up contamination, and improve basin management
➢ 1991 — Completed Green Acres Project (recycled water facility) to reduce demand on potable
water
y 2008 — Began operating Ground Water Replenishment System (GWRS), a 70 mgd advanced
water purification facility for potable reuse. GWRS provides recharge water for the Talbert
Injection Barrier (prevents seawater intrusion) and recharge basins in the City of Anaheim
y 2015 — Expanded GWRS to 100 mgd
➢ 2023 — GWRS Final Expansion to 130 mgd
CITY OF TUSTIN 3-3 Water Master Plan
WATER SUPPLY
Each year, the OCWD sets the Basin Production
Percentage (BPP) to regulate the local groundwater
production. The BPP is the percent of the member
agencies' total demand that can be pumped from the
groundwater basin. It applies only to water producers who
pump over 25 AFY. The BPP is set uniformly for all
producers on an annual basis. The BPP has historically
ranged from 60 percent to 80 percent. The BPP is set at 77
percent for FY 2021-2022. Table 3-2 depicts the OCWD
BPP for the past eleven (11) years.
Groundwater pumped by a producer at or below the BPP is
assessed as the Replenishment Assessment. Water
pumped above the BPP is subject to significant levies in the
form of a Basin Equity Assessment (BEA). OCWD uses the
revenue collected from the Basin Equity Assessment to
fund MWD water that is purchased for groundwater
replenishment. Therefore, the Basin Equity Assessment is
based on the current price of MWD water.
Table 3-2
Orange County Groundwater Basin
Production Percentage
Year
Basin Production
Percentage
2011-2012
65.0%
2012-2013
68.0%
2013-2014
70.0%
2014-2015
72.0%
2015-2016
75.0%
2016-2017
75.0%
2017-2018
75.0%
2018-2019
77.0%
2019-2020
77.0%
2020-2021
77.0%
2021-2022
77.0%
Average
73.5%
OCWD may provide incentives to agencies that develop Re: Annual OCWD Engineer's Reports
projects which pump and treat groundwater that does not 2011-2012 through 2021-2022
meet drinking water standards in order to protect the overall
water quality of the OC Basin. This is achieved by using a financial incentive known as BEA
Exemptions which compensates a qualified participating agency for the costs of treating poor quality
groundwater. The calculation uses the qualified capital expense the agency expended in constructing
the treatment system and allows the agency to deduct the BEA overages each year against its total
capital investment until the total capital investment is paid back in the form of the BEA incentive. The
City currently operates both the 171h Street Desalter and the Main Street Treatment Plant under BEA
Exemptions. This means that there is a financial incentive calculated between the City and OCWD
each year for the water pumped over the BPP as long as the overage is produced at the 17th Street
Desalter or Main Street Treatment Plant. As of fiscal year 2019, the 171h St. Desalter had $4.8M and
Main Street Treatment Plant had $639K of eligible capital still available for BEA Exemption.
Per the OCWD 2019-2020 Engineer's Report, there were 21 major producers that pumped 286,498
acre feet in 2019-2020 water year. The City of Tustin pumped 10,075.2 AF groundwater and imported
375.5 AF supplemental water in the 2019-2020 water year. The City's percentage of groundwater
pumped was therefore 96.4 percent of the total demand, which is more than the 2019-2020 BPP (77
percent).
3-2.2 Groundwater Recharge and Protection
The groundwater basin consists of the shallow aquifer system, principal aquifer system, and deep
aquifer system. The shallow aquifer system is closest to the ground surface; however, it only provides
about 5 percent of the basin production due to its small size. The principal aquifer system is located
below the shallow aquifer system, and it provides the majority of the groundwater production, due to
its larger size and water quality. Below the principal aquifer system is the deep aquifer system, which
CITY OF TUSTIN 3-4 Water Master Plan
WATER SUPPLY
is generally not economically feasible to pump from. The deep aquifer system is also categorized by
colored water.
Sources of the OC Basin recharge and protection are the OCWD Cyclical Storage Program, natural
replenishment, Santa Ana River, MWD non -treated recharge and Seawater Barriers. OCWD owns
and operates the Groundwater Replenishment System (GWRS), the world's largest advanced water
purification system for potable reuse. The Orange County Sanitation District produces treated
wastewater clean enough to undergo purification at the GWRS, instead of discharging it into the
Pacific Ocean. This water is then purified at the GWRS using a three -step advanced process.
Consisting of microfiltration, reverse osmosis, and ultraviolet light with hydrogen peroxide, this
purification process produces high -quality water that meets or exceeds state and federal drinking
water standards. This purified water is injected into a seawater barrier and pumped to recharge basins
where it naturally percolates into the Orange County Groundwater Basin and supplements Orange
County's drinking water supplies.
MWD Conjunctive Use Program and Cyclic Storage Program with OCWD
Since 2004, OCWD, MWDOC, and certain groundwater producers have participated in MWD's
Conjunctive Use Program (CUP). This program allows for the storage of MWD water in the OC
Basin. The existing MWD program provides storage up to 66,000 AF of water in the OC Basin to be
pumped by participating producers in place of receiving imported supplies during water shortage
events in exchange for MWD's contribution to improvements in basin management facilities and an
annual administrative fee. These improvements include eight new groundwater production wells,
improvements to the seawater intrusion barrier, and construction of the Diemer Bypass Pipeline. The
water is accounted for via the CUP program administered by the wholesale agencies and is controlled
by MWD such that it can be withdrawn over a three-year time period. As of 2021, the CUP has not
been in use since 2014. The CUP contract ends in 2028.
The Cyclic Storage account is an alternative storage account with MWD. However, unlike the CUP
program, OCWD controls when the water is used. The Cyclic Water Storage Program allows MWD
to store water in a local groundwater basin during surplus conditions, where MWD has limited space
in its regional storage locations. Once the water is stored via direct delivery or In -lieu the groundwater
agency has the ability to purchase this water at a future date or over a 5-year period. (Ref. Tustin
2020 Urban Water Management Plan, Arcadis, June 2021)
Natural Replenishment
Natural replenishment of the groundwater basin generally occurs in the northwestern portion of the
OC Basin, where there are less clay and silt deposits that separate the shallow and primary aquifers.
Santa Ana River
Recharge water consists of natural recharge, imported water, and water purified by OCWD's GWRS.
The Santa Ana River and the Santiago Creek provide the majority of the groundwater basin's source
of recharge water.
OCWD groundwater recharge facilities are generally located in the Cities of Anaheim and Orange.
They include the Main River System, the Off -River system, the Deep Basin System, and the Burris
Basin/Santiago System.
❖ The Main River System consists of 290 acres of the Santa Ana River.
CITY OF TUSTIN 3-5 Water Master Plan
WATER SUPPLY
❖ The Off -River System is a sandy -bottom channel that parallels the Santa Ana River. Water
from the Santa Ana River is diverted to the Off -River System by the Imperial Inflatable Dam.
❖ The Deep Basin System consists of large recharge basins that range in depth of 10 to 60
feet, and it is supplied by the Off -River System. The following basins are included in the
deep basin system:
➢ Raymond Basin
➢ Placentia Basin
➢ La Jolla Basin
➢ Kraemer Basin
➢ Miller Basin
➢ Anaheim Lake
➢ Mini Anaheim Lake
➢ Foster Huckleberry Basin
➢ Conrock Basin
➢ Warner Basin
➢ Little Warner Basin
❖ The Burris Basin/Santiago System is supplied by Santa Ana River water that is diverted by
the Five Coves Inflatable Dam to the Burris Basin, which parallels the Santa Ana River.
Excess flows are diverted from the Burris Basin to the Santiago Basins, which include the
following:
➢ Smith Basin
➢ Blue Diamond Basin
➢ Bond Basin
MWD Non -Treated Recharge
OCWD Regularly purchases MWD non -treated water for direct replenishment of the OC Basin.
Seawater Barriers
OCWD provides a combination of imported and purified water from the GWR system to inject into the
Alamitos and Talbert Barriers.
The Alamitos Barrier was created to minimize seawater intrusion near the Orange County and Los
Angeles County boundary, to the north of the City of Seal Beach. It consists of 43 injections wells,
four (4) extraction wells, and 226 observation wells. The Los Angeles County Department of Public
Works (LACDPW) and OCWD provide joint funding and management of the barrier. According to the
OCWD 2019-2020 Engineer's Report, 2,100 AF was injected into the Alamitos Barrier by OCWD in
the 2019-2020 water year.
CITY OF TUSTIN 3-6 Water Master Plan
WATER SUPPLY
The Talbert Barrier spans approximately 2.5 miles between the Newport and Huntington Beach
mesas. According to the OCWD 2019-2020 Engineer's Report, 23,777 AF was injected in the Talbert
Barrier by OCWD in the 2019-2020 water year.
OCWD regulates the groundwater levels in the OC Basin by monitoring the overdraft within the
groundwater basin and adjusting the annual BPP accordingly. Per the 2015 OCWD Groundwater
Management Plan, the basin's full capacity is approximately 66,000,000 AF. In general, OCWD tries
to maintain an overdraft between 100,000 AF and 434,000 AF. OCWD tries to keep the basin nearly
full to prevent seawater intrusion, increased pumping costs, lack of emergency storage, possible land
subsidence, and migration of poor quality water.
3-2.3 Groundwater Levels
According to the OCWD 2019-2020 Engineer's Report, the principal aquifer groundwater levels rose
approximately 10 to 20 feet throughout most of the basin from June 2019 to June 2020, except for
along much of Los Angeles County line where the change was negligible and in the vicinity of OCWD's
recharge facilities at Santiago basins in Orange where groundwater levels declined 10 to 50 feet.
The moderate rise in groundwater levels resulted in an increase in total storage of 36,000 AF from
June 2019 to June 2020.
Water is imported into Southern California through two major water supply systems:
1. The Colorado River Aqueduct, constructed and operated by Metropolitan Water District of
Southern California (MWD), transports water from the Colorado River to MWD's service area
2. The State Water Project, owned and operated by the State of California Department of Water
Resources (DWR), transports water from the Sacramento -San Joaquin Delta through the
California Aqueduct
3-3.1 Municipal Water District of Orange County
The Municipal Water District of Orange County (MWDOC) is a wholesale water supplier and resource
planning agency that serves all of Orange County through 28 retail water agencies (with the exception
of the Cities of Anaheim, Fullerton, and Santa Ana, which are MWD members). MWDOC purchases
imported water from MWD, which receives water from the Colorado River and from the State Water
Project and distributes it to its 28 member agencies, which are made up of both City water
departments and water districts that provide retail water services to the public.
MWDOC's mission is "to provide reliable, high -quality supplies from MWD and other sources to meet
present and future needs, at an equitable and economical cost, and to promote water use efficiency
for all of Orange County"
The Orange County imported water transmission mains are shown on Figure 3-2. The City
supplements its groundwater supplies by purchasing imported water from MWDOC via the City's
wholesaler supplier, East Orange County Water District (EOCWD). The imported water is delivered
via the East Orange County Feeder No. 2 (EOCF2). The City has one direct connection to the EOCF2
(OC-43) and six connections to EOCWD's wholesale zone system, listed in Table 3-3.
CITY OF TUSTIN 3-7 Water Master Plan
WATER SUPPLY
Table 3-3
Imported Water Connections
Typical
Tustin
Operating
Connection
Delivers
Size
HGL
Range
Control
ID
Source
Location
to Zone
(in)
(ft)
(gpm)
Type
Comment
8
0 - 3,100
Pressure
Can operate in pressure or
Walnut
EOCF2
Walnut Ave, east of Newport Ave
1
or Flow
flow mode to suppy Zone 1
Pressure
Can operate in pressure or
(OC-43)
6
0 - 1,800
or Flow
flow mode to supply Zone 1
Ethelbee
FHNP
Southeast corner of Ethelbee Wy and
1
8
315
0 - 3,100
Pressure
Can operate in pressure or
Fairhaven Ave
or Flow
flow mode to supply Zone 1
Prospect
FHNP
Southeast corner of Prospect Ave and
1
6
0 - 1,800
Pressure
Can operate in pressure or
Fairhaven Ave
or Flow
flow mode to supply Zone 1
Rawlings
FHNP
Foothill Blvd, west of Newport Blvd (adjacent
1
6
0 - 1,800
Pressure
Diect feed to rawlings
Rawlings Reservoir)
or Flow
reservoir inlet/outlet line
2 valves- One supplies Zone 2
Hewes
FHNP
Southwest corner of Hewes Ave and
1&2
6
0 - 1,800
Pressure
pressure or flow mode. The
Fairhaven Ave
or Flow
other, supplies Zone 1
manually. Off in field.
Newport
FHNP
Newport Blvd, north of Foothill Blvd (adjacent
2
6
395
0 - 1,800
Pressure
Pilot controlled, set to
Newport Reservoir
pressure in field.
Peter's
Newport Blvd, north of Foothill Blvd (adjacent
Pilot controlled, set to
Canyon
FHNP
Newport Reservoir)
1&2
8
0 - 3,100
Pressure
pressure in field.
EOCF2 = East Orange County Feeder No. 2, owned by Metropolitan Water District of Orange County
FHNP = Fairhaven -Newport Transmission Main, owned by East Orange County Water District
CITY OF TUSTIN 3-8 Water Master Plan
FIGURE 3-2
to/from Central Pool RANGE COUNT RES OIR
A HABRA
San Bernardino
County
MWD
_I
BREA
LOWER FE
MET DIEATION PLANT
C
E D
Los Angeles u, FULLERTON
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YORBA UND ATER DISTRICT
Riverside County
0
T
IA PALMA BUENA
PARK GOLDEN ST
ANAHEIM
PLACENT
L
�_
from Lake Mathews
to/from
0
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C LMC
ANAHEIM
2ND OWER FEED
sTRIc
o
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z
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0
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C
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A
2
Z
MOULTON NIGUE
G) WATER DISTRICT ZW
N
OG
Z
i
EMERALD
SERVICE DISTRICT
OC Water Retailers and Transmission Mains
Untreated Water Pipeline
LAGUNABEACH C—
SANJUAN
mF
—
CAPISTRANO
MWDTreated Water Pipeline
Joint MWD/Local Agency Pipeline cT
Joint Local Agency Pipeline
-TERoS RICT
°° LEMENTE
■ Major Water Facility
N
A'AFFR ,Ry�s�s
O Reservoirs
W E
tiF�A s
°RgrO
® City of Tustin Water Service Area
ti
s�County
s
ti
e wary
uma�Tsw.wocwni.. wm.xe�. mmom e.nis. w.. �owm.aa
0
2.5 5
Milea
10
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N
Not to Scale
WATER SUPPLY
3-3.2 Inter -Agency Connections
The City's water system has five (5) inter -agency connections with neighboring cities or water utilities.
These inter -agency connections allow the City to obtain water from or provide water to adjacent water
systems. The inter -agency connections and their locations are listed in Table 3-4. Each connection
has to be manually activated and can supply flow in both directions.
Table 3-4
Inter-Aaencv Connections
Connection
Zone
Tustin
HGL (ft)
Size (in)
Location
City of Santa Ana
1
302
6
Tustin Ave & West First St
City of Santa Ana
1
302
6
McFadden Ave & Williams St
Golden State Water Company
3
480
6
Skyline Dr & Plantero Dr
Irvine Ranch Water District
1
-
6
Valencia and Redhill
Irvine Ranch Water District
1
-
10
Wells 21 and 22 (Edinger Av.)
Per the City's 2020 Urban Water Management Plan (UWMP), the future water supplies are shown in
Table 3-5.
Table 3-5
Future Water Sunnlies
Water Supply
Projected Water Supply (AF)
Reasonably Available Volume
2025
2030
2035
2040
2045
Groundwater (not desalinated)
Orange County Groundwater Basin
8,569
8,604
8,521
8,440
8,413
Purchased or Imported Water
MWDOC/EOCWD1
1,512
1,518
1,504
1,489
11485
Total
1 10,081
10,122
1 10,025
1 9,929
1 9,898
Reference: 2020 Urban Water Management Plan, Table 6-9: Water Supplies, Projected (AF)
It was noted in the UWMP that the groundwater volumes in Table 3-5 assume OCWD's basin
production percentage (BPP) to be 85% for all years and does not account for BEA Exemptions as
described in Section 3-2.1. Volumes of groundwater and imported water may vary depending on
OCWD's actual BPP projections.
The City's 2020 Water Quality Report shows that groundwater and imported water served meets and
exceeds all primary and secondary drinking water standards as shown in Table 3-6.
The groundwater quality is monitored by OCWD and the City. According to the OCWD 2015
Groundwater Management Plan, OCWD takes almost 17,000 groundwater samples annually, from
its 400 District owned monitoring wells as well as 200 to 220 privately -owned and publicly -owned
drinking water wells. Water sampling is performed to monitor the chemicals regulated by the U.S.
Environmental Protection Agency (EPA) and the State Water Resources Control Board Division of
Drinking Water (DDW). It is also performed to assess the seawater intrusion and to evaluate the
surface water quality of the Santa Ana River, which is used to recharge the groundwater basin.
CITY OF TUSTIN 3-10 Water Master Plan
WATER SUPPLY
Table 3-6
Radiologicals -Tested in 2020
Alpha Radiation (frCI11)
15
(0)
<3
<3
ND-
4,68
No
Erosion of Natural Deposits
Beta Radiation (pCiIL)
50
(0)
NR
<4
ND-7
No
Decayof Natural and Man-made Deposits
Uranium (pCiIL)
20
0,43
1,23
2
ND-3
No
Erosion of Natural Deposits
Inorganic Contaminants -Tested in 2020
Aluminum (ppm)
Barium (ppm)
1
1
0.6
2
<0,05
ND
0.137
0.107
ND-0,791
ND-0,107
No
No
Treatment Process Residue,
Natural Deposits
Refinery Dlscharge,
Erosion of Natural Deposits
Bromate(ppb)
10
0.1
NR
1.9
ND-
1.3
No
Byproduct of Drinking Water Ozonation
Fluoride(ppm)
2
1
0,17
NR
0,14-0,21
No
Erosion of Natural Deposits
Fluoride (ppm) treatment -related
2
1
NR
07
0,5-0,9
No
WaterAddltive for Dental Health
inmate tppm as iul
lu
ru
S,bb
Nu
ivu-
r, t t
No
rermuzers, tepmc ianics
Nitrate+Nitrite (ppm as N)
10
10
3,88
ND
ND-7,77
No
Fertilizers, Septic Tanks
Selenium (ppb)
50
30
<5
ND
ND-
5,8
No
Treatment Process Residue,
Natural Deposits
Secondary Standards* -Tested in 2020
Aluminum (ppb)
200'
600
<50
137
ND-791
No
Treatment Process Residue,
Natural Deposits
Chloride (ppm)
Soo,
nIa
113
94
31.4-236
No
Runoff or Leaching from Natural Deposits
Color (color units)
15'
nla
ND
1
ND-1
No
Naturally -occurring Organic Materials
Odor (threshold odor number)
3'
nla
ND
2
ND-2
No
Naturally -occurring Organic Materials
Specific Conductance (pmholcm)
1,600'
nla
1,040
970
567 -
1,820
No
Substances that Form Ions in Water
Sulfate (ppm)
500'
nla
147
216
82.4-233
No
Runoff or Leaching from Natural Deposits
Total Dissolved Solids (ppm)
1,000'
nla
534
592
61 -960
No
Runoff or Leaching from Natural Deposits
Turbidity(NTU)
5`
nla
0.2
ND
ND-
1,2
No
Erosion of Natural Deposits
Unregulated Contaminants - Tested in 2018 and 2020
Alkalinity, total as CaCO3 (ppm) Not Regulated nla 195 118 117 -269 nla Runoff or Leaching from Natural Deposits
Boron (ppm) NL= 1 nla 0.11 0.13 ND - 0.2 nla Runoff or Leaching from Natural Deposits
Industrial Discharge
Hardness, total as CaCO3 (ppm) Not Regulated nIa 373 265 136-650 nIa Runoff or Leaching from Natural Deposits
Hardness, total (grainsigallon) Not Regulated nla 22 15 8 -38 nla Runoff or Leaching from Natural Deposits
Magnesium (ppm) Not Regulated nla 26.8 26 6.4- 52.4 nla Runoff or Leaching from Natural Deposits
Manganese(ppb)" 50' nla 075 1,9 ND-2,9 nla Erosion of Natural Deposits
N-nitrosodimethylamine(ppt) NIL =10 nla ND 3,1 ND-3,1 nla Byproduct of Drinking WaterChlomminafion,
Industrial Processes
pH (pH units)
Not Regulated
nIa
7.7
8,1
7,4-8,1
nIa
Hydrogen Ion Concentration
Perfluoro butane sulfonic acid (ppt)
NIL = 500
nIa
4.2
ND
ND_
11.7
nIa
Industrial Discharge
Perfluoroheptanolcacid (ppt)
Not Regulated
nla
<4
ND
ND-7.3
nla
Industrial Discharge
Perfluoro hexane sulfonlcacid (ppt)
Not Regulated
nla
7.6
ND
ND-
18
nla
Industrial Discharge
Perfluoro octane sulfonlcacid (ppt)
NL=6.5
nla
9.9
ND
ND-30.3
nla
Industrial Discharge
Perfluoro octanoic acid (ppt)
NL= 5.1
nla
8
ND
ND-
19.5
nla
Industrial Discharge
PerfiuorohexanolcAcid (ppt)
Not Regulated
nla
5.7
ND
ND-
16.6
nla
Industrial Discharge
Potassium (ppm)
Not Regulated
nla
2.3
4,6
1,7-4,7
nla
Runoff or Leaching from Natural Deposits
Sodium (ppm)
Not Regulated
nla
80,9
96
52.7-131
nla
Runoff or Leaching from Natural Deposits
Total Organic Carbon (ppm)
TT
nla
<0.3
2,4
ND -
2,7
nla
Various Natural and Manmade Sources
Total Organic Carbon (ppm) "'
Not Regulated
nla
0.3
NR
0.12-0.6
nla
Various Natural and Manmade Sources
ppb = parts -per -billion; ppm = parts -per -million, ppt = parts -per -trillion; pCi1L = picoCuries per liter NTU = nephelometric turbidity units; pmholcm = micromhos per centimeter,
NH = Not Required to be analyzed; ND = not detected; <= average Is less than the detection limit for reporting purposes; MCL = Maximum contaminant Level;
(MCLG) = federal MCL Goal; PHG = California Public Health Goal; NIL = Nofificrfiou Level; Wa =not applicable; TT =treatment technique
"Contaminant is regulated by a secondary standard.
'Manganese is reguiatedwith a secondary standard of 50 ppb butwas not detected, based on the detection limit for purposes of reporting of 20 ppb.
Manganese was Included as part of the unregulated contaminants requiring monitoring,
""°Total organic carbon was also Included as part of the unregulated contaminants requiring monitoring.
1) Highest single turbidity measurement 0.3NTU 0.04 No Soilrun-off
2) Percentage of samples less than 0.3 NTU ri 1001/. No Soil run-off
Turbidityis a measure of the cloudiness of the water, an Indication of parlialate matter, some ofwhich mightinclude harmful microorganisms, NTU=nephelomeh-ic turbidity units
Low turbidity in Metropolitan's treated water is a good indicator of effective filtration. ultrafion is called a 'treatment technique" ITT},
A treatment technique Is a required process intended to reduce the level of contaminants in drinking water that are difficult and sometimes Impossible to measure directly,
CITY OF TUSTIN 3-11 Water Master Plan
WATER SUPPLY
Table 3-6 (continued)
Total Trlhalomethanes (pi 80 15 ND-15 No Byproducts of Chlorine Disinfection
Haloacetic Acids (ppb) 60 4 ND-5.6 No Byproducts of Chlorine Disinfection
Chlorine Residual (ppm) (4I4) 0.8 0.56-0.93 No Disinfectant Added for Treatment
Aesthetic Quality
Turbidity(NTU) 5' 0.15 ND-1.6 No Erosion of Natural Deposits
Eight locations in the distribution system are tested quarterly for total trihalomethanes and haloarnal adds:
twenty locations are tested monthly for color, odor and turbidity. Color and odor were not dell in 2020,
Ml= Maximum Residual Disinfectant Level; li= Maximrrn Residual Disinfectant Level Goal
'Contaminant is regulated by secondary standard to maintain aesthetic qualifies (taste, odor, cola).
Lead and Copper
Action Level Public 9011 Percentile Sites Exceeding AL I At Typical Source
(AL) Health Goal Value Number of Sites Violation? of Contaminant
Lead (ppb) 15 0.2 54 1 1 53 No Corrosion of Household Plumbing
Copper (ppm) 1.3 0.3 0.2 0153 No Corrosion of Household Plumbing
Dull 2018, 53 residenceswere tested for lead and copper at-lhe-tap
Lead was detected in seven samples: one exceeded the regulatory action level Copper was detected in 45 homes; none exceeded the regull action level.
A regulatory action level is the concentration of a contsminantw9dr triggers treatment oi oilier requirements that a water system must follaa.
In 2020, no school submitted a request to be sampled for lead.
Unregulated Chemicals Requiring Monitoring in the Distribution
Notification Average Rangeof Most Recent
Contaminant i Pl Amount Detections Sampling 1
BromochloroaceNcAdd (ppb) n/a ni 0.68 ND-3.8 2020
Bromodichi orcaceticAcid (ppb) i rda 0.26 ND-2.8 2020
ChlorodibromoaceticAdd(ppb) nla rila 0.2 ND-1.2 2020
DibtomoaceticAdd (ppb) rda nia 0.98 ND-2.1 2020
DichloroaceticAdd (ppb) i MCLG=0 0.76 ND-6.1 2020
MonobromoacedcAdd (ppb) i nil 0.06 ND-0.4 2020
TrichloroaceticAcid (ppb) rda MCLG=20 0.28 ND-4.3 2020
Today, per- and polyfluoroalkyl substances (PFAS) or "forever chemicals" are of particular concern
for groundwater quality. In February 2020, the Department of Drinking Water (DDW) lowered its
Response Levels (RL) for PFOA and PFOS to 10 and 40 parts per trillion (ppt), respectively. DDW
recommends that water producers not serve water exceeding the RL while they undertake
administrative action to set a Maximum Contaminant Level (MCL). As of the writing of this report,
the City had temporarily shut down the wells that were within 80 percent of the RL (8 ppt), until
treatment systems can be constructed.
In April 2020, OCWD executed an agreement with impacted producers (including the City of Tustin)
to fund and construct necessary treatment systems for production wells impacted by PFAS
compounds, including the design, permitting, construction, and operation of PFAS removal systems.
As of the writing of this report, the City has completed the design of influent conveyance pipelines
and a centralized PFAS and Nitrate Treatment Facility which will be located at the current Main Street
Treatment Plant site. The process flow diagram of the centralized PFAS and Nitrate Treatment
Facility is shown on Figure 3-3.
CITY OF TUSTIN 3-12 Water Master Plan
WATER SUPPLY
Figure 3-3
PFAS and Nitrate Treatment Facility
Process Flow Diagram
RW IXI PFAS TREATMENT IXE
FVV
VANDENBERG WELL
PRE -FILTER SYSTEM SYSTEM
(ION EXCHANGE)
COLUMBUS WELL
NETA WELL
FUTURE BETO
SHC
EXISTING
FW IB
DISTRIBUTION
PASADENA WELL
CHLORINE OI$INFECTION
RESERVOIR
SYSTEM
(SODIUM HYPOCHLORITE) SHC
AND
I
NEW BOOSTER
PUMP STATION
RW
MAIN STREET WELL 3
NIXI
NITRATE TREATMENT
SYSTEM
(ION EXCHANGE) m
NIXE NIXE
FW
IF
RW RW
MAIN 57NEE7 WELL 4
BRW
10 TO SEWER
The proposed treatment facilities and pump station capacities are as follows:
1. PFAS ion exchange system capacity = 6,400 gpm.
2. Nitrate ion exchange system capacity = 600 gpm treatment capacity
Main Street Well 3 capacity = 600 gpm
Main Street Well 4 capacity = 450 gpm
3. Booster Pump Station capacity = 8,500 gpm
Four duty pumps (2,125 gpm each) and one standby pump @ total dynamic head of 250 feet
CITY OF TUSTIN 3-13 Water Master Plan
SECTION 4
WATER USE
The total annual water production and purchase from FY 2011-2012 to FY 2020-2021, shown in
Figure 4-1, ranged from 9,233 AFY to 12,402 AFY. The Governor declared a State of Emergency in
January 2014 due to severe drought conditions in California. As a result, water conservation
measures were implemented and the City's water demand began to decline due to its customers
conscientious water conservation efforts. The drought emergency declaration was lifted in April 2017.
But California soon fell back into drought conditions in 2018 and 2020-2021. In the last four years,
the demands have rebounded slightly, but not to the same level as it had once been in the early
2010's. Over the past four years, the total production and purchase has stayed relatively steady and
averaged about 10,408 AFY (9.29 mgd).
U_
Q
c
0
3
0
L
a
15,000
14,000
13,000
12,000
11,000
10,000
9,000
8,000
7,000
6,000
5,000
4,000
3,000
2,000
1,000
0
Figure 4-1
Annual Water Production and Purchase
N M
O O O
N N N
N M
O O O
N N N
Imported Water
Groundwater
LO
c0
M
M
en M
N
pA
rn
N
oo
C
T
LO
CO
00
O O
N
—
N
O
N
O
N
O
N
O
N
O O
N N
O
N
V
CO
I�
00
O
04
CD
N
N
O
N
CD
N
CD
N N
N
Fiscal Year
As with most water providers, the City typically produces/purchases more water than the total quantity
measured by the customer meters. The difference between production/purchase and water billing
data is considered non -revenue water. The City calculates and reports non -revenue water to the
Department of Water Resources each year. The non -revenue water ranged from 380 AFY to 963
AFY as shown in Table 4-1. The discrepancy is typically due to the differences in the accuracies of
the few large meters which measure purchases and production, and the thousands of small customer
meters which measure sales. Non -revenue water can also be due to unmeasured uses such as fire
flows, water main flushing and other maintenance related tasks. The remainder may be due to leaks
CITY OF TUSTIN 4-1 Water Master Plan
WATER USE
from the system. The City's annual non -revenue
water averages 7.5 percent which is within the
industry standard (10 percent or less).
The State Water Resources Control Board
(SWRCB) is in the process of developing and
adopting Water Loss Performance Standards for
urban retail water suppliers per Senate Bill 555.
These standards aim to reduce water loss, reduce
the energy and associated greenhouse gas
emissions associated with supplying and treating
water that is lost to leakage and achieve more
efficient water use in California. In general each
Table 4-1
Non -Revenue Water
Calendar
Year
Non -Revenue Water
Real Losses
(gallons/
connection/
day)
AFY
%
2016
781.8
8.3
39.5
2017
963.4
9.7
50.3
2018
380.4
4.9
11.2
2019
434.0
5.6
15.4
2020
802.4
8.9
38.3
Average
672.4
7.5
30.9
retail water supplier will be required to comply with *Data source is the City's annual water audits
an individualized volumetric standard for real water submitted to Department of Water Resources
loss using the economic model developed by
SWRCB, by 2028. The real water loss standard for each supplier is calculated to reflect the water
loss level that can be achieved by that supplier cost-effectively. The model conducts a benefit -cost
analysis for each supplier and assumes 2022 through 2028 to be the implementation period for water
loss control, based on the regulatory timeline for adoption of the standards.
Tustin reported real losses of 38.3 gallons/connection/day in its 2020 Water Loss Audit. Current
information on the SWRCB website indicates that the City of Tustin's standard will be set at 24
gallons/connection/day (Ref.- https://www.waterboards.ca.gov/conservation/water loss control.
html#questionnaires - standards-to-release-22-09-09.xls).
Water loss control can occur through four approaches: detecting and locating leaks, prompt and
effective responses to reported leaks, reducing operational pressure and pressure variations, and
prioritizing infrastructure development. Some of the steps the City has taken recently to reduce non -
revenue water is as follows:
1. Acoustic testing of the entire water system was completed
2. Increased meter accuracy testing and meter replacements
3. Advanced metering instrumentation will be explored and planned for implementation in the
next five years
Demand variations through a year are influenced by seasonal effects such as temperature, humidity,
and precipitation. System demand variations throughout the day are influenced by the customer base
and the daily lifestyles of the customers. In primarily residential areas, the peak demands within a
day typically occur in the morning hours between 5:00 am and 9:00 am, when customers wake to
begin their daily routine, with a secondary peak occurring in the evening. In largely commercial and
industrial areas, the peaks may occur mid -day or the demand may even remain relatively constant
throughout the workday. For this study, the variations are expressed as a ratio to the average
demand, with the average demand being equal to one.
CITY OF TUSTIN 4-2 Water Master Plan
WATER USE
4-3.1 Monthly Demand Variations
Typical of most Southern California communities, the City's water consumption exhibits a distinct
seasonal pattern. Peak and low monthly consumption occur during the dry summer months and wet
winter months, respectively. Historic monthly production data was used to analyze monthly demand
variations. The monthly demand factors are shown in Table 4-2. The highest water use typically
occurs in July or August. The lowest water use typically occurs in December through March. The
highest and lowest monthly demand factors were found to be 1.34 and 0.58, respectively. A graph
of the historic monthly demand factors (monthly demand/average monthly demand) is illustrated in
Figure 4-2.
Table 4-2
Monthly Water Production and Demand Factors
Month
2011
(AF)
Monthly
Demand
Factor
2012
(AF)
Monthly
Demand
Factor
2013
(AF)
Monthly
Demand
Factor
2014
(AF)
Monthly
Demand
Factor
2015
(AF)
Monthly
Demand
Factor
2016
(AF)
Monthly
Demand
Factor
January
764
0.77
799
0.80
720
0.71
918
0.91
739
0.90
602
,
February
751
0.76
8061
0.81
698
0.69
743
0.741
724
0.891
643
0.80
March
782
0.79
838
0.84
909
0.89
810
0.81
893
1.09
653
0.82
April
957
0.97
844
0.84
1,0171
1.00
980
0.98
900
1.10
767
0.96
May
1,055
1.07
1,082
1.08
1,148
1.13
1,219
1.21
814
1.00
813
1.02
June
1,191
1.21
1,187
1.19
1,195
1.17
1,209
1.20
873
1.07
891
1.11
July
1,310
1.33
1,2601
1.26
1,238
1.22
1,260
1.251
847
1.041
991
1.24
August
1,320
1.34
1,334
1.33
1,263
1.24
1,196
1.19
940
1.15
1,011
1.26
September
1,143
1.16
1,207
1.21
1,1981
1.18
1,135
1.13
809
0.99
946
1.18
October
997
1.01
1,094
1.09
1,092
1.07
1,068
1.06
821
1.01
868
1.08
November
753
0.76
915
0.91
900
0.88
895
0.89
754
0.92
752
0.94
December
8151
0.83
641
0.64
832
0.82
624
0.62
691
0.85
660
0.83
Average
986
1.00
1,000
1.00
1,017
1.00
1,0051
1.001
8171
1.001
800
1.00
CITY OF TUSTIN 4-3 Water Master Plan
WATER USE
Table 4-2 (Continued)
Monthly Water Production and Demand Factors
Month
2017
(AF)
Monthly
Demand
Factor
2018
(AF)
Monthly
Demand
Factor
2019
(AF)
Monthly
Demand
Factor
2020
(AF)
Monthly
Demand
Factor
Minimum
Monthly
Factor
Average
Monthly
Factor
m
Monthly
Factor
January
546
0.63
714
0.82
624
0.76
674
0.77
0.63
0.78
0.91
February
501
724
0.83
489
702
0.801
0.58
0.75
0.89
March
705
0.82
649
0.74
617
0.75
637
0.73
0.83
1.09
April
1 854
0.99
8441
0.97
8531
1.04
647
0.74
0.74
0.96
1.10
May
959
1.11
911
1.04
858
1.04
919
1.05
1.00
1.08
1.21
June
968
1.12
951
1.09
909
1.10
986
1.13
1.07
1.14
1.21
July
1,074
1,116
1.28
1,042
1.27
1,068
1.221
1.04
1.23
1.33
August
1,057
1.23
1,129
1,084
1,112
1.15
1.26
1.34
Septemberl
977
1.13
1,015
1.16
1,013
1.23
1,029
1.18
0.99
1.15
1.23
October
982
1.14
935
1.07
971
1.18
998
1.14
1.01
1.09
1.18
NOVember
841
0.98
851
0.97
823
1.00
852
0.98
0.76
0.92
1.00
December
8711
1.01
650
0.74
597
0.73
858
0.98
0.62
0.80
1.01
Average
861
1.00
874
1.00
823
1.00
874
1.00
).581
1.001
1.34
Note: Peak month factors are highlighted in red. Minimum month factors are highlighted in green.
Figure 4-2
Monthly Demand Factors (2011-2020)
1.5
1.4
1.3
1.2
1.1
0 1.0
LL 0.9
r
m
:'8
.7
T
-2011
0.6
-2012
C
-2013
0.5
- 2014
-2015
0.4
-2016
0.3
-2017
-2018
0.2
-2019
- 2020
0.1
AVERAGE
0.0 r _
P Q
Ei Ei
2o aa
a> Q n O >
LL a) z° o�
Month
CITY OF TUSTIN 4-4 Water Master Plan
WATER USE
4-3.2 Daily Demand Variations
Within any given month, demand can vary based on usage patterns (i.e., weekend usage is typically
different than weekdays) and other factors such as irrigation schedules. The maximum demand day
occurring over the course of the year is an important parameter for planning purposes as required
source of supply is based on this demand. However, historical daily demand data for the City's
system was not readily available. As a result, the maximum daily demand was conservatively
estimated based on a recent SCADA data used for calibration purposes (see Section 4-3.3).
4-3.3 Hourly Demand Variations
Knowledge of accurate demand variations over a 24-hour period is essential for proper analysis of
water systems. For this study, hourly demand variations were represented by the development of
diurnal demand curves for each hydraulic zone. The diurnal demand curves were employed in
determining the adequacy of the sources of supply, pumping facilities, reservoirs, and the
transmission/distribution facilities.
The hourly water usage for various zones was determined based upon data collected from the City's
SCADA system from September 20, 2021 through September 21, 2021. The facility flow meters,
pump flows, and water levels in the reservoirs were utilized in calculating the demands and demand
factors in 5-minute increments over a typical 24-hour period. The average weekday diurnal demand
curves developed are shown on Figures 4-3 and 4-5.
Figure 4-3
Zone 1 Weekday Diurnal Demand Curve
2.20
Zone 1 Non- Irrigation Day Demand Factor
16,000
Zone 1 Irrigation Day Demand Factor
2.00
2•05
-�
Zone 1 Non -Irrigation Day Flow (gpm)
14,000
1.80
Zone 1 Irrigation Day Flow (gpm)
1.60
1.68
12,000
1.40
10,000
r
1.20
I
1
4
_
£
CL
TL8,000
1.00
c
0.80
6,000
2
M
LL
4)
0.60
4,000
0.40
0.20
2,000
0.00
0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N c- N M In CO r CO M O
N N M 't (n (0 r- M M O
N
Time
CITY OF TUSTIN 4-5 Water Master Plan
WATER USE
Figure 4-4
Lone Z WeeKciay Diurnal Demand curve
3.20
Zone 2 Non- Irrigation Day Demand Factor
4,500
3.00
3.04
->
Zone 2 Irrigation Day Demand Factor
2.80
2.82
Zone 2 Non- Irrigation Day Flow (gpm)
4,000
2.60
Zone 2 Irrigation Day Flow (gpm)
2.40
3,500
2.20
3,000
2.00
-
0 1.80
2,500
E
ca 1.60
a�
LL 1.40
'a
2,000
3
1.20
1.00
1,500
LL
Q 0.80
1,000
0.60
,
Y
0.40
l
-_ O ti r, l
500
0.20
C
0.00
I I
I
I
I
I
I
I
I I
I I I
0
a
Q a
a
a
Q
a
a
a
a
a
a
a a a a� a a a a a a a
Q
CD
0
O O
0 0
CD
0
O
0
CD
0
CD
o
O
a
O
o
O
0
O
0
O
0
O O O CD CD O CD CD O CD O CD
0 0 0 0 0 0 0 o a o 0 0
0
N
N
CO
U')
CO
rl-
00
M
O
N N CO � V) CO r-- 00 M O
N
Time
0
�a
LL
c
E
m
In
Figure 4-5
Zone 3 WeeKciav Diurnal Demand curve
0 1 1 T1 I- I I I ISOLPS. I . J . .1 1.�X
-Zone 3 Irrigation Day Demand Factor
I=
Zone 3 Non- Irrigation ..1 Flow (gpm)
-Zone 3 Irrigation Day Flow (gpm)
�
1
�
11
,1
11
. . . . . . . . . .
.
.
CITY OF TUSTIN 4-6 Water Master Plan
WATER USE
It is important to evaluate a water system during various incremental peak demands. Typically, a
water system is designed to meet the maximum demands placed on it. The system components
must be designed to provide these demands as they occur. Maximum month and maximum day
demands are important factors in determining a system's supply capability. Maximum day demands
usually dictate the design criteria for both system transmission, storage needs, and pump capacity
requirements. Peak hour criterion is a measure of the system's overall adequacy with respect to its
transmission and distribution elements, as well as its operational storage capacity. The City of
Tustin's water system demands utilized in this study are shown in Table 4-3.
Table 4-3
Water Svstem Demands and Peakina Factors
Demand Description
Existing
Demand
Peaking
Factor
(gpm)
(mgd)
(AFY)
Minimum Month
3,743
5.39
6,037
0.58
Average Day
6,454
9.29
10,408
1.00
Maximum Month
8,648
12.45
13,947
1.34
Maximum Day
9,680
13.94
15,612
1.50
Peak Hour
1 21,536
31.01
1 34,740
2.22
Note: Specific Demand = Average Day Demand x Peaking Factor
The City's existing water demands must be established in order to evaluate the current status of the
water system infrastructure with respect to pump capacities, storage requirements, pipe velocities
and system pressure. The demand estimates used in this study are shown in Table 4-4 by zone.
Minimum Month Demand - The minimum month peaking factor was determined from the City's annual
production and purchase records from 2011 through 2020, and estimated as 0.58 times the average
month. This demand typically occurs in December, January or February and is estimated at 3,743
gpm (5.39 mgd).
Average Day Demand - The existing system average day demand (ADD) is based on the City's
average daily production and purchase data for the last four fiscal years (FY 2017-2018 through FY
2020-2021). The average day demand is 6,454 gpm (9.29 mgd).
Maximum Month Demand - The maximum month peaking factor was determined from the City's
annual production and purchase records from 2011 through 2020, and estimated as 1.34 times the
average month. This demand typically occurs in July or August, and is estimated at 8,648 gpm (12.45
mgd).
Maximum Day Demand - The maximum day demands (MDD) are estimated to be 1.50 times the
average day demand or 9,680 gpm (13.94 mgd). Daily SCADA data was reviewed for portions of
September 2020 and September 2021 to calculate the MDD demand factor. The highest demand
seen was 9,468 gpm occurred on September 5, 2021. This resulted in a factor of 1.47 (9,468
gpm/6,454 gpm). It was rounded up to 1.50 for this Master Plan study.
CITY OF TUSTIN 4-7 Water Master Plan
WATER USE
Peak Hour Demand — Modeled peak hour demands were based upon the diurnal demand curves
illustrated on Figure 4-3, 4-4, & 4-5. The overall peak hour system demand is estimated to be 2.22
times the average day demand or 21,536 gpm (31.01 mgd). This factor varies by zone depending
on the diurnal curve.
Table 4-4
Existing Water Demands by Zone
Minimum Month'
Average DayZ
Maximum
Month
Zone
gpm
mgd
AFY
gpm
mgd
AFY
gpm
mgd
AFY
1
3,107
4.47
5,011
5,356
7.71
8,639
7,178
10.34
11,576
2
561
0.81
906
968
1.39
1,561
1,297
1.87
2,092
3
75
0.11
121
129
0.19
208
173
0.25
279
Total
3, 743
5.39
6,0371
6,4541
9.29
10,4081
8,648
12.45
13, 947
Zone
Maximum Day4
Peak Hours
gpm
mgd
AFY
gpm
mgd
AFY
1
8,035
11.57
12,958
16,471
23.72
26,564
2
1,452
2.09
2,342
4,414
6.36
7,119
3
194
0.28
312
796
1.15
1,283
Total
1 9,680
113.941
15,6121
21,536
131.011
34, 740
'Minimum Month Demand shown is calculated using minimum month factor of0.58.
records
3Maximum Month Demand shown is calculated using maximum month factorof 1.34.
4 Maximum Day Demand shown is calculated using maximum day factor of 1.50.
5 Peak Hour Demand shown was calculated in the hydraulic model utilizing the diurnal
curves for each zone. The total is not the sum of each zone because the peak hour
occurs at different times of day in each zone
Water unit demand factors were developed from billing data (September 2020 — August 2021) and
associated land use information. It is assumed that this water use represents some bounce -back
from the end of the 2015 drought and thus it is believed to be representative of post -drought or more
"normal" conditions.
The proposed potable water unit demand factors are shown in Table 4-5. These demand factors
can be used to estimate future development water use if more detailed information is not available.
CITY OF TUSTIN 4-8 Water Master Plan
WATER USE
Table 4-5
Water Unit Demand Factors
Landuse
Density
(du/ac)
Demand Factor
gpd/ac
gpd/tsf
gpd/du
Low Density Residential'
1-7
3,500
500
Medium Density Residential'
8 - 15
6,000
400
High Density Residential'
15 - 25
5,000
200
Mobile Home Park'
1 - 10
2,000
200
Church
-
1,300
190
-
Community Commerciale
-
1,600
120
-
Old Town Commerciale
-
2,000
150
-
Industrial2, 3
-
900
60
-
Instutional2
-
1,200
180
-
Professional Office 2
-
1,300
100
-
Public Facility2
-
2,000
290
-
Park 2
-
1,200
-
-
Restaurant4
-
1 -1
1,000
-
'The residential demand factors in gpd/ac are based on highest allowed density
and the demand factor in gpd/du. It should only be used when the number of
dwelling units is unknown. Using the factor in gpd/du will result in a more accurate
water demand estimate.
2 The unit demand factors in gpd/ac are based on existing billing data.
The unit demand factors in gpd/tsfare based on a floor area ratio generated based
on data in the City's Future Land Use Density/Intensicty and Population Capacity of
Land Use Plan (Table LU-3). Assumed FAR for Church and Institutional was the
same as Public Facility, Assumed Old Town Commercial was the same as
Community Commercial.
3 Unit demand factors based on current industrial customers. Factors may need to
be higher depending on what type of industrial customer is going to be
implemented.
4 Restaurant demand factor is a recommended planning value. Actual billing data
and square footage of restaurants was not available for this study.
4-6.1 Future Development Demands
The future demands were developed by adding the estimated demands of future known development
projects (provided by City staff) to the existing demands. Future development demands are shown
in Table 4-6. A total of 82,631 gpd of future water use is estimated throughout the service area.
4-6.2 Future System Demands
The projected future water system demands by zone are shown in Table 4-7
CITY OF TUSTIN 4-9 Water Master Plan
WATER USE
Table 4-6
Future Development Demands
Projected
Average
Building
Unit
Day
Model Node
Residential
Square
Flow
Demand
No.
Development Name
Address
Zone
ID
Landuse
Acreage
Units
Footage
Factor
Units
(gpd)
1941 El Camino
High Density
1
House of Ruth
1
SV-552
0.37
7
-
500
gpd/du
3,500
Real
Residential
Medium
2
San Juan Five Units
1S042-52 San Juan
1
FIT-3509
Density
0.41
5
-
400
gpd/du
2,000
Residential
3
Jack in the Box
14002 Newport
1
FIT-138
Community
0.50
-
1,869
120
gpd/tsf
224
Ave
Commercial
137
-
200
gpd/du
4
Red Hill Mixed Use
13751 Red Hill Ave
1
FIT-4436
Mixed Use
3.38
28,240
-
7,000
120
gpd/tsf.
5
Commercial Remodel
535 E. Main Street
1
SV-583
Community
0.56
-
5,509
120
gpd/tsf
661
and Addition
Commercial
6
St. Cecelia Church
1301 Sycamore
1
FIT-1956
Community
1.24
-
10,034
120
gpd/tsf
1,204
Expansion
Ave
Commercial
7
Parcel Divide
15081-15121
1
SV-4679
Low Density
1.76
2
-
500
gpd/du
1,000
Newport Ave
Residential
8
City Ventures
14042 Newport
1
FIT-2689
High Density
0.69
40
-
200
gpd/du
8,000
Residential
9
14192 Yorba
14192 Yorba
1
FIT-1189
Low Density
0.63
3
-
500
gpd/du
1,500
Residential
Industrial Redevelopment for
10
Warehouse/Logistics
1100 Valenica Ave
1
FIT-175
Industrial
14.01
-
311,770
60
gpd/tsf
18,706
Facility
11
Medical Office Building
17631
1
FIT-2483
Community
0.75
-
12,320
120
gpd/tsf
1,478
Seventeenth St
Commercial
12
Intracorp Residential
17802-17842 Irvine
1
FIT-2887
High Density
2.07
40
-
400
gpd/du
16,000
Project
Blvd
Residential
Community
13
Rally's Drive-Thru
14982 Prospect
1
FIT-2780
Commercial
0.43
-
972
120
gpd/tsf
117
Total
26.81
82,631
CITY OF TUSTIN 4-10 Water Master Plan
WATER USE
Table 4-7
Future Water Demands by Zone
Minimum Month'
Average Day2
Maximum Month
Zone
gpm
mgd
AFY
gpm
mgd
AFY
gpm
mgd
AFY
1
3,134
4.51
5,055
5,404
7.78
8,716
7,241
10.43
11,679
2
566
0.82
914
977
1.41
1,575
1,309
1.88
2,111
3
76
0.11
122
130
0.19
210
174
0.25
281
Tota I
3,776
1 5.441
6,0901
6,511
1 9.38
10,5011
8,725
1 12.561
14,071
Maximum Day4
Peak Hours
Zone
gpm
mgd
AFY
gpm
mgd
AFY
1
8,106
11.67
13,073
16,617
23.93
26,801
2
1,465
2.11
2,363
4,453
6.41
7,183
3
195
0.28
315
803
1.16
1,295
Tota 1
9,766
14.06
15, 751
21,727
131.29
j 35, 048
'Minimum Month Demand shown is calculated using maximum month factor of0.58.
2Average Day Demand based on FY 2017 through FY 2020 production and purchase
records
3Maximum Month Demand shown is calculated using maximum month factorof 1.34.
4 Maximum Day Demand shown is calculated using maximum dayfactorof 1.50.
5 Peak Hour Demand shown was calculated in the hydraulic model utilizing the diurnal
curves for each zone. The total is not the sum of each zone b ecause the peak hour occurs
at different times of day in each zone.
4-6.3 Water Conservation
The City amended its Water Management Plan via Ordinance No. 1516 on December 7, 2021. This
ordinance establishes a Water Conservation Program pursuant to the California Water Code based
upon the need to conserve water supplies and to avoid or minimize the effects of any future shortages.
This chapter established permanent water use restrictions and regulations to be implemented during
times of declared water shortages as follows:
A. Between April 1 and October 31, lawn watering and landscape irrigation will be limited to four
days a week. Watering may only occur on Sunday, Tuesday, Thursday, and Saturday.
Between November 1 and March 31, lawn watering and landscape irrigation will be further
limited to three days a week. Watering may only occur on Tuesday, Thursday and Saturday.
B. Watering or irrigating of lawn, landscape or other vegetated area with potable water is
prohibited between the hours of 8:00 a.m. and 4:00 p.m., except by use of a hand-held bucket
or similar container, a hand-held hose equipped with a positive self -closing water shut-off
nozzle or device, or for very short periods of time for the express purpose of adjusting,
maintaining, or repairing an irrigation system.
Any high efficiency sprinkler nozzle that qualifies for a rebate from the Metropolitan Water
District of Southern California and drip irrigation or a similar water efficient watering system
shall be limited to a maximum of 15 minutes per irrigation station. All other irrigation is limited
to a maximum of 5 minutes per irrigation station.
CITY OF TUSTIN 4-11 Water Master Plan
WATER USE
C. Irrigation of landscapes shall not occur during forty-eight (48) hours following measurable
precipitation. "Measurable precipitation" shall mean a one -quarter (1/4) inch or more of rainfall
falling within the City of Tustin within any 24-hour period.
D. No Customer of the City shall water or irrigate any lawn, landscape, or other vegetated area
in a manner that causes or allows water flow or runoff onto an adjoining sidewalk, driveway,
street, gutter or ditch.
E. Water shall not be used to wash down streets, gutters, sidewalks, driveways, parking areas,
tennis courts, patios, pool decks, or other paved areas, except to alleviate immediate fire or
sanitation hazards. Water shall not be used in a manner that causes runoff such that water
flows onto adjacent property, non -irrigated areas, private or public walkways, roadways,
parking lots, or structures.
F. Washing of autos, trucks, mobile homes, buses, trailers, boats, airplanes and other types of
mobile equipment shall be limited to quick rinses and be done with a hand-held bucket or a
hand-held hose equipped with a positive shut-off nozzle. Washing is permitted at any time on
the immediate premises of a commercial car wash. Further, such washing is exempted from
these regulations where health, safety and welfare of public is contingent upon frequent
vehicle cleaning such as solid waste collection vehicles.
G. Watering parks, school grounds, public facilities, and recreational fields is not permitted
between the hours of 8:00 a.m. and 4:00 p.m.
H. The operation of any ornamental fountain or similar structure is prohibited unless the fountain
or structure internally recycles the water it uses.
I. Restaurants shall not serve water to their customers except when specifically requested.
J. Hotels and motels must provide guests with the option of choosing not to have towels and
linens laundered daily and shall prominently display notice of this option in each guestroom.
K. All water leaks shall be repaired immediately.
L. Customers that utilize turf for beneficial public use may apply for an exemption from the
permanent four day watering restriction. A water management plan shall be provided that
demonstrates specific actions that will be taken to manage potable water use. Irrigation
schedules shall be in accordance with Section 4953A until the City has reviewed and
approved the customer water management plan. Exemptions shall be revoked if the customer
does not comply with the approved plan.
In addition to the above permanent restrictions, it establishes six levels of drought response actions
to be implemented in times of shortage, with increasing restrictions on water use in response to
worsening drought conditions and decreasing available supplies.
The City maintains water conservation information on their website for viewing by the public.
Information includes water use efficiency and conservation tips, links to other websites pertaining to
water conservation, and links to MWDOC's website where indoor and outdoor rebates are offered for
residents of the MWDOC service area. Indoor and outdoor rebates are also offered to commercial
businesses.
CITY OF TUSTIN 4-12 Water Master Plan
WATER USE
4-6.4 Reduction in Indoor Water Use
Senate Bill 606 and Assembly Bill1668 require reduction in indoor residential water use to 55 gallons
per capita per day (gpcd) by January 1, 2025, and 52.5 gpcd by January 1, 2030.
In 2020, the total residential water use was about 7,814 AF or 6,976,786 gpd (Ref.- 2020 UWMP,
Table 4-1) and the service area population was 66,600. This equates to an average demand of
approximately 105 gpcd. This includes outdoor irrigation.
The City's 2020 UWMP projected that both single family and multifamily residential water use would
decrease by 5.1 % and 6.3%, respectively between 2025 and 2045. The total residential water use
in 2045 is projected to be 7,147 AF or 6,381,250 gpd (Ref.- 2020 UWMP, Table 4-2). This is a total
residential reduction of about 667 AFY or 595,536 gpd from the actual residential water use in 2020.
4-6.5 Accessory Dwelling Units
In California, the housing production has not kept pace with the population growth for the last decade.
The lack of housing has impacted affordability and caused the average housing cost to rise
significantly. Accessory dwelling units (ADUs) provide an alternative to the traditional housing type.
ADUs are significantly less expensive to build and offer benefits that address common development
barriers such as affordability and environmental quality. ADUs are constructed on parcels with
existing or proposed housing so they don't require new land, dedicated parking, or other costly
infrastructure.
New policies that went into effect January 1, 2020 are making ADUs even more affordable to build,
in part by limiting the development impact fees and relaxing zoning requirements are as follows:
1. AB 68: A long and detailed bill covering multiple ADU rule changes including permitting
adding ADUs and Junior Accessory Dwelling Units (JADUs) to single family properties
2. SB 13: Includes a provision to prohibit a local agency from imposing an owner -occupant
requirement for an ADU or main residence until 7/25/22.
3. AB 670: Mandates that neither Homeowners Associations (HOAs) nor property Covenants,
Conditions and Restrictions (CC&R) can reasonably prohibit development of an ADU or
JADU.
4. AB 881: Includes provisions to permit ADUs in multi -family dwelling structures.
5. AB 587: Permits ADUs to be sold separately from primary residence if the property was
developed by a qualified non-profit corporation and certain affordable housing requirements
are met for the ADU sale.
6. AB 671: Requires local agencies to include a plan that incentives and promotes the creation
of ADUs that can be offered at affordable rent in its housing element.
California Senate Bill 9 (SB9) became law January 1, 2022. It amended Section 66452.6 and added
Sections 65852.21 and 66411.7 of the California Government Code relating to land use and
subdivisions. SB 9 provides two new pathways for homeowners to create additional dwelling units:
subdivide a single family lot and build up to two residential units on each or add residential units on
lots that are not split. Under SB 9, local agencies must ministerially approve applications without
discretionary review.
CITY OF TUSTIN 4-13 Water Master Plan
WATER USE
There are currently 12,020 single family residential water meters in the system. The City approved
5 ADUs in 2018, 5 ADUs in 2019, and 7 ADUs in 2020. In 2021-2022, there were 19 ADU permits
either issued or in development. This is a total of 36 ADUs or 0.30% of the total single family units.
Although, currently the number of ADUs are a very small percentage of the total, it is expected that
the number of ADUs will continue to trend upwards and increase in subsequent years.
For planning purposes, the future demand increase due to ADUs can be estimated depending on
the percentage of single family parcels that are assumed to add an ADU in the future. If an average
ADU has an occupancy of two people, the total ADU demand would be estimated at about 105 gpd
(2 x 52.5 gpcd). Possible demand increases are calculated as follows:
1. If 10% of the total 12,020 single family parcels add an ADU = 1,202 ADUs
Additional demand = 1,202 ADU x 105 gpd/ADU = 126,210 gpd =141 AFY
2. If 20% of the total 12,020 single family parcels add an ADU = 2,404 ADUs
Additional demand = 2,404 ADU x 105 gpd/ADU = 378,630 gpd = 283 AFY
3. If 30% of the total 12,020 single family parcels add an ADU = 3,606 ADUs
Additional demand = 3,606 ADU x 105 gpd/ADU = 356,370 gpd = 424 AFY
The City's 2020 UWMP estimated a decrease in residential demands from 7,814 AFY in 2020 to
7,147 AFY in 2045. This is a decrease of 667 AFY or 595,536 gpd.
Based on the aforementioned ADU demand estimates and 2020 UWMP demand projections, it is
reasonable to assume that the indoor water reduction (595,536 gpd +/-) will exceed the potential
demand increase due to future ADUs (126,210 gpd to 356,370 gpd).
CITY OF TUSTIN 4-14 Water Master Plan
SECTION 5
EXISTING SYSTEM
The City of Tustin's (City) water service area includes 8.4 square miles, including the northwesterly
portion of the City of Tustin and unincorporated areas of Orange County. The City operates and
maintains the following facilities:
➢ Three (3) pressure zones (Zone 1, Zone 2, and Zone 3)
➢ 183 miles of water mains (including hydrant laterals), 2-inch through 20-inches in diameter
➢ 1,907 Fire hydrants
➢ 14,341 water meters
➢ Nine (9) active wells
➢ Seven (7) storage reservoirs with a total volume of
13.8 MG
➢ Five (5) booster pump stations
➢ Two (2) groundwater treatment plants
➢ Seven (7) imported water connections
➢ Five (5) inter -agency connections
A breakdown of the water meters by customer classes are
shown in Table 5-1.
The existing water system is shown on Figure 5-1. The
hydraulic schematic of the existing system is shown on Figure 5-2.
Table 5-1
Water Meter Type
Meter Type
Number of
Meters
Single Family Residential
12,020
Multi -Family Residential
842
Commercial
793
Industrial
50
Irrigation
225
Fire
207
Other
204
Tota I
14,341
The existing system consists of three (3) pressure zones, namely Zone 1, Zone 2, and Zone 3. A
summary of the pressure zone features is shown in Table 5-2.
Table 5-2
Pressure Zones
Static
Pipe
Hydraulic
Service
Pressure
Pressure
Area
Length
Grade
Elevation
Range
Zone
Type
(Ac)
(ft)
Line (ft)
Range (ft)
(psi)'
Supply Sources
All Wells; Main St BPS; 17th St BPS
1
Open
4,527
809,469
305
62-231
32-105
(Zone 1); Hewes, Prospect, Ethelbee,
Walnut Import Connections
17th St BPS (Zone 2); Rawlings BPS;
2
Closed
855
138,814
395
168-298
42-98
Hewes, Newport, and Peter's Canyon
Import Connections
3
Open
119
19,576
480
219-395
37-113
Simon Ranch BPS
Total
5,501
967,859
'Calculated based on HGL and service elevation range
CITY OF TUSTIN 5-1 Water Master Plan
Y
700'
OC70
East Orange County Feeder No.2
FIGURE 5-2
EOCWD
Lower Zone
600'
600'
EOCWD
Fairhaven -Newport Transmission Main
Upper Zone
Lyttle
500'
Reservoir
500'
HWL=480 '
Flow Meter
0.17
Hewes
Newport
M
6..
6" Cla-Valve
peters Canyon
GSW
400'
HGL = 395'
HGL = 395'
8" Cla-Valve
Emer. Conn.
400'
�O
Ethelbee
Zone 2
Rawlings
Newport
Walnut OC43
( )
8„
Prospect
Foothill
Reservoirs
HWL=301.9'
Rawlings BPS
Ave PRV
8" Cla-Valve
Newport
Simon Ranch
300'
81,
HGL=315'
6"
Reservoir
(closed)
Reservoir
Reservoir
300'
10
HWL=307.6'
S.0
3.0 3.0
1.15 HWL=305'
1.0 HWL=305'
Yorba
Prospect
Rawlings
Zone 2
Well
Well
6" FCV
17th St Beverly Glen
(inactive)
To be Abd.
Zone 1
Zone 1
BPS Zone 2 Dr (closed
200'
Main St BPS
2.0 m d
g
17th St
Simon Simon
200'
40
Vandenburg
Well
and Reservoir
Edinger
Desalter
Ranch Ranch
Santa
(PEAS)
Well
Treatment
BPS BPS
Ana Tustin
L
17th St Capacity
To be Abd. (new)
100'
Emer. Well
Pasadena
22
Columbus
Beneta Well
IRWD
Emer.
BPS Zone 1
17th St
100'
Conn. Abd.
Well
Main St. Nitrate 0.86 mgd
Well
(to be replaced)
Conn.
17th St
Well No. 3
(PFAS)
Treatment Capacity
(PFAS)
(PFAS)
17th St
I
Well No.4 Walnut
Panke y
Livingston
Well No.1&2 Well
) Well
Well
0'
Main St Main St
Well
To be Abd.
(inactive)
0,
Well Well
(inactive)
No.4 No.3
Legend
®
Reservoir with Volume in mgd
Booster Pump with Station
Well with Capacity
Inactive Well
Pressure Regulating Valve
X
System Valve
Import Connection
Emergency Connection
BPS
Booster Pump Station
EOCWD
East Orange County Water District
FCV
Flow Control Valve
HWL
High Water Level
PRV
Pressure Regulating Valve
Zone 1
Zone 2
Zone 3
Existing System
* 3 Pressure Zones
* 2 Groundwater Treatment Plants
* 9 Active Wells
* 7 Storage Reservoirs
* 5 Booster Pump Stations
* 7 Imported Water Connections
* 5 Interagency/Emergency Connections
* 183 Miles of pipe (2" - 20")
EXISTING SYSTEM
The existing water system includes approximately 183 miles of transmission and distribution pipe that
ranges in size from 2-inch through 20-inches. A summary of the system pipes by diameter, material,
and date of construction is shown on Figures 5-3 through Figure 5-5, respectively.
Figure 5-3
Lengtn of I,Ipe ny bize
<4"
■ 8,447
4"
63,850
6"
504,4(
8"
228,896
c
10"
56,259
m
..
E
12"
-
77,529
R
a
14"
594
d
a
16"
= 20,331
18"
73
20"
■ 7,477
0 0
0 0
0 0 0
0
0
0
0
C
0 0
0 C C
C
0
0
0
oLO
o LLO CD
o LLO CD o
oO
o
LO
o
N N M
M
It
Ln
Length of Pipe (ft)
Figure 5-4
Lenath of Pine by Material
0
0
0
C)
Ln
Ln
Asbestos Cement
740,210
Cast Iron
1 745
Copper
639
Ductile Iron
M 38,413
Fusion Bonded Epoxy
217
Galvanized Pipe
436
Orangeburg
631
Polyethylene
249
Polyvinyl Chloride
174,851
Steel
1 10,479
Unknown
1 990
0 0 0
0 0
0 0 0 0 0
0 0 0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
0 0 0 0 0
0
0
0
0
0
0
0
0 0
_
0 0
Ln o
_ _ _ _ _
0 0 0 0 0
Ln 0 Ln 0 Ln
_
0
0
_
0
LO
_
0
0
_
0
Ln
_
0
0
_
0
Ln
_
0
0
_ _
0 0
Ln 0
N N CO CO
"t
�
Ln
Ln
Cfl
CO
f,-
ti CO
Length of Pipe (ft)
CITY OF TUSTIN 5-4 Water Master Plan
EXISTING SYSTEM
Figure 5-5
Length
of Pipe by
Date of Construction
1952-1960
207,208
c
1961-1970
358,986
L
1971-1980
91,780
w
y
r
1981-1990
72,085
U
0
1991-2000
105,309
L
2001-2010
23,644
2011-2020
1 1,502
Hydrants/Lateral
40,733
Unknown
— 66,612
0 0
0
0
0
0 0
0 0
0
0
0
0
0
0
0
0
C
0
C 0
0
0
0
0
LO
o
V) o
o)
o
LO
o
N
N
M
M
Length of Pipe (ft)
The total active well capacity is currently about 8,562 gpm or 12.3 mgd (based on efficiency test data
provided by the City). Well information and characteristics are provided in Table 5-3.
According to the PFAS Treatment System Planning Study completed by Carollo Engineers (Carollo)
in August 2020, Columbus Well, Pasadena Well, Prospect Well, Tustin Avenue Well, and Vandenberg
Well are impacted by PFAS in the groundwater. These well facilities will require treatment and/or
blending.
The City is constructing a PFAS treatment facility at the Main Street Treatment Plant site, in a joint
effort with Orange County Water District (OCWD), including:
➢ Construction of a well collection pipeline to divert flows from the Columbus Well, Pasadena
Well, Beneta Well No. 2, and Vandenberg Well to a centralized ion exchange (IX) treatment
system at the existing Main Street Treatment Plant site.
➢ Tustin Avenue Well and Prospect Well will be abandoned.
➢ Main Street Well No. 3 and Main Street Well No. 4 are planned to be placed back into regular
service, a new nitrate treatment system constructed, and their production will be blended with
water that has been treated for PFAS.
CITY OF TUSTIN 5-5 Water Master Plan
EXISTING SYSTEM
Table 5-3
Wells
Well Data
Motor Specifications
Efficiency
Test
Well
Discharge
Year
Dia
Standby
Pressure
Pump
Impeller
Pump
Capacity
TDH
Motor
Motor
Capacity
TDH
Pressure
Test
No.
Well
Location
Status
Drilled
(in)
VFD
Power
Maintenance History
Zone
Pump Mfg
Model
Stages
Dia (in)
Type
(gpm)
(ft)
Mfgr
RPM
HP
(gpm)
(ft)
(psi)'
Date
Comment
17th Street
New equipment 1996
1
Well No. 3 /
Newport Ave and
Active
1926
16
Yes
None
New pump 2012
1
Hydroflo
121
6
8.78
VT
800
344
GE
1780
100
773
302
57.5
2/26/21
Newport Well
Warren Ave
Motor rehab 2021
17th Street
18602 17th Street
New pump & motor
2
Active
2002
16
Yes
None
1
Flowserve
12ENH
6
9.38
SUB
1,500
317
SME
1750
200
1,239
290
42.4
2/26/21
Well No. 4
and Stratton Way
2017
New well under construction
3
Beneta Well
Beneta Way and
2022
20
No
None
New well under
1
Flowserve
13 ETMH
8
Unk
VT
1,000
535
Unk
1770
350
-
-
-
-
2022; Pump information from
(PFAS)
Livingston Ave
construction 2022
tans
Columbus
Prospect Ave and
Portable
Motor rehab 2008
4
Active
1985
16
No
Generator
New pump & motor
1
Pentair
12M
7
8.69
VT
1,050
515
GE
1780
250
987
481
79
9/13/18
Well (PFAS)
Beneta Way
Connection
2015
5
Edinger Well
Edinger Ave west
Active
2013
20
Yes
Permanent
New pump 2023
1
Flowserve
15 ETMH
6
10.5
VT
2,000
615
US
1800
450
1,152
489
95.5
3/3/21
New pump installed has a
of Newport Ave
Generator
Motors
1600 gpm capacity
Pumps about 600 gpm into
Motor rehab 2006
the system currently, but
New pump 2006
pump curve says 1250 gpm;
6
Main Street
Main St Plant
Active
1972
Unk
No
None
Motor starter replaced
1
Verti-line
12RM
5
9.188
VT
600
250
GE
1775
100
-
-
-
-
both Main Street 3 and 4
Well No. 3
and electrical
Wells can be run
upgraded 2014
simultaneously with only 600
m treated for nitrates
New pump & motor
Curve needs to be verified;
Main Street
18 x
2016
pumps about 450 gpm to
7
Main St Plant
Active
1998
No
None
1
Hydroflo
9ML
9
6.8
VT
450
380
US
1780
200
-
-
-
Well No. 4
@330'
Has not been used
reduce silt levels into the
since 2017
system
New equipment 2009
City should consider further
Pasadena
Pasadena Ave
Permanent
8
Well (PFAS)
north of Main St
Active
2008
18
Yes
Generator
Pump Curve dated
1
Pentair
15H
6
<11.74"
VT
3,000
500
EM
1780
500
1,808
473
84.5
9/13/18
study and development to
2017
increase yield to design flows
Prospect Well
Prospect Ave and
13.25
Pump & motor rehab
9
(to be
Santa Clara Ave
Inactive
1955
x 12
No
-
2020
1
Goulds
11CHC
7
Unk
SUB
800
395
SME
1800
100
576
396
53.5
9/19/18
Pump Curve not provided
abandoned)
@307'
Tustin Well
Tustin
Tustin Ave north of
Pump &motor rehab
Ingersoll
10
(to be
17th St
Abandoned
1952
Unk
No
-
2004
1
Dresser
12M75
6
Unk
VT
850
364
YASK
Unk
100
451
376
63
9/19/18
Pump Curve not provided
abandoned)
Vandenberg
Vandenberg Ln
Portable
Pump & motor rehab
Pump loses suction if pump
11
and Enderle
Active
1993
16
No
Generator
1
Flowserve
14EMM
7
11.06
VT
1,800
620
USEM
1770
400
1,073
721
115.4
9/19/18
over 1100 gpm. Should only
Well (PFAS)
Center Dr
Connection
2010
run 12 hours/day
New pump bowl
assembly 2019
Assumed to be abandoned
when PFAS facility is
12
Walnut Well
Walnut Ave and
Inactive
1930
19.75
No
None
Motor rehab 2020
1
Goulds
12WALC
8
8.9375
VT
600
460
US
1800
100
503
478
118.5
3/3/21
constructed because lower
Red Hill Ave
New pump, motor and
levels of the well may have
downhole separator
collapsed.
2022
Total 14,450 Total 8,562
CITY OF TUSTIN 5-6 Water Master Plan
EXISTING SYSTEM
The City owns and operates two groundwater treatment facilities, the Main Street Treatment Plant
and the 171h Street Desalter.
Main Street Treatment Plant
The Main Street Treatment Plant was constructed to treat groundwater from Main Street Well No. 3
and Main Street Well No. 4 for total dissolved solids (TDS), nitrates, and perchlorates. The treatment
plant was placed into service in 1989 to provide reverse osmosis, ion exchange, and blending so that
the water produced meets all state and federal requirements.
Historically, Main St. Well No. 3 and 4 were treated through the Main St. ion exchange process,
delivering treated water into the 2.2 MG onsite reservoir to be redistributed via the Main St. BPS.
During the 2012-2015 drought the City experienced a > 20% reduction in annual water demands that
could be met through use of other city supplies, prompting Main St. Well's 3 & 4 to have limited
operation and typically only pumped to remain compliant with quarterly water quality sampling
compliance. During this time frame, the Main St. reservoir and BPS only operated to offset peak
system demands experienced on citywide irrigation days.
The Main Street Treatment Plant was selected as the new site to construct the City's per- and
polyfluoroalkyl substances (PFAS) Treatment facility. A PFAS preliminary study was conducted by
Carollo in 2020, which recommended the existing Main Street Treatment Plant as the preferred PFAS
treatment site due to limited on -site treatment space at each impacted well. Jacobs Engineering
completed the design effort and OCWD awarded Caliagua Engineering Contractors the construction
contract in December 2022. Construction completion is scheduled for summer 2024.
The new treatment facility will include 8 ion -exchange vessels, four lead -lag trains with a treatment
capacity of 6,400 gpm or 9.2 mgd. In addition, 2.5 miles of raw water transmission pipeline is being
constructed to transfer production from the Pasadena Well, Vandenberg Well, Columbus -Tustin Well
and Beneta Well No. 2 to the treatment plant. A new ion -exchange nitrate treatment system (600
gpm) is being constructed to treat water produced by Main Street Well No. 3 and/or Well No. 4. This
water will be blended within the Main Street Reservoir with treated water from the PFAS treatment
process. The Main Street Booster Pump Station is being upgraded to distribute up to 8,500 gpm
through five, 2,125 gpm (four -duty and one -standby) VFD controlled booster pumps. The finished
water will be distributed through a 24" effluent pipeline connecting with the distribution system through
a new 16" effluent pipeline located in Main Street.
17th Street Desalter
The 1711 Street Desalter, designed to treat groundwater high in nitrate, perchlorate, and TDS to
potable water standards, was constructed in 1996. The desalter is a water treatment facility that
consists of a 2 million gallon per day (2 mgd) reverse osmosis process. Up to 1.2 mgd of extracted
groundwater can be blended with the desalter product water. Water is currently supplied to the
desalter by the 17th Street Well Nos. 3 and 4. The desalter was designed to help restore the quality
of the groundwater subbasin and to create a reliable water supply for domestic, industrial, and
municipal uses throughout the City.
CITY OF TUSTIN 5-7 Water Master Plan
EXISTING SYSTEM
The City's water system includes seven (7) storage reservoirs ranging in capacity from 170,000
gallons to 3.30 million gallons (MG). The total reservoir capacity is about 13.80 MG, of which 13.65
MG is in Zone 1. The hydraulic gradient in Zone 1 and Zone 3 is controlled by the high water elevation
of the reservoirs that feed the zones by gravity. The characteristics of each existing storage reservoir
are shown in Table 5-4.
There are five (5) booster pump stations in existing water system. Two of the stations are housed in
the same building at the 171" Street Desalter facility but are considered separate due to the fact that
they pump to separate zones. Details of each booster pump station are summarized in Table 5-5.
The City has access to imported water through seven (7) connections. Four (4) of the connections
are connected to Zone 1, one (1) (Newport) is connected to Zone 2, and two (2) (Hewes and Peters)
can supply both Zone 1 and Zone 2. The City's goal is to maximize the use of groundwater to the
extent possible and limit the amount of imported water that is drawn from these connections. The
imported water connections and details are shown in Table 3-3 of this study.
The City's water system has five (5) inter -agency connections with neighboring cities or water utilities.
These inter -agency connections allow the City to obtain water from or provide water to adjacent water
systems. The inter -agency connections and their locations are listed in Table 3-4 of this study. Each
connection has to be manually activated and can supply flow in both directions.
CITY OF TUSTIN 5-8 Water Master Plan
EXISTING SYSTEM
Table 5-4
Storage Reservoirs
Pressure
Bottom
High Water
Zone
Reservoir
Volume
Elevation
Elevation
Height
Width x Length'
Year of
No.
Served
Name
Location
Shape'
(MG)
(ft)
(ft)
(ft)
(ft)
Dia (ft)
Material
Plan Date
Const.
Comment
Main St
1
1
235 E. Main St
Rectangular
2.2
100.75
120
27.25
104' x 140'
-
Concrete
2002
2003
Reservoir
When water level was over 18',
2
1
Newport
Newport Ave, south of Lemon Hill Dr
Circular
1.15
Unk
305
Unk
-
100
Concrete
1926
water leaked. Now keep water
level below 17'.
45 Mil Hypalon Lining in 1989;
Bott: 79.5' x 129.5'
3
1
Foothill
Southeast corner of Hewes Ave and Fowler Ave
Rectangular
3.30
283
305
26
-
Concrete
1959
Roof repair and access hatch
Top: 130' x 180'
replaced 2001.
4
1
Rawlings 1
Foothill Blvd, west of Orange Knoll Dr
Circular
3.00
273.04
303
32
-
134
Concrete
2012
2015
5
1
Rawlings 2
Foothill Blvd, west of Orange Knoll Dr
Circular
3.00
273.04
303
32
-
134
Concrete
2012
2015
6
1
Simon Ranch
Northwest corner of Valhalla Dr and Outlook Ln
Circular
1.14
283
303
26
-
94
Concrete
2021
Zone 1 Reservoirs
13.79
12+ hours operational service
7
3
Lyttle
Northwest of 2062 Foothill Blvd
Circular
0.15
450
488
40
-
26
Steel
1976
Unk
volume
Zone 3 Reservoirs
0.15
Total Reservoir Capacity 13.94
CITY OF TUSTIN 5-9 Water Master Plan
EXISTING SYSTEM
Table 5-5
Booster Pump Stations
Pump Data
Motor
Efficiency
Test
As -built
Suction
Discharge
Pump
Impeller
Pump
Capacity
TDH
Motor
Motor
Capacity
TDH
Test
No.
Name
Location
Plan Date
Zone
Zone
No.
VFD
Pump Mfg
Pump Model
Stages
Dia (in)
Type
(gpm)
(ft)
Mfgr
RPM
HP
(gpm)
(ft)
Date
Comment
1
No
National Pump
J11MC
3
8.76
VT
900
180
US Motors
1785
60
731
193
3/3/21
Nameplate says 950
2
No
National Pump
J11MC
3
8.76
VT
900
180
US Motors
1785
60
715
192
3/3/21
gpm @ 175'; Curve
Main St Booster
3
No
National Pump
J11MC
3
8.76
VT
900
180
US Motors
1785
60
733
195
3/3/21
1
Pump Station
Main St Yard
2002
1
1
data says 900 gpm @
(Existing)
180'
4
No
National Pump
J11MC
3
8.76
VT
900
180
US Motors
1785
60
803
188
3/3/21
5
No
National Pump
J11MC
3
8.76
VT
900
180
US Motors
1785
60
-
-
-
17th St, Zone 1
1
Yes
Xylem/Goulds
12RJ
3
Unk
VT
1200
155
GE
1780
60
1780
120
2/26/21
P-105; New 2020
2
Booster Pump Station
17th St Desalter
1993
TP
1
2
Yes
Floway
DKH
3
Unk
VT
1200
155
GE
1800
60
1082
121
2/26/21
P-106; New 2021
17th St, Zone 2
1
Yes
Paco
LF
-
9.86
HC
700
97
Reliance
1775
25
356
101
2/26/21
P-110
3
Booster Pump Station
17th St Desalter
1993
TP
2
2
Yes
Paco
LF
-
9.86
HC
700
97
Reliance
1775
25
224
101
2/26/21
P-111
Simon Ranch Booster
West of Simon
1
No
Unk
Unk
1
Unk
HC
300
Unk
Unk
Unk
25
New 2020
4
Pump Station
Ranch Rd and
Unk
1
3
2
No
Griswold
Unk
1
Unk
HC
300
Unk
Marathon
3000
25
New 2021
(Existing)
South of Led
Lane
North east of
1
Yes
National Pump
J 11 HC
3
8.58
VT
950
181
NEMA
1800
60
-
-
-
5
Simon Ranch Booster
Vahalla Drive, north
2022
1
3
2
Yes
National Pump
J11HC
3
8.58
VT
950
181
NEMA
1800
60
-
-
-
Pump Station (New)
of the intersection
3
Yes
National Pump
H14MC
3
10.92
VT
2500
183
NEMA
1800
155
-
-
-
of Outlook Lane
1
No
Byron Jackson
11-MQ-H
3
<7-15/18"
VT
950
144
US Motors
1780
50
Rawlings Booster
North of Foothill
2
No
Byron Jackson
11-MQ-H
3
<7-15/18"
VT
950
144
US Motors
1780
50
6
Pump Station
Blvd and west of
1998
1
2
Orrange Knoll Dr
3
Yes
Byron Jackson
10-MQ-H
3
<7"
VT
480
144
US Motors
1770
25
4
Yes
Byron Jackson
10-MQ-H
3
<7"
VT
480
144
US Motors
1770
25
CITY OF TUSTIN 5-10 Water Master Plan
SECTION 6
PERFORMANCE EVALUATION CRITERIA
Performance criteria are established to evaluate the adequacy of various water system components
through a systematic analysis, and to identify necessary improvements to the system for inclusion in
a Capital Improvement Program (CIP). For the City of Tustin's (City) water system, these criteria are
generally in accordance with the California Code of Regulations, Title 22. This includes service
pressures, storage capacity, and sources of supply. Other criteria are based on federal, state and
local jurisdictional requirements.
This section details the performance evaluation criteria which will serve as a benchmark for evaluating
the City's water system. The criteria are summarized in Table 6-1.
Table 6-1
Performance Evaluation Criteria
Existing
Future
Item
Description
Criteria
Requirement
Requirement
Maximum Day Demand from
1
Source of Supply System Wide
pp y y
Groundwater Sources and
9,680 gpm or
9,766 gpm or
Maximum Day Demand from
13.94 MGD
14.06 MGD
Imported Water Sources
Zone 1 = MDD of system
(capacity of wells and imported water connections)
Zone 2 = MDD + Fire Demand or peak hour demand of Zone 2,
2
Source of Supply by Hydraulic
whichever is greater
Zone
(capacity of booster pump stations and imported water connections)
Zone 3 = MDD + Fire Demand of Zone 3
(capacity of booster pump station)
Normal Operating Conditions with
all Wells and Treatment Plants in
1.2 MG
1.3 MG
Service
17th Street Desalter out of
a. Operational Storage
2.2 MG
2.3 MG
Service
Future PFAS Treatment Plant out
6.4 MG
6.5 MG
of Service
b. Emergency Storage
Not needed due to groundwater supply > ADD
c. Fire Suppression Storage
Highest Fire Flow Requirement
3
Low Density Residential
1,500 gpm for 2 hours
0.18 MG
0.18 MG
Medium Density Residential
2,000 gpm for 2 hours
0.24 MG
0.24 MG
Hi h Densitv Residential
3,000 gpm for 3 hours
0.54 MG
0.54 MG
Commercial
2,500 gpm for 3 hours
0.45 MG
0.45 MG
Office
2,500 gpm for 3 hours
0.45 MG
0.45 MG
Church
2,500 qpm for 3 hours
0.45 MG
0.45 MG
Park
2,500 pm for 3 hours
0.45 MG
0.45 MG
Public Facility
3,000 gpm for 3 hours
0.54 MG
0.54 MG
Institutional / School
3,500 qpm for 4 hours
0.84 MG
0.84 MG
Industrial
4,000 gpm for 4 hours
0.96 MG
0.96 MG
CITY OF TUSTIN 6-1 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
Table 6-1 (Continued)
Performance Evaluation Criteria
Item
Description
Criteria
4
Wells
Casing and screen sizing should meet maximum velocity requirements
Flow meters, discharge pressure gauges, and telemetry equipment for
alarm and status notification at each site.
5
Booster Pump Stations
Stand-by pump equal in size to the largest duty pump
Flow meters, suction and discharge pressure gauges, and telemetry
equipment for alarm and status notification at each station
Provisions for emergency power at all stations
6
Static Pressures
Minimum 40 psi
Desired 50-70 psi
Maximum 80 psi
7
Dynamic Pressures
Minimum 40 psi during Maximum Day and Peak Hour Demand
8
Minimum Pipe Size (New Mains
and Replacement Mains)
8-inch to the last hydrant
9
Maximum Velocities
7 fps at Maximum Day and Peak Hour Demand
10 fps at Maximum Day plus Fire Flow Demand
10
Fire Flow Demand and Pressures'
Low Density Residential
1,500 gpm for 2 hours
Medium Density Residential
2,000 gpm for 2 hours
High Density Residential
3,000 gpm for 3 hours
Commercial
2,500 gpm for 3 hours
Office
2,500 gpm for 3 hours
Church
2,500 gpm for 3 hours
Park
2,500 gpm for 3 hours
Public Facility
3,000 gpm for 3 hours
Institutional / School
3,500 gpm for 4 hours
Industrial
4,000 gpm for 4 hours
' Fire flow demand must be maintained with 20 psi minimum pressure at the fire hydrant outlet
Any potable water system should be capable of meeting all demands imposed upon it. This can be
achieved through multiple supply sources, storage, or a combination of both. Generally, the
determination is based upon supply availability, existing storage capacity, and cost. It is prudent to
CITY OF TUSTIN 6-2 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
secure water supplies from multiple sources so that demands can be met at reasonable levels when
one or more water sources are not available.
The California Code of Regulations Related to Drinking Water requires a minimum source of supply
to meet the service area's maximum day demand. Additionally, since the City serves more than 1,000
meters, the system must be capable of providing four hours of peak hourly demand through a
combination of source capacity, storage capacity, and emergency source capacity.
The City's water supply is a combination of local groundwater and imported water, as discussed in
Section 3 of this report. The City plans to supply the system with 100 percent groundwater in the
future. Therefore, although imported water is available, it would be prudent for the source of supply
criterion to be met solely by the City's groundwater well capacity.
The criterion for source of supply is to provide one maximum day demand (MDD). Water from storage
reservoirs will be utilized to regulate hourly fluctuations in demand (operational storage) and to
provide fire flow demand (fire suppression storage). This allows the City the ability to operate their
system independently in the event that the imported water service is disrupted for an extended period
of time.
Imported water will be utilized to supplement the groundwater supply if multiple wells and/or one of
the treatment plants are out of operation for maintenance or in an emergency. It is highly unlikely
that all the City's wells would be out of service at one time, especially since there are several sites
with standby generators and/or portable generator connections. One maximum day demand (MDD)
of imported water capacity is more than sufficient.
The existing sources of water for Zone 1 are the groundwater wells that are either directly connected
to the system or pump to the 17th Street Desalter or Main Street Treatment Plant for treatment before
being pumped into the system. The water stored in the Zone 1 reservoirs supplements the supply
during peak hour demand or under fire flow conditions. Therefore, the pumping capacity into Zone 1
needs to be able to deliver the maximum day demand of the system.
The existing sources of water for Zone 2 are Rawlings Booster Pump Station, 171h Street Zone 2
Booster Pump Station, and three imported water connections (Hewes, Newport, and Peters Canyon).
Because Zone 2 is a closed zone without any storage reservoirs, the pump station capacities and the
imported water connection capacities should meet maximum day demand plus fire flow requirements
and/or the peak hour demand, whichever is greater.
Zone 3 is provided water via the Simon Ranch Booster Pump Station. It is an open system with the
Lyttle Reservoir providing storage. However, Lyttle Reservoir is very small at 0.15 MG and does not
provide fire flow storage. Therefore, the pump station capacity serving Zone 3 should meet the
maximum day demand plus fire flow requirements.
For a water system, three categories of storage are of importance: operational, emergency, and fire
suppression. The system is evaluated to determine its ability to meet established storage criteria,
anticipated to be met with reservoir capacity and groundwater supplies.
CITY OF TUSTIN 6-3 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
6-4.1 Operational Storage
Operational storage serves to equalize variations in sources of supply and demand over short periods
of time (daily or weekly). Utilizing the daily demand hydrograph, the component of operational storage
accounts for the difference in supply and demand.
In order to calculate the operational storage need, the total well capacity or supply was plotted against
the maximum day demand curve as shown on Figure 6-1. The difference between the two curves is
the amount of operational storage expected to be needed on a daily basis.
The well capacities are based on the following:
1. 171h Street Well No. 3 = 660 gpm
(85% of 773 gpm per 2021 efficiency test to account for losses through 17th Street Desalter)
2. 17th Street Well No. 4 = 1,050 gpm
(85% of 1,239 gpm per 2021 efficiency test to account for losses through 171h Street Desalter)
3. Beneta Well = 1,000 gpm (PFAS Plant) — capacity of new well constructed 2022
4. Columbus Well = 990 gpm (PFAS Plant)
5. Pasadena Well = 1,800 gpm (PFAS Plant)
6. Vandenburg Well = 1,070 gpm (PFAS Plant)
7. Main Street Well No. 3 = 600 gpm
8. Main Street Well No. 4 = 450 gpm
9. Edinger Well = 1,600 gpm (capacity based on new pump installed in 2022)
10. Walnut Well = 500 gpm (removed from storage analysis; currently out of service)
The existing and future maximum day demand (MDD) is 9,680 gpm (13.94 mgd) or 9,766 gpm (14.06
mgd), respectively. Operational storage is calculated under the following conditions:
1. Normal operating conditions: Supply from all wells is 9,220 gpm (this includes the new Beneta
Well).
The existing and future operational storage needed is calculated to be 2.27 million gallons
and 2.35 million gallons, respectively. This is about 17% of MDD.
2. 171h Street Desalter is out of service: Supply from wells is 7,510 gpm.
The existing and future operational storage needed is calculated to be 3.69 million gallons
and 3.79 million gallons, respectively. This is about 27% of MDD.
3. Future PFAS plant is out of service: Supply from wells is 4,360 gpm.
The existing and future operational storage needed is calculated to be 7.66 million gallons
and 7.78 million gallons, respectively. This is about 56% of MDD.
The existing storage capacity of 13.80 MG is sufficient to allow the City to operate the system under
any of the aforementioned scenarios.
CITY OF TUSTIN 6-4 Water Master Plan
24,000
22,000
20,000
18.000
E 16,000
0.
14,000
E 12,000
0
10,000
8,000
6,000
4,000
2,000
PERFORMANCE EVALUATION CRITERIA
Figure 6-1
maximum Day Supply and Demand
� —Existing Maximum Day System■- ..
—Supply from Wells (9,220 gpm)
Supply from Wells with out 17th St Desa Iter Wells (7,510 gpm' ,
Supply from Wells without PFAS Wells (4,360 gpm)
11111111111IF RAW NNNENNNENNNNENNN
MEN 0111111
P L Pile
■■■■■■■■■■■■■■■■■■■■■■■■
0
¢¢¢¢¢¢¢¢¢¢¢¢ a a a a a a a a a a a a¢
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a
N r N CO �* LO (0 r OD 0) O N r N CO �t LO [o 1l- 00 0) O CV
Time
CITY OF TUSTIN 6-5 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
6-4.2 Emergency Storage
Emergency storage is used in the event of an interruption in the primary water supply source. A
system that depends solely on imported water might store a volume up to 7 average days of demand
because most imported water outages can be mitigated within 7 days. On the other hand, the City's
primary source of supply is going to be groundwater. It is reasonable to expect that groundwater
sources will be available during an outage of the imported water supply. Therefore, the required
emergency storage volumes may typically be reduced by an agency's groundwater supply capacity.
Since the City's well capacity, estimated at about 10,120 gpm, exceeds the existing average day
demand (6,454 gpm), emergency storage is not needed.
The worst case scenario for the City in terms of well supply would be if the future PFAS plant was out
of service for an extended period of time. If this happens, the well supply would be reduced to 5,250
gpm. In this case, the City has several imported water connections that could be used to supplement
the well supply. The capacity of the seven imported water connections is about 12,000 gpm (see
Table 3-3).
6-4.3 Fire Suppression Storage
Fire suppression storage, shown in Table 6-1, is the volume required to supply the service area with
the required fire flows, which range from 1,500 gpm to 4,000 gpm for a duration of two (2) to four (4)
hours. The greatest volume required for fire suppression storage is 0.96 MG.
New wells should be designed in accordance with the Water Well Standards: State of California
Bulletin 74-81 and Bulletin 74-90 (supplement to Bulletin 74-81) and their updates, the most -recent
American Water Works Association (AWWA) standard A -100, State Water Resources Control Board,
Orange County Health Care Services, and sound engineering judgment.
The pumps should be placed low enough so that subsequent lowering should not be necessary. All
well screens should be below the pump intake to preclude cascading of water into the well casing
even with the lowest expected pumping water level. The casing diameter shall be at least 4 inches
larger than the largest pump bowl/column pipe dimension, and maximum velocity shall not exceed 5
feet per second (fps). Total screen area should be sized to maintain a velocity of less than 0.1 fps at
the maximum anticipated flow. Additionally, the casings diameters should be selected to allow lining
the wells in the future without losing capacity. The use of higher grade materials, such as stainless
steel, should be considered to increase the useful life of all future wells.
The well design should include a 4-inch diameter camera tube extending to below the pump suction
elevation, a sounding tube, a separate air line with a depth gauge and an air connection and depth
to water transducer. Flow meters, high and low discharge pressure switches, pressure gauges and
transducers, and telemetry equipment should be included to continuously monitor the wells.
Permanent emergency generators with automatic transfer switches should be considered at each
future well site. At minimum, new sites should include manual transfer switches and portable
generator connections. Soft start bypass should be provided for each variable frequency drive so
that a pump can be operated when its variable frequency drive (VFD) is out of service.
CITY OF TUSTIN 6-6 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
All future booster pump stations must incorporate a standby pump of the same size as the largest
duty pump. This ensures that there is a replacement for the largest duty pump during maximum day
demand conditions, while one of the pumps at the station is being repaired or replaced. It typically
takes pump manufacturers 12 to 16 weeks for delivery of a new pump and motor unit once the order
is placed and shop drawings are approved.
The pump stations should be equipped with modern pump controllers, flow meters, suction and
discharge pressure gauges, high and low discharge pressure switches, low suction pressure switch,
proper isolation valves, and telemetry equipment. Flow meters and pressure gauges are essential
tools for monitoring pump performance and demand conditions in the service area. Telemetry
equipment is used to remotely monitor the status of the facility and notify personnel in the event of a
failure.
Pump stations should be constructed of fireproof materials and provided with peripheral sprinkler
systems to prevent fire damage. Furthermore, power to the pump stations should be provided
through underground service to minimize possibility of damage during fires. Pump stations with
electric motors should be equipped with standby generators and automatic transfer switches to
operate them during commercial power outages.
Most water utilities set 60 to 80 pounds per square inch (psi) as the average static pressure
throughout the system. The water system shall also be capable of maintaining a minimum residual
pressure of 40 psi during the peak hour demand. A residual pressure of 20 psi must be maintained
at the fire hydrant outlet in developed areas during maximum day demand plus fire flow conditions
(Re: California Regulations Related to Drinking Water, Chapter 16, Section 64602).
Static pressures should not exceed 80 psi, except where system operating conditions and
geographical conditions warrant a higher pressure. In areas where pressures exceed 80 psi, the
Uniform Plumbing Code requires customers to install "an approved type pressure regulator preceded
by an adequate strainer" on their service connections to protect domestic plumbing and water heaters.
The distribution system shall be sized and designed to provide redundant service at adequate
pressures for normal use as well as at fire flow conditions. In most cases, this can be accomplished
by looping the system. Looping through easements or other areas which are not easily accessible
shall be avoided. Provisions shall be made for supplying a service zone from at least two sources,
where feasible.
In order to maintain adequate system pressures and prolong the life of the system pipes, flow
velocities shall be limited. The system should operate at velocities of 1 to 3 feet per second (fps)
normally, with a maximum velocity of 7 fps during intermittent peak flows. The pipe velocity during
maximum day plus fire flow demands should not exceed 10 fps.
All new and replacement mains should be constructed with a minimum diameter of 8-inches, except
6-inch pipe can be used past the last fire hydrant at a dead-end. The existing pipes must be sized to
provide adequate fire flows at the required hydrant outlet pressure of 20 psi while the maximum
velocity criteria is not exceeded under maximum day plus fire flow demand conditions. These pipe
size recommendations should be adhered to for all new design and construction projects, as well as
CITY OF TUSTIN 6-7 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
any waterline replacement/upgrade projects.
The City of Tustin has adopted the latest California Fire Code with various amendments. The fire
flow requirements used for this study are therefore based upon the requirements of the California Fire
Code (2019). Table 6-2 is a summary of the selected fire flow and hydrant location criteria for the
various land uses within the service area. These requirements were established as performance
evaluation criteria and used in developing system improvement recommendations.
Table 6-2
Fire Flow and Fire Hvdrant Location Criteria
Land Use
Flow
(gpm)
Duration
(hrs)
Residual
Pressure
at Hydrant
Outlet (psi)
Minimum
Number of
Hydrants
Required
Average
Spacing
between
Hydrants
(ft)
Maximum
Distance From
Hydrant to any
Point on Lot
Frontage (ft)
Low Density Residential
1,500
2
20
1
500
250
Medium Density Residential
2,000
2
20
2
450
225
High Density Residential
3,000
3
20
3
400
225
Commercial
2,500
3
20
3
450
225
Office
2,500
3
20
3
450
225
Church
2,500
3
20
3
450
225
Park
2,500
3
20
3
450
225
Agriculture
2,500
3
20
3
450
225
Public Facility
3,000
3
20
3
400
225
Institutional/School
3,500
4
20
4
350
210
Industrial
4,000
4
20
4
350
210
For specific future development planning and design, the criteria should be adjusted on a case by
case basis per the latest California Fire Code. The requirements in the California Fire Code are
specific to each building on a given parcel of land and based on several factors, including land use,
building construction methods and materials, and whether or not automatic sprinklers are present.
These specific requirements are shown in Table 6-3.
As this Master Plan is a planning level document, an evaluation of whether California Fire Code
requirements are met at each parcel was not performed. Instead, minimum fire flow requirements at
each hydrant are selected as a function of land use. The minimum required fire flow at each hydrant
was generally based on the adjacent land use having the highest fire flow requirement.
CITY OF TUSTIN 6-8 Water Master Plan
PERFORMANCE EVALUATION CRITERIA
Table 6-3
Minimum Required Fire Flow and Flow Duration for Buildings
Fire Flow Calculation Area (sq. ft.)
Fire
Flow
Flow
Type IA and IB"
Type IIA and IIIA
Type IV and V-k
Type 11113 and 11113
Type V-13
(gpm)°
Duration
hrs
0-22,700
0-12,700
0-8,200
0-5,900
0-3,600
1,500
22,701-30,200
12,701-17,000
8,201-10,900
5,901-7,900
3,601-4,800
1,750
30,201-38,700
17,001-21,800
10,901-12,900
7,901-9,800
4,801-6,200
2,000
38,701-48,300
21,801-24,200
12,901-17,400
9,801-12,600
6,201-7,700
2,250
2
48,301-59,000
24,201-33,200
17,401-21,300
12,601-15,400
7,701-9,400
2,500
59,001-70,900
33,201-39,700
21,301-25,500
15,401-18,400
9,401-11,300
2,750
70,901-83,700
39,701-47,100
25,501-30,100
18,401-21,800
11,301-13,400
3,000
83,701-97,700
47,101-54,900
30,101-35,200
21,801-25,900
13,401-15,600
3,250
97,701-112,700
54,901-63,400
35,201-40,600
25,901-29,300
15,601-18,000
3,500
3
112,701-128,700
63,401-72,400
40,601-46,400
29,301-33,500
18,001-20,600
3,750
128,701-145,900
72,401-82,100
46,401-52,500
33,501-37,900
20,601-23,300
4,000
145, 901-164, 200
82,101-92, 400
52, 501-59,100
37, 901-42, 700
23, 301-26, 300
4,250
164,201-183,400
92,401-103,100
59,101-66,000
42,701-47,700
26,301-29,300
4,500
183,401-203,700103,101-114,600
66,001-73,300
47,701-53,000
29,301-32,600
4,750
203,701-225,200114,601-126,700
73,301-81,100
53,001-58,600
32,601-36,000
5,000
225, 201-247, 700
126, 701-139, 400
81,101-89, 200
58, 601-65,400
36, 001-39, 600
5,250
247,701-271,200139,401-152,600
89,201-97,700
65,401-70,600
39,601-43,400
5,500
271,201-295,900152,601-166,500
97,701-106,500
70,601-77,000
43,401-47,400
5,750
295,901-Greater
166,501-Greater
106,501-115,800
77,001-83,700
47,401-51,500
6,000
4
-
-
115, 801-,125, 500
83, 701-90, 600
51, 501-55, 700
6,250
-
-
125,501-135,500
90,601-97,900
55,701-60,200
6,500
-
-
135,501-145,800
97,901-16,800
60,201-64,800
6,750
-
-
145,801-156,700
106,801-113,200
64,801-69,600
7,000
-
-
156,701-167,900
113,201-121,300
69,601-74,600
7,250
-
-
167,901-179,400
121,301-129,600
74,601-79,8001
7,500
-
-
179,401-191,400
129,601-138,300
79,801-85,100
7,750
-
-
191,401-Greater
138,301-Greater
85,101-Greater
8,000
For SI: 1 square foot = 0.0929 m2, 1 gallon per minute = 3.785 L/m, 1 pound per square inch = 6.895 kPa.
a. The minimum required fire flow shall be allowed to be reduced by 25 percent for Group R
b. Types of construction are based on the California Building Code
Types I and II = noncombustible materials
Types I II = exterior walls are noncombustible materials; interior elements are any material permitted by
code
Types IV = exterior walls are noncombustible materials; interior elements are solid or laminated wood
Types V = any materials permitted by code
c. Measured at 20 psi at hydrant outlet
CITY OF TUSTIN 6-9 Water Master Plan
SECTION 7
HYDRAULIC MODEL
A computer model of the City's water system was developed in the Innovyze InfowaterPro software
platform. It was utilized to aid in the evaluation of the adequacy of the existing facilities under the
current and future supply and demand conditions.
Generally, the model development steps included the following:
1. Import water system GIS data to modeling software
2. Verify and complete pipe information (pressure zone, diameter, length, roughness)
3. Verify and complete junction information (pressure zone, elevations)
4. Add detailed facility data (wells, pump stations, reservoirs, and imported water connections)
5. Add facility information (dimensions and water level for tanks, pump curves for booster pumps
and wells, and aquifer levels for well pump suction levels)
6. Determine and assign demands to model junctions
7. Develop and assign diurnal demand curves to model junctions
8. Assign controls to facilities (pump start and stop conditions, imported water connection
settings)
The City's Water GIS was used as the basis of the geometry of the model. Water system facilities
(reservoirs, pump stations, wells, and connections) were added to the model based on as -built
construction plans and provided facility information, such as pump curves, efficiency tests, ground
water levels, and operational controls.
The model includes the potable water pipelines that are owned by the City. Water service laterals
are not included. Modeling information associated with each pipe includes diameter, length, and
roughness factor. Other pipe information included in the model database are year of installation,
pressure zone, pipe material, as -built plan reference file, and tract name. Modeling information
associated with each junction includes ground elevation, water demand, and diurnal pattern of
demand. Model junction elevations were obtained from the City's latest 2-foot contour data (GIS
Shapefile).
7-2.1 Existing Demands
The City provided a water meter shapefile with all service meters geolocated by coordinates. The
billing data was linked to the service meters. Next, service laterals were created to connect the
meters to the mainline within the associated pressure zone. This enabled each water meter and its
demand to be assigned to the closest model junction ID.
CITY OF TUSTIN 7-1 Water Master Plan
HYDRAULIC MODEL
The existing demand distribution was based upon water meter data provided for July 2021 to October
2021(Calibration Scenario. After the demands were loaded onto model junctions, they were adjusted
so that the total demand matched the existing water production estimates (see Table 4-3) for all
analysis scenarios (average day, maximum day, etc.). This method of distributing demands inherently
accounted for any high-water users within the existing service area as well as non -revenue water.
The water demands are assigned to the following database fields within the model:
➢ Demand Type 1: Multi -Family and Single Family Residential, Mobile Homes/Trailer Parks
➢ Demand Type 2: Commercial, Restaurants, Retirement Facilities, Grocery Stores
➢ Demand Type 3: Green Meters, Nursery
➢ Demand Type 4: Non -Profit, Public Agency
➢ Demand Type 5: Laundromat, Car Wash
➢ Demand Type 6: Hospitals
➢ Demand Type 7: Motels/Hotels
➢ Demand Type 8: Fire Meters
➢ Demand Type 9: Industrial
While these land -use based demand types were not utilized in the current analysis, they were
assigned to separate demand categories within the model so that future analyses might be able to
make use of the information.
7-2.2 Future Demands
The future demands were calculated individually for known planned future developments, based on
land uses and water demand factors shown in Table 4-5. The calculated demands, shown in Table
4-6, were then input manually into the model at appropriate model junctions into Demand Type 10.
The developed diurnal demand curves discussed in Section 4-3.3 were specified at each node.
The accuracy of the hydraulic model for the existing system was verified during the calibration
process, as described in Section 8 of this report. Within the model software, new data sets and query
sets were created to represent different operating conditions.
Data sets change as conditions in each scenario need to be changed. For example, separate
demand sets were created to represent the various demand conditions. Separate control sets were
created to define the initial status and controls of facilities. The data sets associated with each
scenario are shown in Table 7-1 and Table 7-2.
The following scenarios were created:
1. Model Calibration Day Scenario (CALIBRATION)
2. Existing Average Day Demand Scenario (EXISTING AVGDAY)
3. Existing Maximum Day Demand Scenario (EXISTING_MAXDAY).
CITY OF TUSTIN 7-2 Water Master Plan
HYDRAULIC MODEL
Table 7-1
Existinq Model Scenarios and Data Sets
Data Set
Calibration Day
Scenario
CALIBRATION
Existing Scenarios
Average Day
Demand Scenario
(EXISTING_AVGDAY)
Maximum Day
Demand Scenario
(EXISTING—MAXDAY)
Demand Set
BASE
EASTING_AVGDAY
EASTING_MAXDAY
Tank Set
BASE
BASE
BASE
Reservoir Set
BASE
BASE
BASE
Pump Set
BASE
BASE
BASE
Pipe Set
BASE
BASE
BASE
Valve Set
BASE
EXISTING
EXISTING
Control Set
BASE
EXISTING
EXISTING
Logical Set
BASE
EXISTING
EXISTING
Facilty Set
ICALIBRATION EXISTING
I EXISTING
EXISTING
Table 7-2
Future Model Scenarios and Data Sets
Future Scenarios
Data Set
Minimum Month
(FUTURE_MINDAY_
WATERAGE)
Maximum Day
Fire Flow Global
(FUTURE_ MAXDAY
_ FF)
Maximum Day
Fire Flow Multi
(FUTURE_
MAXDAY_FF_
IMPROVEMENTS)
Maximum Day
What -If Scenario 1
(FUTURE_NEWPORT
BREAK)
Maximum Day
What -If Scenario 2
(FUTURE —NO
IMPORT)
Maximum Day
What -If Scenario 3
(FUTURE —NO—
NEWPORTRES)
Maximum Day
What -If Scenario 4
(FUTURE —NO—
SIMONRANCHRES)
Maximum Day
What -If Scenario 5
(FUTURE_ TRANSMISSION_
SIMONRANCH)
Demand Set
FUTURE_ MIN -MONTH
FUTURE_ MAXDAY
FUTURE_ MAXDAY
FUTURE_ MAXDAY
FUTURE_ MAXDAY
FUTURE_MAXDAY
FUTURE MAXDAY
FUTURE MAXDAY
Tank Set
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
Reservoir Set
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
Pump Set
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
Pipe Set
BASE
BASE
BASE
BASE
BASE
BASE
BASE
BASE
Valve Set
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
EXISTING
Control Set
FUTURE
FUTURE
FUTURE
FUTURE NP BREAK
FUTURE NOIMPORT
FUTURE_NO_
NEWPORTRES
FUTURE
FUTURE
Fireflow Set
BASE
GLOBAL FF
MULTI FF
BASE
BASE
BASE
BASE
BASE
Logical Set
FUTURE
FUTURE
FUTURE
FUTURE NP BREAK
FUTURE NOIMPORT
FUTURE
FUTURE NOSIMONRANCHRES
FUTURE
Facilty Set
FUTURE
FUTURE
FUTURE
FUTURE NP BREAK
FUTURE NOIMPORT
FUTURE NO NEWPORT
FUTURE NO SIMON
FUTURESIMON TRANSMISSION
CITY OF TUSTIN 7-3 Water Master Plan
HYDRAULIC MODEL
1. Future Minimum Day Demand Water Age Scenario (FUTURE_MINDAY_WATERAGE)
This scenario was utilized to analyze water age over 3 months.
2. Future Maximum Day Fire Flow Global (FUTURE_MAXDAY_FF)
This scenario was utilized to run the fire flow analysis throughout the entire system with one
fire demand at each fire hydrant.
3. Future Maximum Day Fire Flow Multi (FUTURE_MAXDAY_IMPROVEMENTS)
This scenario was utilized for running fire flow analysis at multiple fire hydrants at the same
time in select areas where the analysis did meet the fire criteria using just one hydrant.
4. Future Maximum Day What -if Scenario 1 (FUTURE_NEWPORT_BREAK)
This scenario was utilized to model the future system with the transmission main in Newport
Boulevard out of service.
5. Future Maximum Day What -if Scenario 2 (FUTURE_NO_IMPORT)
This scenario was utilized to model the future system with no imported water connections
available.
6. Future Maximum Day What -if Scenario 3 (FUTURE —NO— NEWPORTRES)
This scenario was utilized to model the future system with the Newport Reservoir out of
service.
7. Future Maximum Day What -if Scenario 4 (FUTURE —NO— SIMONRANCHRES)
This scenario was utilized to model the future system with the Simon Ranch Reservoir out of
service.
8. Future Maximum Day What -if Scenario 5 (FUTURE_ TRANSMISSION_ SIMONRANCH)
This scenario was utilized to model the future system with future transmission mains upsized
or added between Newport Reservoir and Simon Ranch Reservoir to evaluate how to convey
more water to Simon Ranch Reservoir so that the Zone 1 Reservoir levels are more balanced.
The aforementioned scenarios were then used to evaluate system performance with respect to
pressures, pipe velocities, and fire flow availability. The system analysis and results are described in
Section 9.
The Main Street Treatment Plant was constructed to treat groundwater from Main Street Well No. 3
and Main Street Well No. 4 for total dissolved solids (TDS), nitrates, and perchlorates. The treatment
plant was placed into service in 1989 to provide reverse osmosis, ion exchange, and blending so that
the water produced meets all state and federal requirements.
Main Street Well No. 3 and 4 were utilized historically but currently are not run because the City is
typically able to meet demands by utilizing the wells in the system that do not require additional
treatment. There is a 2.2 million gallon (MG) forebay reservoir and a booster pump station at the
Main Street Treatment Plant. These facilities are currently only used on irrigation days when
CITY OF TUSTIN 7-4 Water Master Plan
HYDRAULIC MODEL
additional water is needed to supplement the other groundwater sources of supply and minimize the
need for imported water.
The City is constructing a centralized PFAS treatment facility at the Main Street Treatment Plant site.
According to the Orange County Water District PFAS Treatment System Planning Study completed
by Carollo Engineers (Carollo) in August 2020, Columbus Well, Pasadena Well, Prospect Well, Tustin
Avenue Well, and Vandenberg Well are impacted by PFAS in the groundwater. These well facilities
will require treatment and/or blending.
In a joint effort with Orange County Water District (OCWD), the City is planning the following:
Construction of a well collection system to divert flows from the Columbus Well, Pasadena
Well and Vandenberg Well to a centralized ion exchange (IX) treatment system at the existing
Main Street Treatment Plant site. The proposed alignment of the well collection system pipes
is shown on Figure 7-1.
Figure 7-1
Proposed well collection System Pipelines
PRODUCER REPORT -CITY OF Tu STiN PFAS TREATMENT PtANNINGSTUDV I OCWD
Vicinitv Mao
y
m
v
a w
o �,^
� OW Prospect c w \
Well a x
�P
O�
W 2�
Tustin Ave.
Well
�^ I'TH RT
Vandenber 9'"'r
Well r
r
r
17th St
Well No
& Cesalter
Legend
r
f Potential Treatment Site
t
r
- - - Proposed Pipelines
r
r0
r
Tustin (Future)
r
Newport
Preferred Alternative for Impacted Well
r Future
Columbus Beneta
Well
Shut down well
r
r Well Well
Treat well
• Wells net impacted by PFAS
r
RX
Existing Pipelines
L�
J�
.
Miles
D 0.125 Q25
Pasadena
Well r-
r Main St
sit.0 Plant &
,nsa,e,:T,nm,a
ruYi,ime,; reaw,g.na„,mmi,sg,re,rer�,
-----`---------+
•Wells No. 3&4
pi„„im puryoses,mrzpmsentappo,im,te
Ie�Mions.En9inrenng zMlorsvrverxerxy
on implletl.
Figure E5.1 Preferred Alternative
Ref. Orange County Water District PFAS Treatment System Planning Study, August
2020, Carollo Engineers
2. Tustin Avenue Well and Prospect Well will be abandoned.
3. The new Beneta Well production will be pumped into the planned well collection line and
conveyed for treatment at the new PFAS treatment plant.
CITY OF TUSTIN 7-5 Water Master Plan
HYDRAULIC MODEL
4. A water treatment plant with dual media pressure vessel PFAS water treatment system and
prefilters for ion exchange systems will be constructed at the Main Street Facility site. The
PFAS treatment capacity will be 6,400 gpm.
5. An ion exchange nitrate removal system for Main Street Well No. 3 and Well No. 4 will be
constructed at the Main Street Facility. These wells are planned to be placed back into regular
service, and their production will be blended with water that has been treated for PFAS. The
maximum system capacity will be 1,050 gpm.
6. A new booster pump station will be constructed to pump treated groundwater out of Main
Street Reservoir into the distribution system. The firm capacity will be 8,500 gpm (four duty
pumps with capacity of 2,125 gpm @ 250 feet total dynamic head and one standby pump)
7. Pipe improvements will be made in Main Street as follows:
➢ Replace 12" pipe with 16" pipe in Main Street, from Main Street facility to Newport Avenue
(1,220 feet)
➢ Replace 12" pipe with 16" pipe in Main Street, from El Camino Real to Main Street treatment
facility (523 feet)
All future analyses for this Master Plan study were conducted assuming the planned PFAS treatment
plant and associated piping would be constructed and operational. The well collection system and
distribution improvements in Main Street were added to the hydraulic model and activated in the
future scenarios.
7-6.1 Storage Reservoirs
All active storage reservoirs are included in the hydraulic model. The reservoirs are designated as
"tanks" because they have a known finite volume and water surface levels that change with time as
water flows into or out of them. (Note the model software defines "reservoirs" as sources of water
that remain at a constant water level irrespective of the flow. They have an unlimited volume and are
generally used to represent a lake or other inexhaustible supply source.)
The storage reservoir characteristics input in the model are shown in Table 7-3. Foothill Reservoir
has side slopes, so it was modeled using a variable area tank with a specified volume to depth curve.
The remaining reservoirs have straight walls and the surface area remains constant. Therefore, these
reservoirs were modeled using the cylindrical tank type and the actual diameter or equivalent
diameter.
7-6.2 Wells
The City's water system currently has nine (9) active wells that feed Zone 1. The normal operation
control settings of the wells are shown in Table 7-4.
Groundwater levels at the wells were represented in the model by constant level, unlimited capacity
reservoirs. The groundwater levels for wells in Zone 1 were based on the most recent groundwater
level readings. The groundwater levels were adjusted in the model to reach a more accurate match
in terms of discharge pressure, flow, and system pressure
7-6.3 Booster Pump Stations
The booster pump station control settings are shown in Table 7-5. These controls were developed
by reviewing SCADA data as well as interviews with City operations staff.
CITY OF TUSTIN 7-6 Water Master Plan
HYDRAULIC MODEL
Table 7-3
Storaqe Reservoir Characteristics
Pressure
Zone
Reservoir Name
Existing Model Tank
ID
Bottom
Elevation
ft
Model Tank
Tvpe
Model
Tank
Diameter
ft
Model Volume
to Depth Curve
ID
Model
Tank
Min.
Level
ft
Model
Tank
Max.
Level
ft
Existing
Conditions
Initial Tank
Level ft
Future
Conditions
Initial Tank
Level ft
1
Foothill Reservoir
FOOTHILL RES
285.5
1: Variable Area
N/A
FOOTHILL RES
0.0
24.0
7.1
7.1
1
Main St Reservoir
MAIN_ST_TANK
101.0
0: Cylindrical
130.1
1.0
22.0
14.6
14.6
1
Newport Reservoir
NEWPORT_RES
283.0
0: Cylindrical
100
0.0
19.5
10.0
10.0
1
Rawlings Reservoir 1
RAWLINGS_RES1
273.0
0: Cylindrical
134
0.0
32.0
19.9
19.9
1
Rawlings Reservoir 2
RAWLINGS_RES2
273.0
0: Cylindrical
134
0.0
32.0
19.9
19.9
1
Simon Ranch Reservoir
SIMON_RANCH RES
283.0
0: Cylindrical
94
0.0
21.0
7.5
7.5
3
Lyttle Reservoir
LYTTLE_RES
1450.0
0: Cylindrical
1271
10.0142.0122.4122.4
Table 7-4
Well Pump Control Settinqs
Well
Name
Pressure
Zone
Groundwater
Pumping
Elevation (ft)
Model Pump ID
Model Pump Curve ID
Capacity
pm
TDH
ft
Existing
Conditions
Settings
Future Conditions Settings
Reference
Reservoir
Action
If
Reference
Reservoir
is
Level
(ft)
Prospect
1
-20
PROSPECT WELL
PROSPECT WELL
800
395
OFF
OFF
Tustin
1
-100
TUSTIN WELL
TUSTIN WELL
850
364
OFF
OFF
Pasadena
1
-146
PASADENA WELL
PASADENA WELL
1800
500
OFF
NEWPORT RES
-
closed
above
17
open
below
9
Edinger
1
-307
EDINGER WELL
EDINGER WELL
2000
615
ON
ON
Walnut
1
-112.4
WALNUT WELL
WALNUT WELL
600
460
ON
OFF
Main St Well 3
1
-150
MAINST WELL3
MAINST WELL3
600
250
OFF
OFF
Main S Well 4
1
-150
MAINST WELL4
MAINST WELL4
450
380
OFF
OFF
Beneta Well
1
-100
BENETA WELL
n/a
1800
535
OFF
NEWPORT RES
closed
above
13
open
below
10
Vandenburg
1
-293
VANDENBERG_WELL
VANDENBERG_WELL
1800
620
OFF
NEWPORT- RES
closed
above
16.0
open
below
10.0
Columbus Tustin
1
-126.1
COLUMBUS_
TUSTIN WELL
COLUMBUS WELL
1050
515
OFF
NEW PORT RES
closed
above
17
open
below
15
Newport
1
-18
NEW PORT W ELL
NEW PORT W ELL
800
344
Not in useinmodel
Not modeled
17th St Well 4
1
-9
17TH ST WELL4
- -
17TH ST WELL4
- -
1500
317
Not in use
in model
Not modeled
CITY OF TUSTIN 7-7 Water Master Plan
HYDRAULIC MODEL
Table 7-5
Booster Pump Station Sequencinq Controls
Existing Conditions
Settin s
Future Conditions Settings
If
If
Reference
Reference
Reference
Capacity
TDH
Reservoir /
Reservoir
Reference
Reservoir
Level
Booster Pump Name
Model Pump ID
Model Pump Curve ID
m
ft
Junction
Action
is
Level (ft/psi)
Reservoir
Action
is
(ft/psi)
17th St Pump 1 Zone 1
17TH_PlZl
17TH_ST Z1_P1
1200
155
NEWPORT RES
closed
above
17.0
NEWPORT RES
—
closed
above
17.0
open
below
16.0
open
below
16.0
17th St Pump 2 Zone 1
17TH_P2Z1
17TH_ST Z1_P2
—
1200
155
NEWPORT RES
—
closed
above
17.0
16.0
NEWPORT RES
—
closed
above
17.0
open
below
open
below
15.5
17th St Pump 1 Zone 2
17TH_P1Z2
17TH_ST Z2_P1
—
700
97
NS-29
closed
above
70 psi
65 psi
NS-29
closed
above
94 psi
open
below
open
below
90 psi
17th St Pump 2 Zone 2
17TH_P2Z2
17TH_ST Z2_P2
—
700
97
NS-29
closed
above
70 psi
NS-29
closed
above
95 psi
open
below
65 psi
open
below
88 psi
Main St Pump 1
MAINST_P1
MAINST_BPS_P1
900
180
MAIN_ST_TANK
closed
below
5 ft and before
4am, after Sam
MAIN_ST_TANK
closed
below
10.0
open
above
7 ft and between
4am-8am
open
above
13.0
Main St Pump 2
MAINST_P2
MAINST_BPS_P2
900
180
MAIN_ST_TANK
closed
below
5 ft and before
4am, after Sam
MAIN_ST_TANK
closed
below
11.0
open
above
7 ft and between
4am-8am
open
above
14.0
Main St Pump 3
MAINST— P3
MAINST— BPS_P3
900
180
CLOSED
MAINST— TANK
closed
open
below
13.0
above
15.0
Main St Pump 4
MAINST P4
MAINST BPS_P4
900
180
CLOSED
MAINST TANK
closed
below
13.0
open
above
17.0
closed
below
12.0
Main St Pump 5
MAINST— P5
MAINST— BPS_P4
900
180
CLOSED
MAINST— TANK
open
above
18.0
Rawlings Pump 1
P1 RAWLINGS
RAWLINGS_BPS P1
950
144
SV-4707
closed
above
50 psi
SV-4707
closed
above
50 psi
open
below
46 psi
open
below
46 psi
Rawlings Pump 2
P2_RAWLINGS
RAWLINGS_BPS_P2
950
144
CLOSED
CLOSED
Rawlings Pump 3
P3_RAWLINGS
RAWLINGS_BPS_P3
480
144
SV-4707
closed
above
50 psi
SV-4707
closed
above
50 psi
open
below
48 psi
open
below
48 psi
Rawlings Pump 4
P4_RAWLINGS
RAWLINGS_BPS_P4
480
144
SV-4707
closed
above
50 psi
SV-4707
closed
above
50 psi
open
below
48 psi
open
below
48 psi
closed
above
38.0
Simon Ranch Pump 1 (old)
NEW_SIMONRANCH_P1
NEW_SIMONRANCH_P1_P2
950
181
LYTTLE_RES
below
ABANDONED
open
28.0
closed
above
37.0
Simon Ranch Pump 2 (old)
NEW_SIMONRANCH_P2
NEW_SIMONRANCH_P1_P2
950
181
LYTTLE_RES
ABANDONED
open
below
27.0
closed
above
38.0
Simon Ranch Pump 1 (new)
NEW_SIMONRANCH_P1
NEW_SIMONRANCH_P1_P2
950
181
N/A
LYTTLE_RES
open
below
28.0
closed
above
37.0
Simon Ranch Pump 2 (new)
NEW_SIMONRANCH_P2
NEW_SIMONRANCH_P1_P2
950
181
N/A
LYTTLE_RES
open
below
27.0
Simon Ranch Pump 3 (new)
NEW_SIMONRANCH_P3
NEW_SIMONRANCH_P3
2500
183
N/A
CLOSED
CITY OF TUSTIN 7-8 Water Master Plan
HYDRAULIC MODEL
7-6.4 Imported Water Connections
Imported water connections were simulated using flow control valves, with the settings shown in Table
7-6.
Table 7-6
Imported Water Connection Controls
To
ID
Zone
Model ID
All Scenarios
Ethelbee
1
ETHELBEE TO VALVE
Open with flow of 1000 gpm if Newport Reservoir level drops
— —
below 6 feet
Hewes
2
HEWES—TO—VALVE
Open when d/s pressure is below 60 psi
Prospect
1
PROSPECT
Open with flow of 500 gpm if Newport Reservoir level drops
—TO —VALVE
below 7 feet
Walnt flow is regulated by a flow control pattern in the calibration
WALNUT OC43
scenario. For all other scenarios, one valve is set to maintain 65
Walnut
1
WALNUT2 0C43
psi locally; one valve is set to open with flow of 1000 gpm if the
WALNUT3 OC43
Newport Resevoir level drops below 7 feet and the last valve
—
opens with flow of 1500 gpm if the level in Newport Reservoir
drops below 6 feet
Newport
2
NEWPORT_TO—VALVE
Maintains pressure of 44 psi locally
Peters
2
PETERS
Maintains pressure of 38 psi locally
Canyon
—CANYON —VALVE
[Rawlings]
1
RAWLINGS—TO
Open with flow of 500 gpm if Newport Reservoir level drops
below 5 feet
The pipeline friction factors used in the hydraulic model
are shown in Table 7-7. In addition to material type,
other factors that affect the pipe roughness coefficient
include the number of connections to the pipe, the
quality of construction, and the number of bends and
tees. A direct correlation between pipe age and material
has not clearly been defined at the time of this study. It
has often been found that the pipe roughness coefficient
depends heavily on the corrosiveness of the water
conveyed and pipe velocities.
Table 7-7
Pine Rouahness Coefficients
Pipe
Diameter
Pipe Roughness Coefficient
Ductile Iron,
Steel, & AC Pipe
PVC Pipe
4-inch
100
120
6-8 inch
120
130
10-14 inch
130
140
16-24 inch
140
-
CITY OF TUSTIN 7-9 Water Master Plan
SECTION 8
MODEL CALIBRATION
The existing water system model was calibrated to verify the accuracy of the model, system
configuration, and the hydraulic parameters utilized. The general calibration methodology was to
gather as much system information as possible from available SCADA system data and pressure and
reservoir level measuring equipment temporarily installed in the field. This information was then used
for input into the model as well as comparison of model and field results. Typical indicators of an
accurate model include the following:
➢ Pressure differences of five (5) percent or less
➢ Well and booster pump station flow differences of five (5) percent or less
➢ Reservoir level differences of 1 foot or less
Supervisory Control and Data Acquisition (SCADA) information was collected from September 15,
2021 through September 30,2021 and used in calibrating the 48-hour extended period simulation.
The following data was provided in 5 minute intervals.
➢ Reservoirs - water levels
➢ Well Pumps - flows and pressures
➢ Booster Pumps — flows and pressures
➢ Imported Water Connections —flows and pressures
In addition to the data available via the SCADA system, pressure data was collected in the field by
installing pressure data loggers on thirty (30) fire hydrants during the calibration period. The selected
locations were scattered throughout the service area, as shown on Figure 8-1, in order to obtain
representative pressure measurements in each pressure zone. The locations were specifically
selected away from main facilities such as the reservoir, wells, and imported water connections where
pressures were not expected to vary as much and/or where pressure information was already
available in the existing SCADA system.
The City's new Simon Ranch Reservoir was in operation during the calibration period, but there was
not yet power at the site so the level sensors were not recording to the SCADA system as they will in
the near future. Therefore, a water level data logger was installed in the City's new Simon Ranch
Reservoir to record reservoir levels during the calibration period.
CITY OF TUSTIN 8-1 Water Master Plan
MODEL CALIBRATION
Water usage can vary significantly throughout the year. The calibration period was selected in an
attempt to capture a high demand period when water is generally being drawn from the storage
reservoir or from the imported water connections during peak hours of the day. A 48-hour period was
selected to represent normal conditions and operations for the time period in which SCADA and field
data was collected. "Normal conditions" means that there were no noticeable anomalies and/or
significant variation in the flows and pressures that could indicate an unusual event such as a fire or
a main break. A 48-hour period, from September 20, 2021 to September 21, 2021, was selected as
the calibration period so as to cover a consecutive irrigation day and a non -irrigation day.
Demand allocation for the calibration scenario was based on the summertime distribution represented
by the water billing data during the period September 2021 through November 2021. The demands
were globally adjusted to match the total average daily supply entering the system (well flow +
imported water flow +/- water from reservoirs) during the calibration period.
Hourly water usage for Zone 1, Zone 2, and Zone 3 was determined based upon data collected from
the City's SCADA system during the calibration period. The flow from the wells and imported water
connections and water levels in the reservoir were utilized in calculating the total amount of water
used in each zone in 5-minute increments. The zonal diurnal demand curves are shown on Figures
8-2 through 8-4.
Edinger Well and Walnut Well were on the entire calibration period and the pump curves were utilized
to determine the flows during the calibration period. The 171h Street Well 3 and 4 flows were input
into the model per the calibration period SCADA information using a flow pattern. The City records
static water levels and pumping water levels at each well on a monthly basis. The groundwater
elevation at each well was calculated by subtracting the static water level or the pumping water level
from the ground surface elevation and input into the hydraulic model. The well flows for the calibration
period are shown on Figure 8-5 through Figure 8-8.
The flows at the imported water connections were input into the model per the calibration period
SCADA information using a flow pattern. The imported water flows for the calibration period are
shown on Figure 8-9 through Figure 8-12.
The Main Street and Simon Ranch Booster Pump Stations were operated by time controls per the
calibration period SCADA information and the pump curves were utilized to determine the flows during
the calibration period. The 1711 Street Booster Pump Station flows were input into the model per the
calibration period SCADA information using a flow pattern. The pump station flows for the calibration
period are shown on Figure 8-13 through Figure 8-17. The Rawlings Booster Pump Station did not
operate during the calibration period.
CITY OF TUSTIN 8-3 Water Master Plan
MODEL CALIBRATION
The initial reservoir levels were set to match those of the initial calibration period (September 20,
2021). The reservoir levels for the calibration period are shown on Figure 8-18 through Figure 8-23.
The comparison of SCADA data versus model data is shown on each figure. All reservoir levels in
Zone 1 were within 1 foot throughout the calibration period which is evidence of a well calibrated
model. The levels in Lyttle Reservoir (Zone 3) did not match within 1 foot. It is believed this is due
to the small size of the reservoir.
The comparison of SCADA data to model data at each of the pressure data logger locations is shown
in Table 8-1. The difference in average pressures ranged from 0.1 psi to 5.4 psi. All model pressures
were within 5 percent of the SCADA pressures recorded during the calibration period.
The pressure data comparison graphs are shown in Appendix 8-1.
Fire hydrant flow tests were conducted at ten (10) locations on September 29, 2021. The sites were
selected to help further calibrate the model. The fire hydrant flow test locations were chosen near
ten (10) of the thirty (30) portable pressure data loggers, described in Section 8-3. The loggers
recorded the static pressure and residual pressure once the nearby hydrants were opened. The ten
(10) hydrant test locations are shown on Figure 8-24.
Following the hydrant flow tests, the recorded field flow rates were applied to the model calibration
scenario at the time of day in which the hydrant test was performed. A comparison of the recorded
flows and pressures and the model results and corresponding recommendations are included in Table
8-2.
The pressure drop (difference between static and residual pressure at the nearby hydrant) was used
for comparison purposes to verify the model. Potential factors that may contribute to the differences
in results include: corrosion in fire hydrant laterals, partially closed valves at the hydrants or in the
system, inaccurate model node elevations versus actual field elevations, and inaccuracies in the
hydrant testing equipment.
The difference in pressure drop between the field data and model data was less than 5.3 psi at all
hydrant testing locations. The hydraulic model was determined to be well calibrated.
There are two notable findings are as follows:
➢ Static pressure at HYD-1034 should be about 66 psi, based on a reservoir high water level of
480 feet and the hydrant elevation of 328 feet. On the day of the fire hydrant flow testing, the
static pressure at HYD-1034 was measured to be 53 psi. This is a significant difference. It is
recommended that the City to check the vicinity for obstructions in the system or partially
closed valves:
The drop in pressure at HYD-1344 was greater than expected in the field than what is
predicted by the hydraulic model. In the field, the pressure dropped 11 psi during the fire
hydrant flow test. In the model, the pressure dropped by 5.7 psi. It is recommended that the
City to check the vicinity for obstructions in the system or partially closed valves:
CITY OF TUSTIN 8-4 Water Master Plan
MODEL CALIBRATION
Figure 8-2
Zone 1 - Calibration Period Diurnal Demand Curve
(September 20, 2021 — September 21, 2021)
oil
oil
Demand —Diurnal Factor
milliqr
1
off��Lli
n�
��
nnnnn-�++
�n�n
Iinnnirnnnnnn
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off
4
■ i i i i i i i i i i i i i i i i i i i i
f
CITY OF TUSTIN 8-5 Water Master Plan
4,500
4,000
3,500
3,000
2,500
CL
cm
2,000
m 1,500
1,000
500
0
MODEL CALIBRATION
Figure 8-3
Zone 2 - Calibration Period Diurnal Demand Curve
(September 20, 2021 - September 21, 2021)
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r r r r r r r r r
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O N N N N N N N N N O 4 d N N N N N N N N N O O r N N N N N N N N N r r r N N N NNNNNN r r N
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Q7Q)Q)0)Q)07Q)07Q)07a2Aa5 056'i0567aO'la056707tn6}676'i676'i6707tn0}tn650765076505a523
Date and Time
4
3.5
3
2.5
2 `a
U
I�
LL
1.5 �
1
0.5
0
CITY OF TUSTIN 8-6 Water Master Plan
MODEL CALIBRATION
Figure 8-4
Zone 3 - Calibration Period Diurnal Demand Curve
(September 20, 2021 - September 21, 2021)
9DD 5-DD
80D - Demand -Diurnal Factor 4-5D
70D 4-DD
00 3-5D
E 3-DO
5DD
4DD
4D 2-GO u_
❑ 3DD ILco
200
1-DD
100 0-5D 1 nrl
0 - - - - - - _ . ..-.. . - -- - D-00
�a������ aLa_oLa-oLOLoLa-a-a-a-a-�����<t:lc c1c cit cic,:t,�caLOLa- OLa_a- a- a- a- aLa- aLd
CD(--]C3aC3(--3 1=3 1=3 (--3CDCDCDCDaCDCDCDCDCDCDC3aCDCDCDCD1=3 �--3 �--] 1=3C3C3CDCDCDCDCDCDCDaa1=) 1=3 (--3 (--3QCDCDCD
CD CD CD CD CD CD CD CD CD CD CD C3 i=3 CD CD CD CD CD CD CD CD f=3 i=3 CD CD CD CD CD CD CD CD f=3 CD CD i=3 CD CD CD CD f=3 CD CD CD CD CD CD CD CD CD
_CD CD f=3 CD CD i=P i=P CD CDCD CD CD i=P i=P CD CD CD CD C"j___
CV CV CV CV CV CV CV - - - ZN N V CV CV CV
Date and Time
CITY OF TUSTIN 8-7 Water Master Plan
MODEL CALIBRATION
Figure 8-5
Edinger Well Flows during Calibration Period
24 00
220D
2D00
1800
'
16 00
1400
Q
1200
m
1000
a
80D
E:
60D
-Edinger Well SCADA Flow {gpm)
400
20D
-Edinger Well M odel Flow (gpm)
0
dQQQQQQQQQddaaaaoLoLa_aaaaaQQddQQQQQQQQaaaaaaaaaoLoLa_Q
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N N M V 'n CO f- co m O N N P7 Lf7 CO f- M m O N N M Uf7 CD F+ 07 m O N N co V f) [O f- M m O N
N N N N N N N N N r N N N N N N N N N N N N N N N N N N N N N N N N N N N
O N N N N N N N N N O d O N N N N N N N N N O O N N N N N N N N N N N N N N N N
— C — —
N QIQI QIQIQI QIQI QIQI NN NQ] Q)a as as as NN NQ] Q]Q7 Q7Q7m a(B aQd Qdr� rnrn rnrn'm'm'mrn'mrti!m
M m m m m m m m m m m m m
Date and Time
Figure 8-6
Walnut Well Flows during Calibration Period
600
500
400
Q 30D
m
200
10
100
—Walnut Well SCADA Flow (gpm)
—Walnut Well M odel Flow (gpm)
6
�dQQQQQQQQ��aaaaaaaaaa-a-a- QQQddQQQQaaaaaaaaaaaad
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
ri m v u-, co r- m m o— eti N m v en ea r- m m o m v uj eo r- m m o m v un m r- eo m o m ri
O N N N N N N N N N O O O N N N N N N N N N N N N N N N N — — — N N N N N N N N N — — N
r�`m`m`mrnrnrn8—, 8-, rnrnrn8 rn iim���rnrnrnrn`m`m`m`m`mc,�jNNrnrnrn`m`m`m`m`mrnN�_-E-_
m m m m m m m m m m m m m
Date and Time
CITY OF TUSTIN 8-8 Water Master Plan
MODEL CALIBRATION
Figure 8-7
1711 Street Well 3 Flows during Calibration Period
so
■■■■■■■■■■■■1��11w1�■■�■R+�!,�!1�*�1�,1Af
l■■■■■■��L'I�I�I'�IW�w�I
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irli
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■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ow
■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■-17th
1■
Street_ od - . i
Figure 8-8
17th Street Well 4 Flows during Calibration Period
1200
1100
1000
900
800
I`
700
a
&00
�
500
LL
400
300
-17th Street Well 4 SCADA Flow (gpm)
200
100
-17th Street Well 4 Model Flow (gpm)
1111111111111111111
0
ddddddddddddaao 0 0 0 [io 0 o v v 4444444dd444o-o-aaaaaaaaa_a_d
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N [V fV CV 0 4 0 0 0 0 0 k
O SV CV CV CV CV CV N N N O O O CV CV CV CV GV 2V CV L, L, O O [V CV CV CV N N 2" 2" CV N CV CV CV N [V CV CV CV < < N
�d7 dS dS d7 d_id_id_i d_i d—iiiidS d7 d7 d7 dS CV CV Nd7 d_i d_i d_i d_i d_i d_i d_i d_i
mmmd_i
m m—ii
m mm
d� d� d� d� d� d� d� dS d7 d7 d� d� d�
Date and Tme
CITY OF TUSTIN 8-9 Water Master Plan
MODEL CALIBRATION
Figure 8-9
OC43 Walnut Import Connection Flows during Calibration Period
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
-OC43 Walnut Import Connection SCADA Flow (gpm)
-OC43Walnut Import ConnectionModel Flow (gpm)
. . . . . . . . . . . . . . . mama . ■ ■ . . . .
Figure 8-10
Peters Canyon Import Connection Flows during Calibration Period
250
200
150
E
Q
100
0
a
LL
50
-Peters Canyon Import Connection SCADA Flow (gpm)
-Peters Canyon Import Connection M odel Flow (gpm)
0
ddddddddddddaaaaaaaaaaaaddddddddddddaaaaaaaaaaaad
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
(V �NCr] V �f] cormmo �eti�Nmq�nmr mrno� ri�Nr�q�nmrm rno�ri �NC�]V�f] mrmrn o�ni
N-- N N N— N— --
N 4 O 4 0 0 0 4 0 0 N N Q 4 4 4 4 O O O O O N N N N N N N N N
O N N N N N N N N N O O O N N N N N N N N N ID O r N N N N N N N N N r r N N N N N N N N N r r N
�d—i dS d7 d_i d_i d_i d—ii dSN NNd_i d—i dS d7 d_i d_i d_i d—iiNN Nd_i d_i d—i dS d7 d_i d_i d_i iNNN d_i d_i d—ii dS d_i d_i d_i d_i NNN
rn m rn rn m m rn m m rn rn m m
Date and Time
CITY OF TUSTIN 8-10 Water Master Plan
MODEL CALIBRATION
Figure 8-11
Newport Import Connection Flows during Calibration Period
.. .. .
1■■■■■■■F1■■■■■■■■■■■■■■■■■■
oil
1■■■■■■■���
i■■■■■■■■■■■■■■■■■
.. .. .. ..
"1�■■■11■■■■■■■■■■I�i■iiTl����
���"�I�
�I■■L'
I■■■■■■■■■■■■11■■�'T
II'�
Figure 8-12
Hewes Import Connection Flows during Calibration Period
.;;
�■��W���1■■■■■■■■■■11■■A�1R+?��I������Ir�l1■■■■■■■■■��i�r��l�ll.�l
CITY OF TUSTIN 8-11 Water Master Plan
MODEL CALIBRATION
Figure 8-13
171h Street Zone 1 BPS, Pump 1 Flows during Calibration Period
'
0NOR
`IISIR:`111
MR.
1.1MIRI!RI
NMEME1.MER."Mw�l���w��!IA��A��
■■■■■■■■■■■■■■■■■■■■■■■I
BPS .. . , .
1■
■■■■■■■■■■■■■■■■■■■■■■■I
Figure 8-14
17th Street Zone 1 BPS, Pump 2 Flows during Calibration Period
Af
1
1 7th St Zone 1 BPS Pump 2 SCADA
Flo% (gp
17th St Zone 1 BPS Pump 2 Model
Flow (gpm)
CITY OF TUSTIN 8-12 Water Master Plan
MODEL CALIBRATION
Figure 8-15
Main Street BPS Flows during Calibration Period
1800
FTFTFFI
1600
-Main Street BPS SCADA Flow (gpm)
1400
-Main Street BPS Model Flow (gpm)
1200
Q
1000
0
800
LL
600
400
200
0
dddddddddddda-aaaa_aaaaa_aadddddddddddda-aaaaaaaaa_aad
a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
ID o 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
cvr nim vuiioreio o)D rev mvui (jDr mm oD -" m'qT uoio r-mm o� evr"mv enio r-mmo Iry
o CD CD `o`o`o`o`o `oc`c`� CD CD `o`o`o CD CD CD CD�-
C7 N N N N N N N N N C7 O C7 N N N N N N N N N C7 aN N N N N N N N N N N N N N N N [V N N
�� Qlm mm mmrn mN NN mm �Q]m mm ��] NNN mm mm m� Qlmm NN Nm mm� Qlm mm Q]N NN
��rn mrnm may m m mm
Date and Time
Figure 8-16
Simon Ranch BPS, Pump 1 Flows during Calibration Period
500
450
l-- Simon Ranch BPS Pump 1 SCADA Flow (gpm)
-Simon Ranch BPS Pump 1 M odel Flaw (gpm)
400
350
300
Q
m
u
250
0
a
200
FL
150
100
50
0
QQQQQQQddQQQo_aao_o_o_o_o_o_o_o_a�Q�dQQQQQQQQo_o_o_v_v_v_aaao_o_o_Q
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N N [*] I e0 to r— M M L D N N [*7 ei] (0 f— M M L7 N N m r in (0 f— m m L D N N Cam] V l in (0 I+ m m D r [V
r�
N N N N N— N N N �N— N N N N N �
`ID `ID `ID `C; O`eD 0O0 `ID `e, `e, `eDO `e; `ID `e; `D C�
N
mma�maamo�a�m��� mmaama�a�mv�m�� �i�Q]47mmQ]Q]Q]Q]� g
agM
m mv�m mm m m a)Mm
Date and Time
CITY OF TUSTIN 8-13 Water Master Plan
MODEL CALIBRATION
Figure 8-17
Simon Ranch BPS, Pump 2 Flows during Calibration Period
600
11111111111111
—Simon Ranch BPS Pump 2 SCADA Flow (gpm}
500
—Simon Ranch BPS Pump 2 Model Flow (gpm)
400
E
300
0
a
LL
200
100
0
dd�4�dddd��daaao_ o_aaaao_o_adddd��ddddd�o-aaao_o_o_o_aaao_�
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0
cti r c�i M y rn cD r co of o ry r r i M v ui to r- nm m o ry r r i M v In io r m m o cv r r i M v ui (o r- m M o ry
r r r r r
ei cv cv cv ri ev c.i ri ri � � ri ri ri ri ri ri ev ri ev � � ci cv cv ri ev ri ri ri cv � � ci ri ri ev r� ri ri ri ri �
�0000000�a;a;a
O N N N N N N N N N O O O N N N N N N N N N O O r N N N N N N N N N N N N N N N N N N N
r0)a�mmmm a�a o r�i(m Q]]Q77Q]Q]Q] Q]mCDM ma�a o v�mmasmckr r�mmma mmmmasN0)k
0) mrnm CDrnrn a)a)rn
Date and Time
Figure 8-18
Main Street Reservoir Level during Calibration Period
—Min Street Reservoir Model Level (ft)
............ ............
CITY OF TUSTIN 8-14 Water Master Plan
MODEL CALIBRATION
Figure 8-19
Foothill Reservoir Level during Calibration Period
NONE
Figure 8-20
Newport Reservoir Level during Calibration Period
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■�
CITY OF TUSTIN 8-15 Water Master Plan
MODEL CALIBRATION
Figure 8-21
Rawlings Reservoir Level during Calibration Period
■■■■■■■■■■■■■■■■■■���■■�iwA��*�■■__■■���.�.ir■■rr�
.ter
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
'
■■■■■■■■■■■■■■■■■■■■■■■■■■■—Rawlings Reservoir i■
Model.D
■■■■■■■■■■■■■■■■■■■■■■■■■■■ i■
Figure 8-22
Simon Ranch Reservoir Level during Calibration Period
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
---------
■■■■■■■■■■■■■■■■■■■■■■■■■■r----Simon
,—__
—Si�■
Ranrh Reservoir Level
■■■■■■■■■■■■■■■■■■■■■■■■■■�■el
■■■:■■■■■■:■■n �moon
............ ............
CITY OF TUSTIN 8-16 Water Master Plan
MODEL CALIBRATION
Figure 8-23
Lyttle Reservoir Level during Calibration Period
'
■■■■■■■■■■■■■■■■■■■■■\`■\Ili■■■■■■■■■■■■■■■■■■■■■■
'
I■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■1
—LyI■
Le
Reservoir --------J■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■1
■■■■■■■■■■■■■■■■■■■■■■■■■■■■L--------
- -- - --- - - ---- -- - - - -
CITY OF TUSTIN 8-17 Water Master Plan
MODEL CALIBRATION
Table 8-1
Pressure Data Comparison
Site
Number
Model
Junction ID
Result
Location
Minimum
Pressure
(psi)
Maximum
Pressure
(psi)
Average
Pressure
(psi)
Difference
from
Model
Average
(psi)
Difference
from Model
Average
(0/0)
Comments
Site 1
HYD-122
Field
88.4
109.3
100.5
1.8
-1.9%
Model
85.9
105.7
98.7
Site 2
HYD-196
Field
79.7
98.9
91.3
1.0
-1.2%
Model
77.8
97.2
90.2
Site 3
HYD-455
Field
76.9
91.6
87.0
-0.6
0.7%
Model
77.5
92.8
87.7
Site 4
HYD-390
Field
65.1
81.8
76.5
0.1
-0.1%
Model
63.3
82.4
76.4
Site 5
HYD-1041
Field
106.3
124.0
114.7
5.4
-5.0%
Zone 3
Model
102.3
114.9
109.3
Site 6
HYD-651
Field
56.6
71.1
66.6
0.3
-0.4%
Model
56.5
70.9
66.3
Site 7
HYD-815
Field
NA
NA
NA
Model
47.4
57.4
55.0
Site 8
HYD-876
Field
77.7
96.9
88.
30.3
-0.3%
Model
81.1
93.3
88.0
Site 9
HYD-913
Field
60.3
75.3
68.
40.5
-0.7%
Model
62.1
73.1
67.9
Site 10
HYD-1013
Field
NA
NA
NA
No data on pressure data
logger
Model
39.5
48.5
46.5
Site 11
HYD-1037
Field
74.3
87.8
81.7
1.4
-1.7%
Model
74.2
84.1
80.3
Site 12
HYD-1069
Field
45.3
58.4
52.2
0.4
-0.7%
Model
45.9
56.7
51.8
Site 13
HYD-1137
Field
29.4
39.6
36.9
-0.4
1.0%
Model
31.0
39.2
37.3
Site 14
HYD-1159
Field
32.6
42.4
39.7
-0.7
1.7%
Model
34.5
42.3
40.4
Site 15
HYD-1183
Field
20.2
25.5
23.5
0.1
-0.3%
Model
21.3
24.8
23.4
Site 16
HYD-1187
Field
41.4
49.6
47.1
-0.8
1.6%
Model
43.2
49.8
47.9
Site 17
HYD-1251
Field
24.8
30.6
28.4
-0.4
1.4%
Model
26.6
30.1
28.8
Site 18
HYD-1348
Field
58.9
70.6
66.9
0.3
-0.5%
Model
59.5
69.5
66.6
Site 19
HYD-1377
Field
NA
NA
NA
Pressure data logger failed two
Idays into calibration period
Model
59.8
78.6
72.6
Site 20
HYD-1418
Field
45.6
52.4
50.3
0.4
-0.9%
Model
46.3
51.3
49.8
Site 21
HYD-1426
Field
94.6
114.7
106.7
1.0
-0.9%
Model
92.8
112.7
105.7
Site 22
HYD-1454
Field
46.1
58.7
55. 1
0.5
-0.8%
Model
48.1
57.2
54.6
Site 23
HYD-850
Field
72.0
103.0
90.6
-0.8
0.8%
Model
78.4
97.3
91.3
Site 24
HYD-1535
Field
64.9
79.1
74.6
0.2
-0.3%
Model
64.4
79.2
74.4
Site 25
HYD-1619
Field
14.5
17.4
16.2
-0.4
2.6%
Model
15.1
17.8
16.6
Site 26
HYD-1468
Field
27.2
35.3
32.7
0.4
-1.2%
Model
28.3
33.8
32.3
Site 27
HYD-1664
Field
63.9
82.0
73.3
-1.3
1.8%
Model
68.4
79.9
74.6
Site 28
HYD-701
Field
67.6
80.5
77.0
-0.2
0.2%
Model
69.4
80.4
77.2
Site 29
HYD-1753
Field
39.5
48.0
45.4
-0.5
1.2%
Model
41.4
47.9
46.0
Site 30
HYD-1891
Field
52.9
85.0
71.0
-0.3
0.4%
Model
58.5
77.2
71.3
Total Average %Difference
0.8
1.1%
CITY OF TUSTIN 8-18 Water Master Plan
MODEL CALIBRATION
Table 8-2
Fire Hydrant Test Results
General Information
Flow Hydrant Field Data
Residual
Hydrant
Field Data
Residual Hydrant Model Results
Te st
P re ssu re
Elev at
Static
Pitot Tube
Hydrant
Elev at
Static
Residual
Pressure
Static
Residual
Model
Drop
Location
Zone
Model
Pressure
Pressure
Flow
Model
Pressure
Pressure
Drop
Pressure
Pressure
Pressure
Difference
ID
Location
Zon -
HGI •
Date -
Time •
Model II •
ID (ft f
(psi)
(psi)
(gprr •
Model
ID
(psi)
(psi) -
(psi)
Model
(psi)
(psi)
Drop (p y
(psi)
Comments f
Sunflower, East of
1
1
305
9/29/2021
9:43
HYD-1309
203
40.0
30.0
832
HYD-1211
204
40.0
38.0
2.0
HYD-1211
39.2
38.3
0.9
1.1
Sakioka
2
Fuchsia
2
395
9/29/2021
10:04
HYD-1411
226
74.0
36.0
911
HYD-1407
228
74.0
62.0
12.0
HYD-1407
70.0
57.3
12.7
-0.7
Static pressure at HYD-1034
should be about 65 psi. It is
Paularino, east of
3
3
480
9/29/2021
10:59
HYD-1033
320
67.0
50.0
1,075
HYD-1034
328
53.0
50.0
3.0
HYD-1034
67.0
62.1
4.9
-1.9
recommended that City check the
Redhill
vicinity for obstructions or partially
closed valves.
Drop in pressure at HYD-1344 was
greater than expected in the field
than what is predicted by the
El Camino, east of
4
1
305
9/29/2021
11:46
HYD-1344
114
80.0
34.0
886
HYD-548
109
82.0
71.0
11.0
HYD-548
81.2
75.5
5.7
5.3
hydraulic model. It is
Monterey
recommended that City check the
vicinity for obstructions or partially
closed valves.
Gibraltar, north of
5
1
305
9/29/2021
8:58
HYD-652
143
67.0
48.0
1,053
HYD-647
143
67.0
65.0
2.0
HYD-647
67.0
65.0
2.0
0.0
Sumatra
Charlie, south of
6
1
305
9/29/2021
8:26
HYD-1679
100
91.0
65.0
1,225
HYD-1680
100
90.0
86.0
4.0
HYD-1680
91.5
87.4
4.1
-0.1
Hamilton
Virginia, west of
7
1
305
9/29/2021
7:40
HYD-1489
63
110.0
75.0
1,316
HYD-1428
64
108.0
98.0
10.0
HYD-1428
107.0
99.8
7.2
2.8
Santana
Westminster, south
8
2
395
9/29/2021
10:27
HYD-1185
221
33.0
23.0
728
HYD-1186
213
37.0
35.0
2.0
HYD-1186
36.1
35.5
0.6
1.4
of 18th
Joann, west of
9
1
305
9/29/2021
11:28
HYD-1415
142
68.0
46.0
1,031
HYD-583
138
70.0
68.0
2.0
HYD-583
70.1
68.2
1.9
0.1
Federal
Discovery and
10
1
305
9/29/2021
9:18
HYD-950
165
58.0
39.0
949
HYD-1847
164
57.0
55.0
2.0
HYD-1847
56.6
54.6
2.0
0.0
Starburst
Note: The fire flows were applied to the calibration scenario in the model to compare pressure drops to the field data.
CITY OF TUSTIN 8-20 Water Master Plan
SECTION 9
SYSTEM ANALYSIS
The established performance evaluation criteria detailed in Section 6 and the calibrated hydraulic
model were utilized in analyzing the system and evaluating its adequacy. The system model was
calibrated by simulating actual system conditions and making adjustments to the model (Section 8).
The model was then utilized to analyze the existing system under average day, maximum day, peak
hour, and maximum day plus fire flow conditions. Analysis of the City's source of supply, storage,
and pumping facilities were also conducted (Sections 9-2 to 9-4).
Existing and future deficiencies were identified and mitigation projects were formulated based upon
the results of the model runs, the facility analysis, and input from City staff. Proposed projects were
added in the hydraulic model to test the operation of the system after implementation. The results of
the analyses were used in formulating the capital improvement program (Section 14).
The criterion established requires the City's source of supply to be equal to one maximum day
demand. For the City of Tustin, the existing maximum day demand is 9,680 gpm (13.94 mgd) and
the future maximum day demand is estimated at 9,766 gpm (14.06 mgd).
The City's existing near -term groundwater supply (active well capacities plus near term well
capacities), shown in Table 9-1, is 9,720 gpm which exceeds the existing maximum day demand.
The future maximum day demand is slightly higher than the existing source of supply available. As
wells are rehabilitated and/or replaced in the future (see Section 10 and 14 for well improvement
recommendations), the supply criteria will be met.
Table 9-1
Well Canacities
Source of Supply
Well Capacity
(gpm)
Comments
17th Street Well No. 3 (17th St Desalter)
660
85% of 773 gpm (per 2021 efficiency test) to
account for losses through 17th Street Desalter
17th Street Well No. 4 (17th St Desalter)
1,050
85% of 1239 gpm (per 2021 efficiency test) to
account for losses through 17th Street Desalter
Beneta Well (PFAS Plant)
1,000
Capacity of new well constructed 2022
Columbus Well (PFAS Plant)
990
Capacity per 2018 efficiency test
Pasadena Well (PFAS Plant)
1,800
Capacity limited to 1,800 gpm due to sanding
Vandenburg Well (PFAS Plant)
1,070
Capacity per 2018 efficiency test; Capacity limited
to 1,100 gpm due to loss of suction
Main Street Well No. 3
600
Design capacity is 1,250 gpm but currently can only
pump 600 gpm into system
Main Street Well No. 4
450
Capacity limited to 450 gpm to reduce silt levels.
Edinger Well
1,600
Optimum pump capacity
Walnut Well
500
Capacity per 2021 efficiency test
Tota 1
9,720
'Tustin Well was not included because it is abandoned.
*Prospect Well was not included because it is planned to be abandoned.
CITY OF TUSTIN 9-1 Water Master Plan
SYSTEM ANALYSIS
The imported water connections have a total capacity of 16,500 gpm as shown in Table 9-2, which
exceeds the existing and future maximum day demand. These connections are primarily planned to
be utilized during peak demand periods and emergencies.
Table 9-2
Imported Water Connection Caaacities
Source of Supply
Imported
Water
Connection
Capacity
(gpm)
Walnut (OC-43)
3,100
Ethelbee
3,100
Prospect
1,800
Rawlings
1,800
Hewes
1,800
Newport
1,800
Peter's Canyon
3,100
Totall
16,500
The pumping and supply analysis by hydraulic zone is shown in Table 9-3. All three zones meet the
established supply criteria.
For Zone 1, the pumping and supply criteria is the maximum day demand of the entire system. This
is because most of the source water is generated in Zone 1 and then pumped to upper zones. The
supply is supplemented by water from the Zone 1 storage reservoirs during peak hour demands and
fire flow demands. The Main Street Booster Pump Station capacity was not considered in the analysis
based on the assumption that the pump station will repump the well water that is treated at the Main
Street Treatment Facility or future PFAS Treatment Facility. The firm capacity was considered to be
when the Walnut Imported Water Connection (largest capacity at 3,100 gpm) and Pasadena Well
(largest capacity at 1,800 gpm) was out of service. The total firm capacity is 13,660 gpm. The
maximum day demand of the entire system is 9,680 gpm. Therefore, the pumping and supply to
Zone 1 meets the established criteria.
For Zone 2, the pumping and supply criteria is the maximum day demand plus fire flow or the peak
hour demand of the zone, whichever is greater. The capacity of the 171" Street Booster Pump Station
into Zone 2 was utilized along with the Rawlings Booster Pump Station and the imported water
connections. The firm capacity was considered to be when one large pump (950 gpm) at Rawlings
BPS and the Peter's Canyon Import Connection (largest capacity at 3,100 gpm) was out of service.
The total firm capacity is 6,090 gpm. The required pumping and supply capacity is 4,952 gpm
(maximum day plus fire demand). Therefore, the pumping and supply to Zone 2 meets the
established criteria.
For Zone 3, the pumping and supply criteria is the maximum day demand plus fire flow. The firm
capacity at Simon Ranch Booster Pump Station was 3,450 gpm when one duty pump (950 gpm) was
out of service. The required pumping and supply capacity is 1,694 gpm (maximum day plus fire
demand). Therefore, the pumping and supply to Zone 3 meets the established criteria.
CITY OF TUSTIN 9-2 Water Master Plan
SYSTEM ANALYSIS
Table 9-3
Pumping and Supply Analysis by Zone
Pump Stations
Groundwater
Imported Water
Existing
Pumping
Existing
Existing
Maximum
Existing
and
Total
Average
Maximum
Fire
Day plus
Peak
Supply
Firm
Firm
Firm
Firm
Day
Day
Flow
Fire Flow
Hour
Capacity
Pumping and Supply
Pump
Capacity
Capacity
Capacity
Capacity
Demand
Demand
Deman
Demand
Demand
Required
Criteria
Zone
Criteria
Stations
(gpm)'
Wells
(gpm)2
Connections
(gpm)3
(gpm)
(gpm)
(gpm)
d (gpm)
(gpm)
(gpm)
(gpm)
Met
Beneta,
Columbus,
Edinger,
Walnut,
1
MDD of System
17th St (Z1)
1,200
Pasadena,
5,760
Ethelbee,
6,700
13,660
6,454 4
9,6804
-
-
-
9,680
Yes
Vandenburg,
Prospect,
Main St No. 3,
Rawlings
Main St No. 4,
Walnut
Hewes,
2
MDD + Fire Demand or Peak
Rawlings,
2,490
_
Newport,
3,600
6,090
968
1,452
3,500
4,952
4,414
4,952
Yes
Hour Demand of Zone 2
17th St (Z2)
Peter's
Canyon
3
MDD + Fire Demand of Zone
Simon
non
3,450
-
-
-
-
3,450
129
194
1,500
1,694
796
1,694
Yes
3
Pump Station Firm Capacity = Capacity without the largest duty pump
2 Groundwater Firm Capacity = Capacity without the largest capacity well
3Imported Water Firm Capacity = Capacity without the largest capacity imported water connection
4 Total System Demand
CITY OF TUSTIN 9-3 Water Master Plan
SYSTEM ANALYSIS
9-4.1 Operational Storage
The operational storage required depends on the number of wells in service. Under normal operation
conditions with all wells operating, the existing and future operational storage needed is 1.65 MG and
1.72 MG, respectively. If the 17th Street Desalter is out of service, the existing and future operational
storage needed is 2.92 MG and 3.00 MG, respectively. If the future PFAS treatment plant is out of
service, the existing and future operational storage needed is 6.36 MG and 6.49 MG, respectively.
See section 6-4.1 for further explanation.
9-4.2 Emergency Storage
Emergency storage is not required due to the fact that the City's primary source of supply is going to
be groundwater and the well capacity (10,120 gpm) is greater than the existing (6,454 gpm) and
future (6,776 gpm) average day demand of the system.
9-4.3 Fire Suppression Storage
Fire suppression storage is the volume required to supply the service area with the required fire flows,
which range from 1,500 gpm for a duration of two (2) hours to 4,000 gpm for a duration of four (4)
hours. The fire suppression storage required is 0.96 million gallons.
9-4.4 Storage Analysis
The existing and future system storage analysis is illustrated in Table 9-4. The operational storage
was set at about 6.4 MG which is the amount needed if the PFAS treatment plant were out of service.
This is considered a worst case scenario. The total required storage is calculated by increasing the
total by 15 percent so that a portion of the reservoir volume is available for variations in elevation and
to provide submergence over the reservoir outlet pipe.
Table 9-4
Storage Anal sis
Existing System
Conditions
Future System
Conditions
Average Day Demand (mgd)
6,454
6,511
Maximum Day Demand (mgd)
9,680
9,766
Fire Flow Demand (gpm)
4,000
4,000
Fire Flow Duration (hrs)
4
4
2Fire Suppression Storage (MG)
0.96
0.96
30perational Storage (MG)
6.36
6.49
Fire + Operational (MG)
7.32
7.45
4Total Storage Required MG
8.42
8.57
Existing Available Storage (MG)
13.80
13.80
Storage Surplus / Deficit (MG)i
5.38
5.23
'Highest fire flow demand required
2Fire flow demand x Fire flow duration
3Operational Storage if PFAS Treatment Plant is out of service.
4 1. 15 x (fire + operational storage required)
CITY OF TUSTIN 9-4 Water Master Plan
SYSTEM ANALYSIS
Per the criteria, the storage capacity is sufficient under existing and future demand conditions even
with the PFAS treatment plant out of service. There is a storage surplus of about 5.38 MG under
existing conditions and 5.23 MG under future conditions. This could be considered the minimum
above ground emergency storage that would be available for use.
As the Master Plan model was being constructed, the PFAS Treatment Facility and Main Street
Booster Pump Station design was simultaneously under development. Assumptions for the future
model scenarios were made as follows:
1. The booster pump station was set up with five pumps that have a capacity of 2500 gpm and
total dynamic head of 175 psi.
2. The PFAS wells (wells in which water will be treated at the future PFAS treatment facility)
were turned on in the model based on demand. As shown in Table 7-4, the wells turn on and
off based on the Newport Reservoir levels.
3. The Main Steet BPS maintains the Main Street between 12 feet and 18 feet. The five pumps
are staggered to turn on and off as shown in Table 7-5.
The hydraulic model was utilized to analyze the existing and future system under average day,
maximum day, peak hour, and maximum day plus fire flow conditions.
9-6.1 System Pressures
The minimum and maximum system pressures in each zone are summarized in Table 9-5.
Table 9-5
Svstem Pressures
Zone
Hydraulic
Grade (ft)
Minimum
Service
Elevation
(ft)
Maximum
Service
Elevation
(ft)
Minimum
Static
Pressure
(psi)
Maximum
Static
Pressure
(psi)
Existing
Future
Minimum
Dynamic
Pressure
(psi)
Maximum
Dynamic
Pressure
(psi)
Minimum
Dynamic
Pressure
(psi)
Maximum
Dynamic
Pressure
(psi)
1
305
63
235
30
105
21
115
24
119
2
395
169
284
48
98
35
100
37
99
3
480
219
404
33
113
30
116
29
125
CITY OF TUSTIN 9-5 Water Master Plan
SYSTEM ANALYSIS
The minimum system pressures are shown on Figure 9-1. Pressures under 20 psi are experienced
near all reservoirs on transmission mains. Service pressures under 40 psi (minimum pressure
criteria) are experienced in the northern portion of Zone 1 in the following general areas:
1. North of 17t" Street and west of Esplanade Avenue
2. South of 17t" Street, between Newport Avenue to Hewes Avenue
3. South of Skyline Drive, between Newport Avenue and Redhill Avenue
In the future, when the PFAS facility is in operation, the system pressures will generally decrease in
the northern portions of the system because the majority of the water will be supplied to the system
from the Main Street facility, instead of at various locations directly outside of the well facilities. The
future minimum system pressures are shown in Figure 9-2.
The maximum system pressures are shown on Figure 9-3. Service pressures exceed 80 psi
(maximum pressure per the plumbing code without a pressure regulator) in the lower portion of all
three zones:
1. South of Irvine Boulevard, east of Newport Avenue
2. South of 5 Fwy, west of Newport Avenue
9-6.2 System Velocities
There are two existing locations in the system that experience a maximum velocity exceeding the
criteria of 7 feet per second. These locations are shown on Figure 9-4 and are described as follows:
1. 6-inch pipe in Hewes Avenue and Fairhaven Avenue. The maximum velocity is 10.2 ft/s. The
high velocities are seen during peak hour demands, between 5 am and 7 am.
The 6-inch pipes should be replaced with 8-inch pipes when they reach the end of their useful
lives.
2. 12-inch pipe in Newport Avenue north of Foothill Boulevard downstream of the Newport
Turnout. The maximum velocity is estimated at 7.6 ft/s and happens during peak hour
irrigation days at 5 am.
The 12-inch pipe should be considered for upsizing when the Newport Reservoir is replaced
(see Section 11-3 for recommendations).
CITY OF TUSTIN 9-6 Water Master Plan
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SYSTEM ANALYSIS
The fire flow analysis was conducted utilizing the future maximum day demand scenario. This
scenario includes the future well collection system pipes, PFAS Treatment Facility, and pipe upgrades
in Main Street (see Section 7-5).
Fire flow demands, listed in Table 6-2, were applied at all fire hydrant locations in the model. If the
fire node was located near multiple land use types, the highest fire flow demand was utilized.
The fire flow criterion requires a residual pressure of 20 psi at the fire hydrant outlet. Initially, the fire
flow simulation is run globally and the entire fire flow demand is applied to one fire hydrant. This
identifies areas with low residual pressures.
Firefighting often takes place by using multiple fire hydrants with each providing approximately 1000
gpm to 1200 gpm of flow. Therefore, the next step in the analysis was to apply fire flow demand to
multiple hydrants in the areas identified with low residual pressures and rerun the analysis. Often,
the system was then able to meet the fire flow demands and provide the minimum residual pressure
of 20 psi at the fire hydrant outlet.
If the residual pressure criteria were still not met utilizing multiple hydrants in a certain area,
improvement recommendations were developed, which either include a pipe size increase, pipe
looping, and/or addition or relocation of fire hydrants. There are areas where fire flows can be
increased if the hydrant is connected to a larger pipe located nearby. In some cases the hydrant is
currently connected to a Zone 1 pipe and if it was connected to the nearby Zone 2 pipe, the fire flow
pressure and flow would be greatly increased.
The fire flow improvement locations are shown on Figure 9-5. Detailed descriptions of the
recommended improvements are provided in Table 9-6.
Table 9-6
Fire Flow Improvement Recommendations
Length of
Pipe to
Replace
Location
or Add
ID
Zone
Project Description
Comments
(ft)
Move hydrant connection (HYD-287) to 6-inch pipe instead of
(1) Hydrant
FF-1
1
3-inch pipe
connection
relocation
FF-2
1
Add two hydrants on Browning Avenue and/or Bryan Avenue
(2) Additional
near Utt Middle School
hydrants
City of Santa Ana added two fire hydrants on Tustin Avenue
FF-3
1
due to the new Chic-Fil-A and In -and -Out. It is assumed
these hydrants will provide fire service in this area.
(3) Additional
Add hydrants or move hydrant connections so that three
hydrants
hydrants are connected to 8-inch pipe in Mitchell Ave.
and/or
FF-4
1
Optionally, an 8-inch loop around the Villa Vallerto complex
hydrant
can be constructed for fire demand purposes.
connection
relocations
CITY OF TUSTIN 9-1 1 Water Master Plan
SYSTEM ANALYSIS
Table 9-6 (continued)
Fire Flow Improvement Recommendations
Length of
Pipe to
Replace
Location
or Add
ID
Zone
Project Description
Comments
(ft)
Add 8-inch in Loma Roja to loop system and add one (1)
FF-5
2
hydrant.
Additional
530
Add one (1) hydrant connected to 6-inch pipe in Skyline Dr.
y b
hydrants
FF-6
1
Add (2) hydrants connected to 16-inch pipe in Newport Ave.
(2) Additional
hydrants
Add 1 hydrant at intersection of Redhill Ave and Amberwood
Dr.
Additional
FF-7
2
Connect to 8-inch pipe in Red Hill Ave.
hydrant
hy
Upsize 4-inch pipe in Amberwood Dr to 8-inch pipe at the
end of its useful life.
Add 1 hydrant at intersection of Ervin Ln and Ellmar Cir.
(1) Additional
FF-8
2
Connect to 6-inch pipe in Ervin Ln.
hydrant
Add 8-inch pipe in La Loma Dr, from Colony Dr to Redhill
Ave. Add 8-inch pipe in Redhill Ave, from La Loma Dr to
(1) Additional
FF-9
2
Wyndham Ct. Add a hydrant at intersection of Redhill Ave
hydrant
1,000
and Windam Ct, connected to new 8-inch pipe.
The implementation of project FF-9, increases the fire flow to
Redhill Elementary School to about 2,900 gpm.
In order to meet the established fire flow criteria of 3,500
FF-10
2
gpm, the pipe in La Loma Dr from Newport Ave to Colony Dr
Additional
2,360
must be increased to an 8-inch pipe. An additional hydrant
hydrant
by
should be added near the school. The pipe in Redhill Ave,
from Wyndham Ct to Mardick Rd should be upsized to 8-
inch when it is replaced at the end of its useful life
Add 1 hydrant at intersection of Hewes Ave and Fairwood
(1) Additional
FF-11
2
Ln.
hydrant
Connect to 8-inch pipe in Hewes Ave.
Add 8-inch pipe to loop system from Whitby Cir to the south.
FF-12
1
A construction easement will be needed as the pipe will
200
need to be constructed on private property via a
driveway/parkingdriveway/parking area.
Add 1 hydrant at intersection of Newport Ave and Andrews
(1) Additional
FF-13
1
St.
hydrant
Connect to 16-inch pipe in Newport Ave.
Add hydrant between HYD-355 and HYD-501 to reduce
(1) Additional
FF-14
1
space in between
I hydrant
CITY OF TUSTIN 9-12 Water Master Plan
SYSTEM ANALYSIS
Table 9-6 (continued)
Fire Flow Improvement Recommendations
Length of
Pipe to
Replace
Location
or Add
ID
Zone
Project Description
Comments
(ft)
Add 8-inch pipe in Bent Twig Ln to loop system. Pipe will
FF-15
1
have to be in bridge or hand from bridge crossing drainage
75
channel.
FF-16
1
Add 8-inch loop from HYD-1885 to intersection of Plaza Wy
420
and Plaza Dr in alley of the development
Add 1 hydrant at intersection of Ethelbee Wy and Fairhaven
(1) Additional
FF-17
1
Ave.
hydrant
Connect to 10-inch pipe in Ethelbee Wy.
The model predicts that the system can provide about 2,250
gpm with 20 psi residual pressures. The City conducted fire
flow tests in the field and was able to flow 2,580 gpm with 22
psi residual in this area. The City recently experienced a fire
in this area and water supply proved sufficient to put the fire
out. Therefore, improvements for this area is not a high
priority.
FF-18
1
(1) Additional
1,000
In order to meet the established fire flow criteria of 3,000
hydrant
gpm, the pipe in Main St from Williams St to HYD-408 must
be increased to an 8-inch and a hydrant should be added on
Main St, west of Williams St. A connection between the two
housing complex pipe systems needs to be made as well.
This should be completed when the pipes are replaced at the
end of their useful lives.
Add 1 hydrant at intersection of 17th St and Deodar St.
(1) Additional
FF-19
1
Connect to 8-inch pipe in 17th St.
hydrant
FF-20
1
Add (1) hydrant. Connect to 8-inch pipe in McFadden Ave.
(1) Additional
hydrant
Move hydrant connection (HYD-1474) to 8-inch Zone 2 pipe
(1) Hydrant
FF-21
2
in Foothill Blvd.
connection
relocation
Move hydrant connections (HYD-1618, HYD-1619) to 8-inch
Zone 2 pipe in Foothill Blvd. Move hydrant connection (HYD-
1182) to 12-inch Zone 2 pipe in Newport Ave. Move hydrant
connection (HYD-1068) to 12-inch pipe in Newport Avenue.
(4) Hydrant
FF-22
2
connection
Verify if buildings have sprinkler systems and/or there are
relocations
private fire lines within the school property. If so, re-evaluate
fire flow availability. Upsize 6-inch pipe in Dodge Ave to 8-
inch when it is replaced at the end of its useful life.
CITY OF TUSTIN 9-13 Water Master Plan
SYSTEM ANALYSIS
Table 9-6 (continued)
Fire Flow Improvement Recommendations
Length of
Pipe to
Replace
Location
or Add
ID
Zone
Project Description
Comments
(ft)
Add 1 hydrant at intersection of Santa Clara Ave and
(1) Additional
FF-23
1
Fairmont Wy.
hydrant
Connect to 12-inch pipe in Santa Clara Ave.
FF-24
1
Replace 6-inch pipe with 8-inch pipe in Mauve Dr, from 17th
400
Street to Limetree Wy
FF-25
1
Add two hydrants connected to 6-inch pipe in 1st St, in front
(2) Additional
of multi- family complex
hydrants
Replace 6-inch pipe with 8-inch pipe in Tustin Village Wy,
north of Alliance Ave. Move hydrant connection (HYD-1695)
to new 8-inch pipe.
(1) Additional
hydrant,
FF-26
1
Replace 6-inch pipe with 8-inch pipe east of Williams St.
(2) Hydrant
1,300
Add one (1) hydrant and move hydrant connection (HYD-
connection
1690) to new 8-inch pipe.
relocations
Upsize 6-inch pipes to 8-inch pipes in area when it is
.replaced at the end of its useful life.
Move hydrant connection (HYD-840) to 6-inch pipe in Skyline
(1) Additional
hydrant,
FF-27
2
Add (1) hydrant on Skyline Dr. about 200 feet south of
(1) Hydrant
Beverly Glen Dr.
connection
relocation
FF-28
1
Add two hydrants connected to 12-inch pipe in on Esplanade
(2) Additional
Ave, between Lassen Dr and Fairhaven Ave
hydrants
FF-29
1
Replace 6-inch pipe with 8-inch pipe in Woodlawn Ave, from
330
La Colina Dr to Deborah Dr
FF-30
1
Replace 6-inch pipe with 8-inch pipe in Fairmon Wy and
700
along Santa Clara Ave, from Fairmont Wy to Marshall Ln
(3) Hydrant
FF-31
2
Move hydrant connections (HYD-1408, HYD-1412, HYD-
connection
1084) to 8-inch Zone 2 pipe in Hewes Ave.
relocation
Total
8,315
CITY OF TUSTIN 9-14 Water Master Plan
Blvd
7Ln
Foothill
High School
_3
F n r
SYSTEM ANALYSIS
The water age analysis was conducted utilizing the future average day demand scenario (6,510 gpm)
with the PFAS Treatment Facility assumed to be in operation. The controls were adjusted to allow
the model to run for a period of 3 months. During the analysis, the system reservoir levels varied as
shown in Table 9-7.
Table 9-7
Water Aae and Water Levels
Model ID
Reservoir
Zone
Water Age
Water Level
Maximum
Value
Minimum
Value
Max.
Value
ft
Min.
Value
ft
(hrs)
(days)
(hrs)
(days)
FOOTHILL RES
Foothill
1
124
5.2
104
4.3
11
7
MAIN _ST_TANK
Main Street
1
15
0.6
11
0.5
13
10
NEWPORT_RES
Newport
1
1541
6.4
85
3.5
14
11
RAWLINGS RES1
Rawlins No. 1
1
228
9.5
213
8.9
24
20
RAWLINGS RES2
Rawlins No. 2
1
228
9.5
213
8.9
24
20
SIMON RANCH RES
Simon Ranch
1
125
5.2
1041
4.31
121
5
LYTTLE RES
L the
3
190
7.9
1761
7.41
391
28
*Results provided for last 10 days of a 3 month analysis
The water age throughout the system is depicted on Figure 9-6. Generally, water age is lower in
areas close to the sources of supply such as Edinger Well, 17th Street Treatment Plant, and the
Hewes imported water connection. Water drawn out of the reservoirs, including Main Street
Reservoir, typically has a slightly higher water age.
Water age is the highest, between 9 and 11 days, in the northwest portion of Zone 1 because it is the
furthest away from the water sources (future PFAS Treatment Plant and 171h Street Treatment Plant).
The highest water age is seen in the model at endpoints in the system (i.e. stubouts, cul-de sacs,
areas without looping, etc.) or in areas where there was no demand placed in the hydraulic model.
This happened when for instance, there was a master meter for a development but the demand could
only be placed in the model at one location. In reality, there are several services pulling water from
the system at different locations. If individual services were all to be modeled, the water age analysis
results would be different.
Another instance is when the service lateral was not located close to the end of the pipe on a cul-de
sac. In this case the demand was placed at the next model node and no demand was placed at the
actual end point of the pipe. If the demand was placed at the end of the pipe, the water age analysis
results would be different and likely water age would be similar to the surrounding model nodes.
The aforementioned cases are due to limitations in the water model and do not represent water quality
issues. The City conducts water sampling and testing throughout the system on a regular basis and
has not experienced any water quality issues.
CITY OF TUSTIN 9-16 Water Master Plan
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SYSTEM ANALYSIS
9-9.1 Outage of Backbone Transmission Main in Newport Boulevard
A future maximum day scenario was run with a portion of the 20-inch transmission main closed at the
intersection of Newport Avenue and Foothill Boulevard. This simulates an outage of the transmission
main that provides the main supply of water to the Zone 1 Rawlings Reservoir and Zone 1 Newport
Reservoir. Water is forced to find its way through smaller pipelines towards Foothill Reservoir on the
west side of Zone 1 and eventually back to from the northwest to Rawlings Reservoir and Newport
Reservoir via the 16-inch pipe in Foothill Boulevard.
The notable results of the analysis are as follows:
➢ The Newport Reservoir level is generally maintained at about 10 to 12 feet.
➢ Rawlings Reservoir levels are generally maintained at about 20 to 22 feet.
➢ The water levels in Rawlings Reservoir and Foothill Reservoir rise to higher than normal
levels.
➢ The pressures in the system generally decrease in the vicinity of the Rawlings Reservoir and
Foothill Reservoir.
Generally, the model results show that the system should be able to sustain a break in the
transmission main in Newport Boulevard. There is enough looping and redundant pipes in the system
that the water finds its way to the Zone 1 Reservoirs.
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Figure 9-7
Zone 1 Reservoir Levels with Outage of Transmission Main in Newport Boulevard
Foothill Reservoir -Lyttle Reservoir
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CITY OF TUSTIN 9-18 Water Master Plan
SYSTEM ANALYSIS
9-9.2 Analysis without Zone 1 Imported Water Connections
A future maximum day scenario was run without the Zone 1 imported water connections in operation.
The flows for the Zone 1 supply sources are shown on Figure 9-8. For this scenario, it was assumed
that Pasadena Well pumps about 1800 gpm and Vandenberg Well pumps about 1500 gpm. These
values represent capacities closer to the current pumping rates.
The reservoir levels, shown on Figure 9-9, recover over the 48 hour model run (existing maximum
non -irrigation and irrigation demand days). This confirms that Zone 1 and Zone 3 can be operated in
the future with water supply solely from the groundwater sources and without the imported water
connections.
Figure 9-8
Supply Sources without IMDOrted Water Connections to Lone 'I
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CITY OF TUSTIN 9-19 Water Master P/an
SYSTEM ANALYSIS
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Figure 9-9
Keservoir Levels without Imported Water connections to Lone 'I
-Foothill Reservoir - Lyttle Reservoir
-Main Street Reservoir -Newport Reservoir
-Rawlings Reservoirs -Simon Ranch Reservoir
. . . . . . . . . . . .
- - - - - - - - - - - - - - • - - - - -
9-9.3 Zone 2 Pumping and Supply Analysis
The Zone 2 maximum day demand is about 1,452 gpm and the peak hour demand is about 4,414
gpm (see Table 4-4). The sources of supply and capacities to Zone 2 are as follow:
1. 171h Street Zone 2 BPS, Pump 1 (Capacity = 700 gpm based on pump curve)
2. 171h Street Zone 2 BPS, Pump 2 (Capacity = 700 gpm based on pump curve)
3. Rawlings BPS, Pump 1 (Capacity = 950 gpm based on pump curve) — constant speed
4. Rawlings BPS, Pump 2 (Capacity = 950 gpm based on pump curve) — constant speed
5. Rawlings BPS, Pump 3 (Capacity = 450 gpm based on pump curve) — variable speed
6. Rawlings BPS, Pump 4 (Capacity = 450 gpm based on pump curve) — variable speed
7. Hewes Imported Water Connection (Capacity up to 1,800 gpm)
8. Newport Imported Water Connection (Capacity up to 1,800 gpm)
9. Peter's Canyon Imported Water Connection (Capacity up to 1,800 gpm)
The total design capacity of the 17th Street Zone 2 Pump Station and the Rawlings Pump Station
with one large pump at Rawlings Pump Station out of service is 3,250 gpm. This exceeds the
CITY OF TUSTIN 9-20 Water Master Plan
SYSTEM ANALYSIS
maximum day demand of 1,452 gpm but is lower than the peak hour demand of 4,414 gpm. Because
Zone 2 is a closed zone without storage reservoirs, the imported water connections are needed to
supplement supply to Zone 2 during peak hour demands.
The Zone 2 pump controls were adjusted in the hydraulic model in an attempt to minimize the amount
of water entering Zone 2 from the imported water connections. The pump flows and flow through the
Newport Imported Water Connection are shown on Figure 9-10.
Figure 9-10
Typical Flows into Zone 2
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During this analysis, the constant speed pumps and variable speed pumps at Rawlings Booster Pump
Station could not be run simultaneously based on the controls provided by the City. The analysis
uses both variable speed pumps. If a constant speed pump is turned on in the model, the pressures
in Zone 2 increase dramatically causing an imbalance in Zone 2 because the supply exceeds the
demands. It is recommended that VFDs be added to the two larger pumps at Rawlings BPS (See
Section 12-2).
The 17th Street Zone 2 pumps are horizontal centrifugal pumps with very flat pump curves. The
latest efficiency test points are located on the far left of the curve, indicating that the pumps operate
inefficiently. In this scenario, the 171" Street Zone 2 pumps are pumping an average of 499 gpm and
366 gpm. This is less than the design capacity of 700 gpm.
CITY OF TUSTIN 9-21 Water Master Plan
SYSTEM ANALYSIS
It is recommended that a detailed hydraulic analysis be conducted for Zone 2 to confirm and
determine the following:
1. Need for additional VFDs at Rawlings BPS
2. Need for additional capacity at 17th Street Zone 2 BPS
3. Optimal operational settings for all Zone 2 supply sources to minimize or eliminate future
imported water needs
9-9.4 Zone 1 Transmission Main to Convey Water to Simon Ranch Reservoir
Currently, the City has difficulty conveying water to Simon Ranch Reservoir and keeping the Zone 1
Reservoirs at the same hydraulic grade line (HGL). Newport Reservoir and Rawlings Reservoirs fill
first and are about the same HGL throughout the day due to their close proximity. Simon Ranch
Reservoir is typically 3 to 8 feet lower in HGL depending on the time of day.
A future maximum day scenario was run with a proposed 20-inch transmission main from Newport
Avenue to the Simon Ranch Reservoir. Two alignments were selected as shown on Figure 9-11 and
are described as follows:
1. Alignment 1 starts at the intersection of Newport Avenue and La Colina Drive, continues
southeast in La Colina Drive, northeast in Browning Avenue, and ends at Beverly Glen
Drive. The total length of potential transmission main is about 7,900 feet.
2. Alignment 2 starts at the intersection of Newport Avenue and La Loma Drive, continues
southeast in La Loma Drive, southwest in Redhill Avenue, southeast to Beverly Glen
Drive, and ends at Browning Avenue. The total length of potential transmission main is
about 6,900 feet.
When the potential 20-inch transmission mains are implemented, the Zone 1 reservoir levels are
shown on Figure 9-12. The hydraulic grade lines of the reservoirs are shown on Figure 9-13.
Newport Reservoir, Foothill Reservoir, and Rawlings Reservoir levels remain similar with or without
the potential transmission main. The Simon Ranch Reservoir level increases from a high of 13 feet
to 20 feet with the Alignment 1 transmission main in operation. The Simon Ranch Reservoir level
increases to 18 feet with the Alignment 2 transmission main in operation.
As previously stated, the hydraulic grade line (HGL) of Newport Reservoir and Rawlings Reservoirs
remain similar due to their close proximity to one another. The losses in the system cause the HGL
of Foothill Reservoir and Simon Ranch Reservoir to be 3 to 8 feet lower depending on the time of
day. When the potential transmission main is implemented, the Simon Ranch Reservoir HGL
becomes closer to the Newport Reservoir and Rawlings Reservoirs HGLs.
Either potential transmission main alignment option allows the system to convey more water to and
from Simon Ranch Reservoir. The advantages of Alignment 2 are that it is about 1000 feet shorter
and there are pipe improvements needed in La Loma Drive and Redhill Avenue (See Section 9-7,
Project FF-9 and FF-10) to increase fire flow demands. The transmission main could be constructed
in conjunction with the fire flow improvements so as not to disrupt the neighborhood more than once.
CITY OF TUSTIN 9-22 Water Master Plan
SYSTEM ANALYSIS
Figure 9-12
Reservoir Levels with Potential Zone 1 Transmission Main
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Reservoir Hvdraulic Grade Lines with Potential Zone 1 Transmission Main
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Foothill Reservoir - Existing -Simon Ranch Reservoir - Existing
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Foothill Reservoir -Alignment I Simon Ranch Reservoir - Alignment 1
311
Foothill Reservoir - Alignment 2 - Simon Ranch Reservoir - Alignment 2
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CITY OF TUST/N 9-24 Water Master Plan
SYSTEM ANALYSIS
9-9.5 Newport Reservoir out of Service
The Newport Reservoir has reached the end of its useful life and will need to be replaced in the near
future (see Section 11-3). A future maximum day scenario was run with Newport Reservoir out of
service in anticipation of the reservoir being replaced at the same site.
For this scenario, the Main Street Pump Station and system well controls were changed to be based
on the Rawlings Reservoir levels. The reservoir levels are shown in Figure 9-14. The Rawlings
Reservoirs, Foothill Reservoir, and Simon Ranch Reservoir levels initially increase more than usual
because Newport Reservoir is out of service and its storage volume is therefore unavailable. About
6 pm on the first day, Rawlings Reservoir levels hit a peak of 28 feet. The Main Street Pump Station
shuts off and water starts to come out of the Zone 1 reservoirs and their water levels start to drop. It
was found that on an irrigation day, the Simon Ranch Pump Station had to be turned off from about
4 am to 7 am or else the Simon Ranch Reservoir level would be extremely low (less than 4 feet).
During the irrigation period, Zone 3 demands were met utilizing the water in Lyttle Reservoir, which
reaches a low level of about 9 feet.
This scenario showed that the system can be run during a maximum demand period without Newport
Reservoir if the City adjusts some of the controls of the facilities. If the Lyttle Reservoir level is a
concern, the City should consider upgrading the Zone 3 emergency connection with Golden State
Water to a pressure regulating valve with flow meter. Water could be provided from Golden State
Water to Zone 3 based on low pressures.
Figure 9-14
CITY OF TUSTIN 9-25 Water Master Plan
SYSTEM ANALYSIS
9-9.6 Simon Ranch Reservoir out of Service
On June 23, 2022, the City of Tustin experienced a failure at the new Simon Ranch Booster Pump
Station while Simon Ranch Reservoir was isolated. The pump station experienced low suction
pressures and was not able to turn on during peak demand hours. Therefore, Lyttle Reservoir was
depleted as a result. In an attempt to get Simon Ranch Pump Station to turn on, City staff opened
the imported water connections to pressurize Zone 1. Ultimately, the City reopened Simon Ranch
Reservoir so that the suction pressure increased and the pump station returned to normal operations.
The hydraulic model was used to try to simulate the same situation and develop recommendations
for when the City needs to take Simon Ranch Reservoir out of service in the future. The details of
the analysis can be found in Appendix 9-1.
Two scenarios were run:
a. Pressurize Zone 1 by restricting flow into and holding Newport Reservoir level to 10 feet
b. Add a pressure reducing valve between Zone 2 and Zone 1 at the intersection of Beverly Glen
Drive and Browning Ave.
General recommendations resulting from the study are as follows:
➢ Maintain high water levels at Lyttle Reservoir when Simon Ranch Reservoir is out of service,
especially just before the high demand periods
➢ Adjust Zone 1 controls to look at Foothill Reservoir levels and keep the levels above 20 feet
➢ Restrict the flow into Newport Reservoir, maintaining a level of 10 feet
➢ Restrict the flow into Rawling Reservoirs, maintaining a level of 28 feet
➢ Change well controls to maintain high water levels at Foothill Reservoir during peak hour
demands. Utilize imported water connections as needed to maintain these higher water levels
➢ Add time control at Simon Ranch Booster Pump Station to keep the pumps off during peak
hour demands (potentially from 4 am to 8 am and 6 pm to 9 pm). Allow Zone 3 demands to
be provided by Lyttle Reservoir during these times.
➢ Explore the possibility of improving the emergency connection with Golden State Water
Company (or a new connection with EOCWD) to a pressure regulating valve and flow meter
so it can be relied upon as an emergency source of water.
CITY OF TUSTIN 9-26 Water Master Plan
SECTION 10
WELL ASSESSMENTS
Wells were assessed via field visits, review of plans, pump curves, efficiency tests, and staff
interviews. This section summarizes the assessments and improvement recommendations.
The assessment methodology involved an engineering team that visited each site to perform a visual
condition assessment of the assets. The team interviewed operators, documented conditions, and
took photos at each site. Further evaluation was conducted using information such as record
drawings, pump efficiency tests, and maintenance records.
The 17th Street Well No. 3 and Well No. 4 pump groundwater to the 17th Street Desalter Facility. The
groundwater is then treated via reverse osmosis (RO) prior to being pumped into Zone 1 and Zone
2. It is a high priority for the City to keep the treatment plant running continuously as it helps clean
up the groundwater basin.
The 17th Street Well No. 3 (also known as Newport Well) shown in Photograph 10-1 and Photograph
10-2, is located on Newport Avenue south of Warren Avenue.
Photograph 10-1
17th St Well No. 3
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Photograph 10-2
171h St Well No. 3
Details about the 17th Street Well No. 3 and the well site are as follows:
1. It was drilled in 1926.
2. The pump's rated capacity is 800 gpm at 344 feet TDH
3. The latest efficiency test (February 26, 2021) reported the capacity at 773 gpm.
4. The well is equipped with a water lubricated, open line shaft, vertical turbine pump.
CITY OF TUSTIN 10-1 Water Master Plan
WELL ASSESSMENTS
5. The motor is 100 HP.
6. It is surrounded by a masonry block wall and has a gated entrance.
7. The well equipment is exposed to the environment with no enclosure
8. The ground elevation at the site is 152 feet amsl.
9. Pumping level was measured on October 7, 2021 at 176 feet below ground surface (bgs).
10. A pump -to -waste system conveys the groundwater pumped during the well startup to an on -
site energy dissipater basin and then to the gutter in Newport Avenue.
Historical Events and Improvements
➢ 9/18/2012 — Pump and motor was rehabilitated; Well was videoed
➢ 2021 — Motor was rehabilitated
Recommendations
1. Overall, this well is in good condition for its age. It is recommended that the pump be pulled
and a video survey be conducted to assess the condition of the well casing and develop
detailed recommendations for rehabilitation, if needed
2. A future well site for the replacement of this well should be investigated in the interim.
3. Electrical upgrades, including the replacement of the variable frequency drive are addressed
in Section 13 with the 17th Street Desalter Facility upgrades
17th Street Well No. 4, shown in Photograph 10-3 and Photograph 10-4, is adjacent to the 17th Street
Desalter Facility.
Photograph 10-3
171h St Well No. 4
Photograph 10-4
17th St Well No. 4
CITY OF TUSTIN 10-2 Water Master Plan
FACILITY ASSESSMENTS
Details about the 17th Street Well No. 4 and the well site are as follows:
1. 17th Street Well No. 4 was drilled in 2002.
2. The pump's current rated capacity is 1,500 gpm at 317 feet TDH.
3. The latest efficiency test (February 26, 2021) reported the capacity at 1,239 gpm.
4. The well is equipped with a submersible pump with a 200 HP motor.
5. The well site is within the treatment plant property, which is surrounded by masonry block
walls and has a gated entrance.
6. The well is served by underground power.
7. The ground elevation at the site is 184 feet amsl.
8. The pumping level was measured on November 4, 2021 at 213 feet bgs.
9. A pump -to -waste system conveys the groundwater pumped during the well startup to the
sewer system at the treatment plant.
Historical Events and Improvements
17th Street Well No. 4 was drilled in 2002 to a depth of 515 feet bgs and cased with a 16-inch diameter
304 stainless steel casing down to 500 feet bgs. The upper set of well screens with 0.10 inch slotted
Ful Flo shutters are located between 200 feet and 240 feet bgs and between 270 feet and 310 feet
bgs. Another well screen with 0.05 inch slotted Ful Flo shutters was installed between 400 feet and
480 feet bgs. Because there was minimal production from the lower screens, the bottom of the well
was filled and capped at 304 feet bgs in 2014.
A new pump and motor was installed in 2017. Pump suction is set at 259 feet and when pumped at
higher flows, the pumping level drops below 200 feet bgs, water cascades into the well, which causes
air entrainment. Thus, the City monitors the well and manually adjusts the pump speed to eliminate
air entrainment and well surging.
Recommendations
1. Continue to monitor the well condition and reassess it in the next 3 to 5 years.
Columbus Well, shown in Photograph 10-5 and Photograph 10-6, is located on the southeast corner
of Beneta Way and Prospect Avenue. It is currently not in use due to the presence of PFAS in the
local groundwater.
Details about Columbus Well and the well site are as follows:
1. Columbus Well was drilled in 1985.
2. The pump's rated capacity is 1,050 gpm at 515 feet TDH.
3. The latest efficiency test (September 13, 2018) reported the capacity at 987 gpm.
4. The well has a water lubricated, open line shaft vertical turbine pump.
5. It has a 250 HP constant speed electric motor.
6. The well site is served by overhead power.
7. The well has a portable generator connection.
CITY OF TUSTIN 10-3 Water Master Plan
FACILITY ASSESSMENTS
8. The pumping level was measured on January 8, 2021 at 271 feet bgs and on September 13,
2018 at 298 bgs during an efficiency test (987 gpm).
9. A manual pump -to -waste system conveys the groundwater pumped during the well startup to
a nearby catch basin.
10. A sand separator is located onsite but is currently not in use.
Photograph 10-5
Columbus Well
Photograph 10-6
Columbus Well
Historical Events and Improvements
➢ 2015 — New pump and motor; Well was videoed
Recommendations
1. Overall, the well is in good condition. The City should continue to monitor the well condition
and reassess it in the next 2 to 3 years.
2. Add flow meter on discharge to waste line
3. Electrical and control system upgrades — add motor operated valves; replace constant speed
drive with a VFD
Edinger Well, shown in Photograph 10-7 and Photograph 10-8, is located at the corner of Edinger
Avenue and Newport Avenue.
Details about Edinger Well and the well site are as follows:
1. Edinger Well was drilled in 2013, and equipped in 2017.
2. The pump's rated capacity is 2,000 gpm at 615 feet TDH.
CITY OF TUSTIN 10-4 Water Master Plan
FACILITY ASSESSMENTS
3. The latest efficiency test (March 3, 2021) reported the capacity at 1,152 gpm at 49.9 Hz.
4. The well is equipped with a water lubricated, open line shaft vertical turbine pump.
5. The motor is 450 HP.
6. The well is housed within a building.
7. The well equipped with a permanent standby generator and an automatic transfer switch.
8. The pumping level was measured on November 5, 2021 at 377 feet bgs and on March 3, 2021
at 268.7 feet bgs during an efficiency test (1,152 gpm).
9. An automatic pump -to -waste system conveys the groundwater pumped during the well startup
to an on -site settling basin that drains to the storm drain in Edinger Avenue
Photograph 10-7
Edinger Well
Historical Events and Improvements
Photograph 10-8
Edinger Well
As of November 2022, the City was using Edinger Well as full capacity and had no issues at this well.
During a power outage, the production at this well was lost. The column pipe was pulled. Corrosion
was found and complete separation at two pump column couplings was seen at 380 feet and 410
feet bgs.
Although initial water quality reports indicated the water as not particularly aggressive, Roscoe Moss
reviewed and input data into the Ryznar and Langleier Saturation Index and calculated 7.8 and .085
respectively, categorized as aggressive, corrosive, and slightly scale forming. Additionally, original
install videos were reviewed and noted chains without proper coating protection were used to tighten
each coupling section during installation, possibly damaging protective epoxy coating and
contributing to early failure of the column piping. Ultimately, the City elected to use a thicker walled
steel column pipe (schedule 40) and forgo any epoxy coating on the 2023 pump rehabilitation.
CITY OF TUSTIN 10-5 Water Master Plan
FACILITY ASSESSMENTS
Recommendations
1. Continue to monitor the well condition and reassess it in the next 2 to 3 years.
2. Replace column pipe with stainless steel or high strength low alloy material.
3. Replace chlorine gas disinfection with a bulk sodium hypochlorite disinfection
Although currently not in use, Main Street Well No. 3 and Main Street Well No. 4 will be brought back
online with the construction of the PFAS Treatment Plant. The groundwater pumped by these wells
is contaminated with nitrates and perchlorate and must be treated. A new ion exchange facility that
can treat up to 600 gpm, allowing either Main Street Well No. 3 or No. 4 to be treated while the other
is bypassed and blended in the reservoir will be constructed along with the PFAS treatment plant.
Main Street Well No. 3, shown in Photograph 10-9 and Photograph 10-10, is adjacent to Main Street
Reservoir.
Photograph 10-9
Main St Well Nn_ 3
Photograph 10-10
Main St Well No. 3
Details about Main Street Well No. 3 and the well site are as follows:
1. Main Street Well No. 3 was drilled in 1972.
2. The pump's rated capacity is 600 gpm at 250 feet TDH.
3. The well is equipped with an oil lubricated, enclosed line shaft vertical turbine pump.
4. It is driven by a 100 HP constant speed electric motor.
5. The well equipment is exposed to the environment with no enclosure.
6. It is not equipped with backup power, nor does it have a portable generator connection.
7. A manual pump -to -waste system conveys the groundwater pumped during the well startup to
a settling basin and then to a storm drain in Main Street.
CITY OF TUSTIN 10-6 Water Master Plan
FACILITY ASSESSMENTS
Historical Events and Improvements
➢ 2014 — The motor starter was replaced and electrical was upgraded
Recommendations
1. The City should replace or rehabilitate the well along with the nitrate treatment plant
improvements.
2. It is recommended to pull the well pump and conduct a survey to assess the condition and
determine the needed improvements.
3. Replace the pump with a water lubricated pump
4. Replace the motor, electrical system, and piping
Main Street Well No. 4, shown in Photograph 10-11 and Photograph 10-12, is located adjacent to
Main Street Reservoir.
Photograph 10-11 Photograph 10-12
Main St Well No. 4 Main St Well No. 4
Details about Main Street Well No. 4 and the well site are as follows:
1. Main Street Well No. 4 was drilled in 1998.
2. The pump's rated capacity is 450 gpm at 380 feet TDH.
3. The well pump is a water lubricated, open line shaft vertical turbine pump.
4. The motor is 200 HP.
5. The well is housed within a masonry block building.
6. The well is served by overhead power.
7. The pumping level was measured on September 27, 2017 at 274 feet bgs.
CITY OF TUSTIN 10-7 Water Master Plan
FACILITY ASSESSMENTS
8. A manual pump -to -waste system conveys the groundwater pumped during the well startup
a settling basin and then to a storm drain in Main Street.
9. A sand separator is utilized at the well.
Historical Events and Improvements
This well was rehabilitated in 2016, including a new pump and motor. However, when operated, it
produces a significant amount of sand, causing the City operations staff to have to flush the sand
separator twice per day.
Recommendations
1. It is recommended to pull the well pump and conduct a survey to assess where the sand is
entering the well.
2. It is recommended that the area of sanding be blocked, the well be relined if necessary, and
redeveloped within the next 5 years.
3. Replace pump
Pasadena Well, shown in Photograph 10-13 and Photograph 10-14, is south of 2nd Street within a
residential community.
Photograph 10-13
Pasadena Well
Photograph 10-14
Pasadena Well
Details about Pasadena Well and the well site are as follows:
1. Pasadena Well was drilled in 2008 and equipped in 2009.
2. The pump's rated capacity was 3,000 gpm at 500 feet TDH
3. The latest efficiency test (September 13, 2018) reported the capacity at 1,808 gpm at 54.5
Hz.
4. The well is equipped with a water lubricated open line shaft vertical turbine pump.
CITY OF TUSTIN 10-8 Water Master Plan
FACILITY ASSESSMENTS
5. It is driven by a 500 HP variable frequency drive (VFD) operated electric motor.
6. The well is housed within a building.
7. The well is equipped with backup power, including an onsite generator and automatic transfer
switch.
8. The ground elevation at the site is approximately 130 feet amsl.
9. The pumping level was last measured on September 2, 2020 at 276 feet bgs and on
September 13, 2018 at 277.3 feet bgs during an efficiency test (1,808 gpm).
10. An automatic pump -to -waste system conveys the groundwater pumped during the well startup
to an on -site settling basin which then drains to a storm drain in Pasadena Avenue.
Historical Events and Improvements
Pasadena Well has experienced ongoing VFD overheating issues, which ultimately has resulted in a
need to replace the VFD. The well also produced sand at higher flows, test pumping was completed
with General Pump Company and sand event was not recreated but staff elected to pump at 1800
gpm as a determined safe flow. The well is currently not in use due to the presence of PFAS in local
groundwater but will return to service upon completion of the Main Street PFAS Treatment Plant.
Recommendations
1. The City should rehabilitate this well in the next 2 years. It is recommended to pull the well
pump and conduct a video survey to assess where the sand is entering the well, block the
well screens in the area, reline and redevelop the well if necessary.
2. Re -equip it with a new pump, motor and VFD based on the step drawdown and constant rate
flow testing conducted on the rehabilitated facility.
3. Install new air conditioning system for proper operation of the VFD
4. Eliminate gas chlorination and scrubber unit
Prospect Well, shown in Photograph 10-15 and Photograph 10-16, is located on the southeast corner
of Prospect Avenue and Santa Clara Avenue within a single-family residential development.
Details about Prospect Well and the well site are as follows:
1. Prospect Well was drilled in 1955.
2. The pump's rated capacity is 850 gpm at 370 feet TDH
3. The latest efficiency test (September 19, 2018) reported the capacity at 576 gpm.
4. The well pump is a submersible pump.
5. It is driven by a 100 HP constant speed electric motor.
6. The well is not equipped with backup power, nor does it have a portable generator connection.
7. The ground elevation at the site is 195 feet amsl.
8. The pumping level was last measured on September 18, 2019, at 213 feet bgs and on
September 19, 2018 at 272 feet bgs during an efficiency test (576 gpm).
CITY OF TUSTIN 10-9 Water Master Plan
FACILITY ASSESSMENTS
9. A pump -to -waste system conveys the groundwater pumped during the well startup to an
adjacent concrete drain channel
Photograph 10-15
Prospect Well
Photograph 10-16
Prospect Well
Historical Events and Improvements
The submersible pump stopped working in 2020. The City installed a new pump and while reviewing
the installation video, a plugged hole in the casing was found. The well was brushed and bailed, and
several holes opened up in the casing.
It is currently not in use due to the presence of PFAS in the local groundwater and major sanding
issues. The Prospect Well is planned for abandonment.
Recommendations
1. This well has reached the end of its useful life; therefore the well should be abandoned.
2. A well siting study should be conducted for a new well as replacement for both the Prospect
Well and Walnut Well, preferably south of the 1-5 Freeway where PFAS contamination is not
experienced.
3. The new well should have standby power and automatic transfer switch
110-10 Vandenberg Well
Vandenberg Well, shown in Photograph 10-17 and Photograph 10-18, is located on Vandenberg
Lane, just west of Prospect Avenue and inside the parking lot of the Oak Tree Plaza.
Details about Vandenberg Well and the well site are as follows:
1. Vandenberg Well was drilled in 1993.
CITY OF TUSTIN 10-10 Water Master Plan
FACILITY ASSESSMENTS
2. The pump's rated capacity is 1,800 gpm at 620 feet TDH
3. The latest efficiency test (September 19, 2018) reported the capacity at 1,073 gpm while
throttled back from suction loss.
4. The well has a water lubricated, open line shaft vertical turbine pump.
5. It is driven by a 400 HP constant speed electric motor.
6. The well is housed within a masonry block wall building.
7. The ground elevation at the site is approximately 161 feet amsl.
8. The pumping level was last measured on September 19, 2018, at 445 feet bgs and on
September 19, 2018 at 454 feet bgs during an efficiency test (1,073 gpm).
9. A pump -to -waste system conveys the groundwater pumped during the well startup to an on -
site settling basin that then drains to the adjacent North Tustin Channel.
Photograph 10-17
Vandenberg Well
Historical Events and Improvements
➢ 2010 —pump and motor were rehabilitated
Photograph 10-18
Vandenberg Well
➢ It is currently not in use due to the presence of PFAS in the local groundwater but will return
to service upon completion of the Main Street PFAS Treatment Plant.
Recommendations
The City plans to redevelop this well in FY 2022-2023.
1. Install a new flow meter on discharge -to -waste
2. Remove the gas chlorine gas system, as its production will be conveyed to the PFAS
treatment facility
CITY OF TUSTIN 10-1 1 Water Master Plan
FACILITY ASSESSMENTS
3. Pull, inspect, and rehabilitate well and pump
Walnut Well, shown in Photograph 10-19 and Photograph 10-20, is located on the southeast corner
of Walnut Avenue and Red Hill Avenue, within a single-family residential development.
Photograph 10-19
Walnut Well
Photograph 10-20
Walnut Well
Details about Walnut Well and the well site are as follows:
1. Walnut Well was drilled in 1930.
2. The pump's rated capacity is 600 gpm at 460 feet TDH
3. The latest efficiency test (September 3, 2021) reported the capacity at 503 gpm.
4. The well pump is a water lubricated, open line shaft vertical turbine pump.
5. It is driven by a 100 HP constant speed electric motor.
6. The well site is surrounded with masonry block walls with a gated entrance.
7. Walnut Well is not equipped with backup power.
8. The ground elevation at the site is 92 feet above mean sea level (amsl).
9. The pumping water level was recorded on November 5, 2021 at 188 feet bgs and on March
3, 2021 at 204.4 feet bgs during an efficiency test (503 gpm).
CITY OF TUSTIN 10-12 Water Master Plan
FACILITY ASSESSMENTS
Historical Events and Improvements
The pump bowl assembly was last replaced in 2019. A 2020 video survey of the well showed heavy
build up on the casing and that it was filled with material past 391 feet bgs (original casing bottom is
600 feet bgs). In 2022, a downhole sand separator was installed and a new pump and motor were
installed. The well still pumps excessive sand when operated. In December 2022, the pump failed
and it is believed to be due to sand build-up in the bowls. The well will remain off and will be
abandoned.
Recommendations
1. This well has come to the end of its useful life, therefore the well should be abandoned.
2. A well siting study should be conducted for a new well as replacement for both the Walnut
Well and Prospect Well, preferably south of the 1-5 Freeway where PFAS contamination is not
experienced.
3. The new well should have standby power and automatic transfer switch
The well condition assessment recommendations are prioritized and listed in Table 10-1
CITY OF TUSTIN 10-13 Water Master Plan
WELL ASSESSMENTS
Table 10-1
Well Improvement Recommendations
Year
Capacity
Standby
Well
Zone
Drilled
(gpm)
HP
VFD
Power
Recommendations
Priority
Pull pump and conduct video survey to assess the condition and determine where the sand is entering from and/or
develop a pump testing plan to evaluate when the sanding occurs (and at what flow rate)
Pasadena
Well
(PEAS)
1
2008
1,808
500
Yes
Permanent
Generator
High
Possibly line or block off areas where sand is entering
Install new pump, motor and variable frequency drive
Install new air conditioning unit
Vandenberg
Portable
Redevelop Well
Add flow meter on discharge -to -waste line
Well
(PFAS)
1
1993
1,073
400
No
Generator
Hookup
High
Prospect
Well
1
1955
576
100
No
None
Abandon Well
Medium
Well Siting Study
Abandon Well
Walnut Well
1
1930
503
100
No
None
Medium
Well Siting Study
17th Street
Pull pump and conduct video survey to assess condition of well casing and develop detailed recommendations for
Well 3 /
1
1926
773
100
Yes
None
rehabilitation.
Medium
Newport Well
Electrical upgrades - Replacement of VFD, add motor operated valves
Pull pump and conduct video survey to assess condition of well casing and determine where the sand is coming from
Main St Well
4
1
1998
450
200
No
None
Medium
Reline the well, --550 feet of liner, redevelop well
New pump
Columbus
Portable
Add flow meter on discharge -to -waste line
Well
1
1985
987
250
No
Generator
Low
(PFAS)
Hookup
Electrical and control system upgrades — add motor operated valves
Pull pump and conduct video survey to assess condition of well casing and develop detailed recommendations for
Main St Well
3
1
1972
600
100
No
None
rehabilitation.
Low
Upgrade to water lubed or replace with submersible; Replace pump, motor, electrical, and piping
Edinger Well
1
2013
1,152
450
Yes
Permanent
Generator
Replace chlorine gas with sodium hypochlorite disinfection
Low
CITY OF TUSTIN 10-14 Water Master Plan
SECTION 11
STORAGE RESERVOIR ASSESSMENTS
Storage reservoirs were assessed via field visits, review of plans and reports, and staff interviews.
This section summarizes the assessments and improvement recommendations.
The assessment involved an engineering team that visited each site to perform a visual condition
assessment of the storage reservoirs. The team interviewed operators, documented conditions, and
took photos at each site. Further evaluation was conducted using information such as record
drawings, dive reports and maintenance records.
Main Street Reservoir, shown in Photograph 11-1, is located
near the intersection of Prospect Avenue and Main Street.
When in operation, water pumped by Main Street Wells No. 3
and No. 4 pass through an ion exchange treatment facility to
treat high levels of nitrates and perchlorate in the groundwater.
The effluent is then discharged into the Main Street Reservoir
through an 18-inch pipeline.
Main Street Reservoir will continue to be utilized in the future
following completion of the PFAS treatment facility. Water
pumped by Vandenberg Well, Columbus Well, Beneta Well No.
2, and Pasadena Well will be conveyed to a new raw water
pipeline, which will terminate at the new PFAS treatment
facility. The treated water will be stored in Main Street
Reservoir prior to being pumped into the Zone 1 distribution
system.
Details about the reservoir are as follows:
1. The reservoir was constructed in 2003.
2. The reservoir is a buried reinforced concrete
rectangular structure with 2.2 MG capacity.
Photograph 11-1
Main Street Reservoir
3. The reservoir is 140 feet long by 104 feet wide and 27.25 feet deep.
4. The floor elevation of the reservoir is approximately 101 feet amsl. The high water level
elevation within the reservoir is about 120 feet amsl (19 feet from the floor elevation).
5. The ground surface elevation at this site is approximately 129 feet amsl.
The overflow pipe is higher than the ground level (shown in Photograph 11-2). The reservoir will
overflow through other means before reaching the height of the overflow pipe. The City plans to
repurpose the overflow pipe and reconfigure it as the new treated water inlet line when the new
treatment facilities are constructed. This does not improve overflow characteristics of the reservoir.
Overflow will still occur through the roof hatch or vent in the parking lot
CITY OF TUSTIN 1 1-1 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
Recommendations
1. Continue to monitor the reservoir condition
and reassess it in the next 3 to 5 years.
2. An inspection should be conducted to
provide a more detailed assessment of the
inside of the reservoir. The inspection can
be conducted during the PFAS treatment
plant construction, as it will be out of
service during this time. Inspections
should be conducted every 3 years.
3. Evaluate overflow options and feasibility to
retrofit with operating overflow.
Newport Reservoir, shown in Photograph 11-3, is
located on the west side of Newport Avenue south
of Lemon Hill Drive. Newport Reservoir is a Zone
1 reservoir and is supplied water via the Zone 1
distribution system or the solenoid pilot controlled
valve (imported connection, also known as "over -
the -top" flow).
Details about the reservoir are as follows:
1. The reservoir was reportedly constructed
in 1926.
2. It is a partially buried concrete cylindrical
tank with a 1.15 MG capacity.
3. The reservoir diameter is 100 feet.
Photograph 11-2
Main Street Pump Station and Reservoir
Photograph 11-3
4. The floor elevation of the reservoir is Newport Reservoir
approximately 283 feet amsl.
5. The maximum water surface elevation within the reservoir is about 305 feet amsl. The
overflow is located 19.5 feet from the floor.
6. The ground surface elevation at this site varies from 293 feet to 295 feet amsl.
There is no known underdrain collection system or inspection vault. There is a 10-inch common
inlet/outlet pipe with no cage in the reservoir. There is a vent in the center of the reservoir roof with
screens and along the perimeter of the roof. Manways were not visible from the ground elevation and
roof access was limited. There are two access hatches on the roof of the reservoir, but there is no
safety railing or stairs to inspect these structures. There is no chemical injection or mixer at this
reservoir.
CITY OF TUSTIN 11-2 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
Recommendations
This reservoir is recommended for replacement. It is recommended that the following be considered
in the reservoir design in order to optimize Zone 1 operations:
1. Install a motor operated control valve on the inlet/outlet pipe to allow better control of how
much water goes into the Newport Reservoir in relation to the other Zone 1 reservoirs.
Currently, Newport Reservoir fills before the other Zone 1 reservoirs. A control valve would
stop water from entering Newport Reservoir when the level is high and force it to fill the other
Zone 1 reservoirs.
2. Construct a new reservoir as large as possible at this site. Consider a rectangular reservoir
to maximize storage.
Foothill Reservoir (top of reservoir shown in Photograph 11-4) is located on the southeast corner of
Hewes Avenue and Fowler Avenue. Foothill Reservoir is a Zone 1 reservoir and is supplied water via
the Zone 1 distribution system.
Details about the reservoir are as follows:
1. The reservoir was constructed in 1959.
2. The reservoir is a partially buried
reinforced concrete tank with 3.3 MG
capacity.
3. The reservoir is 180 feet long by 130 feet
wide on top and 129.5 feet long by 79.5
feet wide on the bottom. Side slopes are
constructed at a 1:1 ratio.
4. The floor elevation of the reservoir is
approximately 283 feet amsl.
5. The maximum water surface elevation
within the reservoir is about 305 feet
amsl.
Photograph 11-4
Foothill Reservoir
6. The top of the reservoir roof is at elevation 308 feet amsl.
7. A Hypalon liner was installed in 1989 (W-155)
8. There is one 16" inlet/outlet pipe.
9. There are four circular 9-inch vents with screens on the roof of the reservoir
10. There is one 4'X4' manway with staircase access to the inside.
11. There is no chemical injection or mixer at this site.
12. There is no underdrain collection system or inspection vaults.
RzH Engineering, Inc. completed a structural evaluation of Foothill Reservoir in 1996. Repair
recommendations included:
CITY OF TUSTIN 1 1-3 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
1. Examination and replacement of base of cracked concrete column
2. A new roofing system consisting of protective and waterproofing coating
3. Removal of existing dirt from the entire roof structure
4. Survey to map existing cracks on roof slab
5. Installation of a fence around the perimeter of the reservoir
6. Installation of a brow ditch to provide drainage away from the reservoir
7. Replacement of retaining walls
8. Installation of an enlarged roof hatch
9. Examination of inlet/outlet pipe, overflow pipe, and access ladder condition
Repairs to Foothill Reservoir were made in 2001. Per the design plans (W-222), the repairs included
the following:
1. Construction of concrete retaining wall and piers
2. Replacement of roof access hatch with aluminum, spring assisted cover
3. Replacement of the existing ladder
4. Replacement stairs with reinforced concrete stairs
5. Repair of cracks on concrete reservoir roof
6. Application of corrosion inhibitor and waterproof coating on roof.
7. Installation of aluminum vent cover
8. Construction of drainage swale and interceptor drains
9. Installation of new landscaping irrigation
A dive inspection of the reservoir was conducted in 2018. The inspection included removal of
sediment via underwater vacuum equipment. Sediment depth averaging 1/8 inch (sand, iron, and
manganese) was removed from the tank floor. The interior and exterior of the reservoir were found
to be in good condition, including the roof, inlet/outlet pipe, reservoir hatch and staircase, vents,
overflow pipe, 40 support columns, and Hypalon liner. It was recommended that the reservoir be
cleaned and inspected every 3 to 5 years.
Minor corrosion staining and minor cracking was visible on the roof during the field inspection.
Recommendations
1. Continue to monitor the reservoir condition and reassess it in the next 2 to 3 years.
2. Conduct a reservoir cleaning and interior inspection to evaluate current conditions in 2023
3. Evaluate compliance with current seismic standards and implement improvements per its
recommendations
4. Construct water sampling improvements
5. Repair roof cracks
CITY OF TUSTIN 1 1-4 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
Rawlings Reservoirs (one shown in Photograph 11-5) are located at the same site on the north side
of Foothill Boulevard, west of Orange Knoll Drive. Both are Zone 1 reservoirs and are supplied water
via the Zone 1 distribution system.
Details about the reservoirs are as follows:
1. They were constructed in 2015.
2. They are two (2) partially buried pre-
stressed concrete cylindrical tanks each
with 3 MG capacity.
3. The reservoir diameters are 134 feet.
4. The reservoir heights are 32 feet. The
overflows are at 29 feet from the floor
elevation.
5. The floor elevation of the reservoirs is
approximately 273 feet amsl.
6. The maximum water surface elevation is
303 feet amsl.
Photograph 11-5
Rawlings Reservoirs
7. The ground surface elevation at this site is approximately 275 feet amsl next to the south
reservoir and 295 feet amsl next to the north reservoir.
8. There are separate 16-inch inlet pipes and outlet pipes for each reservoir.
9. There is a 4'-0" square vent with a screen and three 8'-0" x 6'-0" access hatches on each roof.
10. The reservoir roofs are accessed using stairs with a railing and the entire roof of each
reservoir includes a safety toe kick.
11. There is no chemical injection or mixers at this site.
12. There is an underdrain collection system and inspection vault.
13. Settling of the ground was evident based on pavement cracks at the site.
Recommendations
1. Continue to monitor the reservoir condition and reassess it in the next 2 to 3 years.
2. Continue monitoring the ground settlement between the reservoirs. If settlement continues,
remove and recompact the area of settlement.
3. Add a water quality sampling station to each reservoir
4. Conduct interior inspection of the reservoirs in the next 3 years
The new Simon Ranch Reservoir, shown in Photograph 11-6, is located on the northwest corner of
Valhalla Drive and Outlook Lane. Since construction was recently completed, this reservoir was not
included in the condition assessment task of the Water Master Plan.
CITY OF TUSTIN 1 1-5 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
Details about the new reservoir are as follows:
1. The reservoir was constructed in 2022.
2. It is a partially buried pre -stressed
concrete cylindrical tank with 1.14 MG
capacity.
3. The reservoir diameter is 94 feet.
4. The reservoir height is 26 feet. The
overflow is 22 feet from the floor
elevation.
5. The floor elevation of the reservoir is
approximately 283 feet amsl.
6. The high water elevation within the
reservoir is 305 feet amsl.
Recommendations
1. Conduct interior inspections every 3 years.
Photograph 11-6
Simon Ranch Reservoir
2. Continue to monitor the reservoir condition and reassess it in the next 5 to 10 years.
11-7 Lyttle Reservoir
Lyttle Reservoir, shown in Photograph 11-7, is located northwest of address 2062 Foothill Boulevard
with access road off of the end of Plantero Drive. Lyttle Reservoir is a Zone 3 reservoir. Water is
pumped through Simon Ranch Booster Pump Station from Zone 1 to Lyttle Reservoir.
Details about the reservoir are as follows:
1. The design plans for the reservoir are
dated 1976.
2. The reservoir is a partially buried, steel
cylindrical tank with 0.15 MG capacity.
3. It is 26 feet in diameter, and 40 feet in
height. The overflow is 38 feet from the
floor elevation.
4. The bottom elevation is 450 feet amsl.
5. The maximum water surface elevation is
488 feet amsl.
6. The site has very limited access. Photograph 11-7
A dive inspection was completed in March 2009 Lyttle Reservoir
by Dive/Corr, Inc. The following are some of the observations listed by Dive/Corr:
1. No direct access to the site
2. Access manway is buried
CITY OF TUSTIN 1 1-6 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
3. Tank requires a 20 foot extension ladder to reach the roof
4. Roof exterior coating is in fair to poor condition
5. Safety handrail is not present near the roof access hatch
6. Interior ladder is in poor condition due to metal loss on rungs up to 50%
7. Ladder platform is in poor condition and should not be used
8. Interior coating is in poor condition
Recommendations
In the short term, Lyttle Reservoir is in need of rehabilitation. For safe operation of the reservoir over
the next 5 years, it should be re -inspected and the necessary improvements implemented.
Rehabilitation improvements should include the following:
1. Replace internal ladder and access platform
2. Install a roof vent
3. Install flexible couplings for overflow pipe and inlet/outlet pipe
4. Install safety handrail around the entire roof
5. Remove the interior coating, implement repairs, and recoat the tank interior
6. Remove and replace the exterior coating to the extent possible
7. Install sacrificial anodes
8. Move SCADA equipment to a new location or reinforce retaining wall surrounding equipment
As this work is conducted, a study should be conducted to evaluate the reservoir and the need to do
additional work and/or replace it. The study should assess the following:
1. Condition of reservoir after short term improvements are completed
2. Need for improved telemetry
3. Need for improved access to the site (i.e. pave access road and path to reservoir)
4. Need for increase in reservoir size. This may involve hydraulic analysis via water model.
5. Use of the nearby Golden State Water Company connection as a backup supply source to
Zone 3 and/or during construction of a new reservoir
6. If the reservoir needs to be replaced, would it be replaced at the same location or at an
alternative site
The storage reservoir improvement recommendations are prioritized and listed in Table 11-1.
CITY OF TUSTIN 1 1-7 Water Master Plan
STORAGE RESERVOIR ASSESSMENTS
Table 11-1
Storaqe Reservoir Improvement Recommendations
Storage
Year
Volume
Reservoir
Zone
Constructed
(MG)
Recommendations
Priority
Newport
Reservoir
1
1926
1.15
Install a motor control valve on the inlet/outlet pipe to allow better control of how much water goes into
the Newport Reservoir in relation to the other Zone 1 reservoirs.
High
Remove and replace reservoir; Construct as large a reservoir as possible on the existing site.
Consider a rectangular reservoir.
Medium
Interim - Replace internal ladder and access platform
High
Interim - Install a roof vent
High
Interim - Install flexible couplings for overflow pipe and inlet/outlet pipe
High
Interim - Install safety handrail around the entire roof
High
Lyttle
Reservoir
3
--1976
0.15
Interim - Remove the interior coating, implement repairs, and recoat the tank interior
High
Interim - Remove and replace the exterior coating to the extent possible
High
Interim - Install sacrificial anodes
High
Interim - Move SCADA equipment to a new location or reinforce retaining wall surrounding equipment
High
An assessment study should be completed for long term planning
Medium
Conduct a reservoir cleaning and dive inspection to evaluate current conditions
Evaluate for compliance with current seismic standards and implement improvements per its
Foothill
Reservoir
1
1959
3.3
recommendations
Medium
Water sampling improvements - construct sampling pipes from three different levels within the
reservoir with surface connections for a pump to draw samples.
Repair roof cracks - estimate 1,000 feet
Main Street
Reservoir
1
2003
2.2
Conduct a detailed inspection/assessment of the inside of the reservoir.
Low
Continue monitoring the settlement of the ground between the reservoirs. Once settlement stops,
Rawlings
repay
Reservoir 1
1
2015
3.0
1 Low
Add a sample water quality station to each reservoir
and 2
Conduct interior inspection of the reservoirs in the next 3 years
CITY OF TUSTIN 11-8 Water Master Plan
SECTION 12
BOOSTER PUMP STATION ASSESSMENTS
Booster pump stations were assessed via field visits, review of plans, pump curves, efficiency tests,
and staff interviews. This section summarizes the assessments and improvement recommendations.
The assessment methodology involved an engineering team that visited each site to perform a visual
condition assessment of the pump stations. The team interviewed operators, documented conditions,
and took photographs at each site. Further evaluation was conducted using information such as
record drawings, pump efficiency tests, and maintenance records.
Rawlings Booster Pump Station (Rawlings BPS), constructed in 1998, is located on the same property
as Rawlings Reservoirs 1 and 2 on the north side of Foothill Boulevard, west of Orange Knoll Drive.
Rawlings BPS currently houses four (4) pumps. - --
Details about Rawlings BPS are as follows:
1. Two (2) 950 gpm, vertical turbine
constant speed pumps (Pump 1 and 2)
with 50 HP motors
2. Two (2) 480 gpm, vertical turbine,
variable speed pumps (Pump 3 and 4)
with 25 HP motors; VFDs installed in
2020
3. A V-cone flowmeter on the 12-inch
discharge header.
4. The pump station has a 150 kW natural
gas generator set with propane backup
assembly
Photograph 12-1
Rawlings Booster Pump Station
Rawlings BPS supplies the City's pressure Zone 2 with water from the Zone 1 Rawlings Reservoirs.
Zone 2 is a closed pressure zone, designed to maintain a designated pressure throughout the zone.
Zone 2 has two operational control schemes defined as "groundwater" or "imported" water operations.
Staff determines which operational scheme to implement depending on available water supplies, time
of year, and imported water requirements related to the BPP.
The primary operation plan is "groundwater", where water is pumped from the Zone 1 Rawlings
Reservoirs via the Rawlings BPS into Zone 2, with the 17th Street Zone 2 BPS configured as backup
and for peak demand scenarios such as summer irrigation days. In this configuration, the two 25 HP
VFDs at Rawlings BPS supply the majority of the daily demands while maintaining a discharge
pressure setpoint of 58 psi. The two 25 HP VFDs at the 17th Street Zone 2 BPS then provide
additional supply as -needed and are set to maintain a discharge pressure of 88 psi. Ultimately, if the
two booster stations cannot maintain the discharge pressure set points, an imported water connection
will also open and supply imported water into Zone 2
CITY OF TUSTIN 12-1 Water Master Plan
BOOSTER PUMP STATION ASSESSMENTS
When the Zone 2 "imported" water operations scheme is implemented, water is supplied by three
separate imported water connections: Hewes, Newport, and Peters Canyon. Under this operation
scheme, imported water is the primary supply for Zone 2 and the Rawlings and 17th Street BPS set
points are lowered to 35 psi and 62 psi, respectively. The Rawlings and 17th Street BPS provide
backup supply and will turn on if imported water cannot maintain pressures within the zone.
It was noted that during a reservoir fill cycle the Rawlings BPS will draw suction from the Zone 1
reservoir inlet line instead of the reservoirs, essentially short-circuiting the reservoir.
Recommendation 4 below discusses options to evaluate possible opportunities to correct this issue.
Historical Events and Imarovements
➢ Pumps 3 and 4 were upgraded with VFDs in 2020
Recommendations
1. Continue to monitor the pump station condition and reassess it in the next 2 to 3 years.
2. Add VFDs for the two 50 HP pumps
3. Replace the cylinder actuated ball valves (Pratt) with check valves
4. Evaluate the Rawlings Reservoir outlet pipes and connection to the pump station suction line,
and if possible, reconstruct it so that the pump station draws water from the reservoir and not
directly from the Zone 1 distribution system
The 17th Street Zone 1 Pump Station (17th St Z1 BPS) is
located at the 17th Street Desalter Treatment Facility (17th St
Desalter) at the southwest corner of the intersection of 17th
Street and Windsor Place. The 17th St Z1 BPS was
constructed in 1996 and currently includes two (2) pumps.
Some general characteristics include:
1. Two (2) 1200 gpm, variable speed pumps with 60
HP motors (P-105 and P-106)
2. Each of the two (2) existing pumps have a propeller
meter
The 17th St Z1 BPS is utilized when Newport Well and/or 17th
Street Well No. 4 are in operation and pumping to the 17th St
Desalter. Groundwater is treated and conveyed to a clear
well, which provides a 30- minute required contact time before
the 17th St Z1 BPS distributes to the Zone 1 system. The
booster pump speeds are operated to maintain a setpoint
within the clear well with a target level of 7.5 feet. The
discharge pressure of the pump station into Zone 1 is
approximately 48 psi.
Photograph 12-2
17th Street Zone 1
Booster Pump Station
CITY OF TUSTIN 12-2 Water Master Plan
BOOSTER PUMP STATION ASSESSMENTS
Historical Events and Improvements
➢ P-105 pump was replaced and the motor was rebuilt in 2020.
➢ P-106 pump and motor was replaced in 2021.
Recommendations
1. Replace instrumentation, transmitters and gauges
2. Replace mechanical equipment and piping that have exceeded their useful lives
1. Upgrade VFDs and electrical materials as part of the 17th Street Desalter electrical system
improvements
The 17th Street Zone 2 Pump Station (17th St Z2 BPS) is
located at the 17th Street Desalter Treatment Facility (17th St
Desalter) at the southwest corner of the intersection of 171h
Street and Windsor Place. The 171h St Z2 BPS currently
includes two (2) pumps and was constructed in 1996. They
are operated through variable frequency drives. Some
general characteristics include:
1. Two (2) 700 gpm, 25 HP variable speed pumps (P-
110 and P-111)
2. There is a 10" propeller flow meter located in a vault
outside of the 171h St Z2 BPS.
The 171h St Z2 BPS supplies water to Zone 2. This pump
station pulls directly from the discharge line of 17th St Z1 BPS
(about 48 psi) and boosts the pressure to maintain about 88
psi in Zone 2.
The latest efficiency tests indicate that these pumps are Photograph 12-3
pumping to the far left of the pump curves at less than 65 17th Street Zone 2
percent efficiency. The efficiency test conducted by Southern Booster Pump Station
California Edison on February 26, 2021 resulted in the following:
Pump P-110: Total head = 101.4 feet, Capacity = 356 gpm
Pump P-111: Total head = 100.5 feet, Capacity = 224 gpm
The pump curve is shown on Figure 12-1 with the approximate efficiency test points. The pump curve
is very flat on the left side, which is typical of horizontal centrifugal pumps. This often results in
inefficient and erratic pumping.
Historical Events and Improvements
➢ Pump P110 was replaced November 2019
Recommendations
1. Continue to monitor the pump station condition and reassess it in the next 2 to 3 years.
CITY OF TUSTIN 12-3 Water Master Plan
BOOSTER PUMP STATION ASSESSMENTS
2. Replace mechanical equipment and piping that have exceeded their useful lives
3. Upgrade VFDs and electrical materials as part of the 17th Street Desalter electrical system
improvements
4. Evaluate the existing pumps and consider replacement with pumps that will operate more
efficiently and in the proper operating zone (i.e. vertical turbine pumps)
Figure 12-1
i f --- OueM rLune c muubLer rufnP %,U1ve
GRUNDFvsnr:
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72.1p in
ISO
65 71
76140
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4
�
120
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i~'���
I
0
t
2
0
Grundfos Quotation System 19.2.6 1
50.0 hp
� ~ 40.0 hp
B5
�, - —�_
_ p -
-' 15;.0 hp .
Ffow - LlSgpm
Prdjed name : FramO mou5t end Suction
lag Nwri6er
Speed, rated
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CansulGng engineer
service
Flow, rated
F
7 : f70.0 il5gpm
CuSQamer
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Model : 40t29 FF
Dilterenli d head r pressure, rated
97.00It
Quote Number I Ia 19JF0702-04
Quar111iy 1
Quilled By (Sales Office)
Rated power (based on duty point)
; 21.67 hp
Date last saved : 071Q312019 9:59 AAA
Quoted By (Sates Engineer)
Max power (ron-overloading)
EfNGency
:25.38 hp
Based an dove number
70,05 %
RON66.2 Rev t
CITY OF TUSTIN 12-4 Water Master Plan
BOOSTER PUMP STATION ASSESSMENTS
Main Street Booster Pump Station (Main Street BPS) was not included in the condition assessment
task of the Water Master Plan. It is currently being redesigned to accommodate the flows from the
future PFAS Treatment Facility that will treat the production of Vandenberg Well, Columbus Well,
Beneta Well, and Pasadena Well. The treated water will be discharged into the distribution system
through the new Main Street BPS.
Simon Ranch Booster Pump Station (Simon
Ranch BPS) was not included in the condition
assessment task of the Water Master Plan. The
old Simon Ranch BPS was recently replaced
with a new station adjacent to the new Simon
Ranch Reservoir. The new station is shown in
Photograph 12-4. The old Simon Ranch BPS will
be abandoned. Details about the new pump
station are as follows:
1. Two (2) 850 gpm, 100 HP variable speed
pumps (one duty and one standby)
2. One (1) 2500 gpm, 200 HP variable
speed fire flow pump
3. A 16-inch magnetic flowmeter on the
discharge header.
Photograph 12-4
Simon Ranch Booster Pump Station
4. A 6-inch pressure relief and surge anticipator valve.
5. A 500 kW diesel engine standby generator set and an 800 Amp automatic transfer switch.
The recommended pump station improvement projects are prioritized and listed in Table 12-1.
CITY OF TUSTIN 12-5 Water Master Plan
BOOSTER PUMP STATION ASSESSMENTS
Table 12-1
Pump Station Improvement Recommendations
Firm
Pump
Year
Capacity
Station
Zone
Constructed
(gpm)
Recommendations
Priority
Replace mechanical equipment and piping that have exceeded their useful lives
17th Street
BPS Zone 2
1
1993
700
High
Upgrade VFDs and electrical materials as part of the 17th Street Desalter
electrical system improvements
Evaluate the existing pumps and consider replacement with pumps that will
operate more efficiently and in the proper operating zone (i.e. vertical turbine
pumps
Replace instrumentation, transmitters, and gauges
Replace mechanical equipment and piping that have exceeded their useful lives
17th Street
BPS Zone 1
1
1993
1200
Medium
Upgrade VFDs and electrical materials as part of the 17th Street Desalter
electrical system improvements
Add VFD for two 50 HP pumps
Replace the cylinder actuated ball valves (Pratt) with check valves
Rawlings
Evaluate suction/discharge line configuration and operations to utilize Rawlings
Pump
2
1998
1430
Medium
Station
Reservoir storage during pump station fill periods
If needed, realign and reconstruct suction/discharge line so pump station draws
water from reservoir
CITY OF TUSTIN 12-6 Water Master Plan
SECTION 13
17T" STREET DESALTER TREATMENT PLANT ASSESSMENT
The City owns and operates the 17th Street Desalter Facility located near the intersection of 17th Street
and Newport Avenue in the City of Tustin. This treatment plant was constructed in 1996 and consists
of a 2 mad reverse osmosis process (Photograph 13-1).
17th Street Well 3 (Newport Well) and 17th Street Well 4
provide the two sources of groundwater supply for the
treatment plant. The facility design also allows for up to 1.2
mgd of groundwater from the two wells to be bypassed and
blended with the desalter product water providing a total of
approximately 3.2 mgd of the City's daily water demand.
The desalter was designed and constructed to mitigate high
levels of nitrate, TDS and perchlorate in the groundwater
subbasin and to create a reliable water supply for the City.
Brine waste from the desalter are permitted and discharged
to the local sanitary sewer system.
Flow diagrams of the desalter components are shown on Photograph 13-1
Figure 13-1 and Figure 13-2. Well water is pumped through Reverse Osmosis System
5 micron cartridge filters for removal of suspended solids.
High-pressure RO feed pumps equipped with VFD's then boost the water through reverse osmosis
(RO) treatment units for removal of contaminants. The RO system is designed to produce a total of
1,400 gpm of product water with a recovery rate of 84.5 percent. The product water is then blended
with up to 830 gpm of bypass groundwater. The product water is then decarbonated and disinfected
using (continuous chlorination with gaseous chlorine). The treated water is conveyed to a clear well,
which provides a 30-minute required contact time, and then is pumped into the Zone 1 and Zone 2
distribution systems via the booster pumps located within the treatment plant. The Zone 1 BPS is
operated to maintain a set point within the clear well with a target level of 7.5 feet. The Zone 2
Booster Pump Station pumps pull suction from the discharge pipe and distributes into the Zone 2
system.
The original plant design included sulfuric acid and antiscalant injection into the feedwater upstream
of the cartridge filters to prevent inorganic scale formation. The City is currently evaluating the use
of a broad spectrum antiscalant to ultimately phase out any need for sulfuric acid. It is anticipated
the changeover and elimination of sulfuric acid will be complete in 2023.
The plant is provided power by a 1600 Amp 3 phase 4 wire electric service. The switchgear, motor
control centers (Photograph 13-2 and 13-3), VFDs and control panels are all located in a small
electrical room (26 ft x 19 ft). Due to outdated design, high heat generation and inadequate
ventilation, the City uses portable fans to increase ventilation in the electrical room. The electrical
equipment at the 17' Street Desalter Facility is obsolete, outdated, and no longer supported. A
complete electrical equipment replacement is recommended for this facility in the near future.
CITY OF TUSTIN 13-1 Water Master Plan
TREATMENT PLANT ASSESSMENTS
Figure 13-1
17th Street Desalter Process Flow Diagram
Wells to Decarbonators
64.6x
3
ECOVERT
171h Street Well
No. 3
FM
REVERSE 05MO515
WATER
MEMBRANE
SYSTEM
7
TO CL2 TANK AND
and
PIJWS
DECARBONATORS DISTRIBUTION
B
54
ECCCOVERY
YSTEM
I
OQRTRQIGE
2
4
5 fi
171h Street Well
FILTERS
No. 4
eye°ehetrao-e
E
7
MEMBRANE
TO SANUARY
CLEANENG
SYSTEM
0
SEWER
DESIGN OASES
ESTIMATED
CH17MICBL APPLICATIONS / DISCHARGES
16 1
L(
SULFURIC ACID v 2400 lba/UAY
Il
ANTE--SCALANT COMPOUND 60 Sbv/DAY
[ C h
CHLORINE (ANCILLARY FACILITIES)
a 26 EbL/E Ax
` 6 I
CLEAHWO SOLUTION PERIODIC BLOWDOWN
(D
1500 GALL0145 EVERY 2 M0NTHS.
�
E '
50x SODAIM RYMOXI3E a B GAL/D
+
ACTuAI DOSES SHALL BE DETERMNED
BY ROEM.
PROCESS
Low RATE
rids
s0.EGa
NITRATE
SULFATE
�
POINT
WPM] EOPM]
mgfE
mg/1
mgfl
mgfl
V
RAW WATER
2456
1516
29
94
220
7.5
R-D- FEEL WATER
1fi42
E426
28
94
334
f *�
R.D. FEED WATER
&21
E42✓a
29
94
334
6.3
R,4, pR4DUOT RATER
b9W
aT
�
i9.8
S
4.T
5
BLENDED PRODUCT RATER
2262
58Ci
Il
4L6
85
6.6
fi
FFRSHED WATER
2202
fi44
Il
41.6
85
T.6
i
R.D. C4NC�317RATE
127
8982
i62
554
2932
T.1
RRef:W-206 17, Street Desalter As -built Plan Set
OF TUST/N 13-2 Water Master Plan
TREATMENT PLANT ASSESSMENTS
Figure 13-2
17th Street Desalter Process Flow Diagram
Chlorine Contact Tank to Distribution System
Zone 1
Pump 1
Chlorine Clear
From Contact
Decarbonators Well
Tank i
Zone 1
Pump 2
Photograph 13-2
Motor Control Center A
To
Zone 1
Zone 2
Pump 1
TO
Zone 2
Zone 2
Pump 2
Photograph 13-3
Motor Control Center B
CITY OF TUSTIN 13-3 Water Master Plan
BOOSTER PUMP STATION ASSESSMENTS
The 1711 Street Desalter was inspected in October 2021 by AKM and City staff. The following
observations were made:
1. All RO membrane filters were replaced in 2018.
2. Differential pressure transmitters for RO trains need to be replaced.
3. Electrical upgrades are needed. This may include installation of the switchgear in a
separate enclosure outside the existing electrical room, replacement of the motor control
centers and VFDs.
4. The RO process system valves do not seal properly and allow water to leak by
5. Cracking in pump station room flooring
The 17th Street Desalter is a vital part of the City's water system as it not only provides a reliable, high
quality water supply for the City, it also assists in reducing groundwater contamination in the basins.
In order to provide efficient operation and extend the facility's useful life, the following improvements
are recommended, and are prioritized in Table 13-1:
1. Remove the sulfuric acid system
2. Replace the antiscalant pumps
3. Replace differential pressure transmitters for RO trains with digital units
4. Replace RO process system and clean -in place valves
5. Inspect and reline the decarbonator tank system
6. Replace clear well sampling pump
7. Retrofit chlorine gas to sodium hypochlorite disinfection
8. Implement electrical upgrades
a. Replace the electrical switchgear, motor control centers, and VFDs, eliminating the
existing VFD panel for Well 2, and providing new VFDs for RO Feed Pumps, and Zone
1 and Zone 2 Booster Pump Stations, and 17th Street Well 4.
b. Upgrade the PLC including process control recommendations provided by SPI per
January 2018-RO Feed Pressure Control to Permeate Flow Control Upgrade Memo.
c. Replace Zone 1 BPS transmitters and gauges
d. Replace Zone 2 BPS transmitters, gauges, and controls
e. Upgrade Newport Well electrical and controls equipment, including the VFD
9. Repair the pump room floor
CITY OF TUSTIN 13-4 Water Master Plan
TREATMENT PLANT ASSESSMENTS
Table 13-1
Treatment Plant Improvement Recommendations
Treatment
Plant
Recommendations
Priority
Replace electrical switchgear, MCCs, and VFDs for RO feed pumps, Zone 1 BPS,
Zone 2 BPS, and Newport Well
High
PLC upgrade
High
Replace transmitters and gauges, and controls (Newport Well, BPS1, BPS2)
High
Remove sulfuric acid system
Medium
17th Street
Replace antiscalant pumps
Medium
Desalter
Replace differential pressure transmitters for RO trains with digital units
Medium
Replace RO system and clean -in -place valves
Medium
Reline decarbonator tanks
Medium
Replace clear well sampling pump
Medium
Retrofit chlorine gas to sodium hypochlorite disinfection
Medium
Repair the pump room floor
Medium
CITY OF TUSTIN 13-5 Water Master Plan
SECTION 14
CAPITAL IMPROVEMENT PROGRAM
The Capital Improvement Program (CIP) consists of projects that will enhance the distribution system
to meet the established criteria, properly maintain the system's assets, and replace the facilities that
have reached the end of their useful lives. The goal of the CIP is to provide the City of Tustin with a
long-range planning tool for implementing its water system improvements in an orderly manner and
a basis for funding of these improvements. In order to accomplish this goal, it is necessary to estimate
project costs of the recommended system improvements, establish a basis, and prioritize the projects.
It should be noted that some of the improvements recommended herein are conceptual in nature
based on existing available information. Therefore, they should not be considered as absolute for
final design. Further analysis and refinement will be necessary prior to commencing work on the final
plans, specifications and estimates package for each project. Detailed preliminary design studies
should be prepared to select the final design projects.
The CIP in this Master Plan will supplement the City's current 5-year CIP (Appendix 14-1). The
Master Plan recommended CIP is broken into three major project categories:
1. Pipeline and hydrant improvements (i.e. relocation of hydrants, additional hydrants and/or
pipeline improvements)
2. Transmission main improvements identified based on City operations
3. Facility improvements identified via facility site investigations, review of historical information,
and interviews with City staff
The Capital Improvement Program costs are summarized in Table 14-1.
Table 14-1
Capital Improvement Proaram Cost Summary
Improvement Group
Subtotal ($)
Total ($)
High Priority Facility Improvement Projects (Table 14-4)
$ 6,613,850
15,329,875
High Priority Fire Hydrant Improvement Projects (Table 14-2)
$ 581,250
High Priority Fire Pipeline Improvement Projects (Table 14-3)
$ 8,134,775
Medium Priority Facility Improvement Projects (Table 14-4)
$12,954,800
17, 673, 000
Medium Priority Fire Pipeline Improvements (Table 14-3)
$ 4,718,200
Low Priority Facility Improvement Projects (Table 14-4)
$ 2,015,000
20, 518, 808
Low Priority Transmission Main Improvement Projects (Table 14-3)
$18,503,808
Total $53,521,683
$53,521,683
CITY OF TUSTIN 14-1 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
Proposed project costs are planning level estimates based upon recent information for similar projects
and include contingencies. Specific alignments and refined cost estimates should be developed as
part of the preliminary design phase for each recommended project.
The following construction costs were utilized for the pipeline improvement projects:
1. Pipeline replacement cost = $100 per diameter inch per foot of pipe.
2. Addition of a fire hydrant to an existing water main or reconnection of a fire hydrant lateral to
an existing water main = $15,000
The total project costs include construction, contingency, design and administrative, and construction
management and inspection costs. The individual cost components are calculated as follows:
1. Construction Cost = Unit Cost x Recommended Units
2. Design and Administrative Cost = 20% of the Construction
3. Construction Management Cost = 15% of the Construction Cost
4. Contingency Cost = 20% of the Construction Cost
5. Total Project Cost = Construction Cost + Design and Administrative Cost + Construction
Management Cost + Contingency Cost
Total Project Cost = 1.55 x Construction Cost
Construction costs are expected to fluctuate as changes occur in the economy. These costs should
therefore be reevaluated and updated annually based upon Engineering News Record (ENR)
Construction Cost Index (CCI) for the Los Angeles area (ENRLA), with the base ENRLA Index of
15,146.62 for July 2023
All costs are planning level estimates. Specific alignments and refined cost estimates should be
developed as a part of the preliminary design phase for each recommended pipeline project. In
addition, fire hydrant spacing should be evaluated for the planned pipelines.
The recommended facility improvement cost estimates are planning level estimates based upon
recent project experience and vendor estimates. Refined cost estimates should be developed as a
part of the preliminary design phase for each recommended project.
The recommended pipeline and hydrant improvement projects are listed in Table 14-2 and Table 14-
3. The project locations are shown on Figure 9-5. The projects were prioritized by residual pressures
calculated during the global fire flow simulation and discussions with the City. The areas with lower
residual pressures were given a higher priority. Projects that affected critical facilities, such as
schools and multi -family units were also considered a higher priority.
Project recommendations for relocating fire hydrants and/or constructing additional hydrants on
existing pipelines are included in Table 14-2. The total cost of the fire hydrant projects are estimated
at $581,250. Pipeline improvement projects that involve the construction of additional pipe or pipe
upsizing are shown in Table 14-3, with a total estimated cost of about $12.9 Million.
CITY OF TUSTIN 14-2 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
As part of the City's current 5-year CIP Program, a 16-inch transmission main in Browning Avenue
has been identified for design and construction.
As part of the previous PFAS system study conducted in 2021, it was determined that the 12-inch
pipeline in Main Street from El Camino Real to Newport Avenue would experience high velocities
when the future PFAS Treatment Plant and pump station came online. A new 16-inch pipeline in
Main Street is currently under construction and was assumed to be in service for all future analyses.
Once the PFAS Treatment Plant is operational, it is recommended that an in depth transmission main
study be conducted to evaluate the efficiency of moving water from treatment plant throughout the
distribution system.
An additional CIP Transmission Main Project is recommended in Table 14-3. The project includes
upsizing all 8-inch and 6-inch pipelines in Red Hill Avenue to 12-inch from La Colina Drive to Walnut
Avenue. This will help to improve the overall transmission of water to different parts of the system.
The project cost is estimated at $18.5 Million.
14-4.1 Well Improvements
The City's water system consists of eleven (11) wells. Prospect Well and Walnut Well are currently
inactive and planned to be abandoned. Beneta Well No. 2 is under construction. As this report is
published, Columbus Well, Pasadena Well, Vandenberg Well, and Beneta Well No. 2 will pump
ground water to the centralized PFAS Treatment Plant. The water from the treatment plant will be
blended with the water from Main Street Wells 3 and 4 in Main Street Reservoir before being pumped
into the distribution system. Edinger Well pumps directly into the distribution system on the south
side of the service area. 17th Street Well No. 4 and Newport Well flows are pumped into Zone 1 and
Zone 2 after being treated with Reverse Osmosis at the 171h Street Desalter.
The well assessments were based on field site investigations, discussions with City staff, review of
as -built plans, pump curves and efficiency tests, installation reports, and historical performance. See
Section 10 for more information and details on recommended well improvement projects. The
recommendations are summarized in Table 10-1 and costs for the improvements are provided in
Table 14-4.
To enhance the City's distribution system, a Well Rehabilitation Plan is recommended, with the goal
to rehabilitate one well per year. The City should include a minimum of $500,000 per year in its
annual CIP for well rehabilitation.
14-4.2 Reservoir Improvements
The City's water system consists of seven (7) active reservoirs. This includes the Main Street
Reservoir, which acts more as a forebay reservoir than a storage reservoir. There are six (6) concrete
reservoirs and one (1) welded steel tank.
The reservoir assessments were based on field site investigations, discussions with City staff, review
of as -built plans, dive inspection reports, and historical events. See Section 11 for more information
and details on recommended reservoir improvement projects. The recommendations are
summarized in Table 11-1 and costs for the improvements are provided in Table 14-4.
CITY OF TUSTIN 14-3 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
14-4.3 Booster Pump Station Improvements
The City's water system consists of five (5) booster pump stations.
The pump station assessments were based on field site investigations, discussions with City staff,
review of as -built plans, pump curves and efficiency tests, and historical events. See Section 12 for
more information and details on recommended booster pump station improvement projects. The
recommendations are summarized in Table 12-1 and costs for the improvements are provided in
Table 14-4.
Simon Ranch Pump Station was reconstructed, along with the Simon Ranch Reservoir, in 2022. Main
Street Pump Station will be rebuilt as part of the the PFAS Treatment Plant project. Therefore, the
CIP does not include any improvement recommendations for these two pump stations.
17th Street Zone 1 and Zone 2 Booster Pump Station improvements include replacing instrumentation,
mechanical equipment, and piping that have exceeded their useful lives and upgrading VFDs and
electrical materials. It is also recommended that the existing pumps at 17th Street Zone 2 Booster
Pump Station be considered for replacement with pumps that will operate more efficiently and in the
proper operating zone (i.e. vertical turbine pumps).
14-4.4 17th Street Desater Treatment Plant Improvements
The 17th Street Desalter Treatment Plant is over 26 years old and the 17th Street Well No. 3 is 95
years old. The City's Basin Production percentage (BPP) is currently set at around 85 percent.
However, additional pumping allowance is acceptable under the Basin Equity Agreement for water
produced at 17th Street Desalter. Improving the 17th Street Desalter Treatment Plant provides more
flexibility for the City of Tustin to operate and supply the water system with local groundwater sources
and helps the overall quality of the basin.
The treatment plant and associated wells were evaluated via site inspections, interviews with City
staff, and review of well and pump efficiencies, water quality reports, estimated water production
costs, electrical capacity, and historical events. Rehabilitation and repair projects for the 17th Street
Desalter Treatment Plant are provided in Table 13-1 and costs for the improvements are provided in
Table 14-4.
The primary consideration in establishing project priorities for the capital improvement program list
must always be given to the health, safety and welfare of the public and the customers.
Although recommended projects are assigned a priority based on the analysis conducted for this
Master Plan study, the City should review the prioritization and adjust it annually to respond to
changed conditions and to take advantage of concurrent construction, such as street paving projects
or adjacent infrastructure work.
The recommendations and cost estimates are guidelines for the City to plan future projects and
funding. Preliminary design and more detailed hydraulic studies may lead to changes in project
definitions and costs as well as priorities.
The following general project prioritization is recommended:
CITY OF TUSTIN 14-4 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
1. High Priority
a. Facility Improvements
There are five (5) facilities with "High" Priority projects. The cost of these projects is estimated
at $6.6 Million, as shown in Table 14-4.
b. Fire Hydrant and Pipeline Improvements
There are sixteen (16) fire hydrant improvement projects and five (5) fire pipeline improvement
projects that are considered high priorities for enhancing fire flow performance within the
system. The cost of these projects is estimated at $8.7 Million, as shown in Table 14-2 and
14-3.
The total high priority improvement project costs are estimated at about $15.3 Million.
2. Medium Priority
a. Facility Improvements
There are ten (10) total facilities with "Medium" Priority improvements. The cost of these
projects is estimated at about $13.0 Million, as shown in Table 14-4.
b. Fire Pipeline Improvements
There are five (5) fire pipeline improvement projects that are considered medium priorities for
enhancing fire flow performance within the system. The cost of these projects is estimated at
$4.7 Million, as shown in Table 14-3.
The total medium priority improvement project costs are estimated at about $17.7 Million.
3. Low Priority
a. Facility Improvements
There are five (5) facilities with "Low" Priority improvements. The cost of these projects is
estimated at $2.0 Million, as shown in Table 14-4.
b. Transmission Main Improvements
In the future, most of the wells will pump into a new well collection system that will convey
water to a new centralized Main Street PFAS Treatment Plant. The treated water will then be
pumped into the system via a new booster pump station. This will change the way water is
distributed throughout the system to the customers. Following the construction and startup of
the new Main Street PFAS Treatment Plant, the City should study the impacts of the change
in water supply distribution.
As part of the City's efforts to improve the transmission of water, the pipeline in Redhill
Avenue, from La Colina Drive to Walnut Avenue, should be evaluated to be upsized to a
minimum of 12-inches in diameter. The cost of these improvements is estimated at about
$18.5 Million. Concurrently, a detailed hydraulic study is recommended to evaluate additional
transmission main improvements to utilize Simon Ranch Reservoir and other storage facilities
in Zone 1.
CITY OF TUSTIN 14-5 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
Table 14-2
Fire Hydrant Improvement Projects
Add
Design & Admin,
Hydrant or
Construction
Reconnect
Hydrant
Management and
Report
CIP Project
Hydrant
Improvement'
Continigency 2, 3, 4
Total Estimated
Reference
No.
Priority
Project Description
Zone
Lateral
($)
($)
Project Cost ($)
Section
FF-HYD-1
High
Add two hydrants on Browning Avenue and/or Bryan Avenue near Utt Middle School
1
2
30,000
16,500
46,500
9-7
Add hydrants or move hydrant connections so that three hydrants are connected to 8-inch pipe
FF-HYD-2
High
in Mitchell Ave.
1
3
45,000
24,750
69,750
9-7
FF-HYD-3
High
Add (2) hydrants connected to 16-inch pipe in Newport Ave.
1
2
30,000
16,500
46,500
9-7
Add 1 hydrant at intersection of Redhill Ave and Amberwood Dr.
FF-HYD-4
High
Connect to 8-inch pipe in Red Hill Ave.
2
1
15,000
8,250
23,250
9-7
Upsize 4-inch pipe in Amberwood Dr to 8-inch pipe at the end of its useful life.
FF-HYD-5
High
Add 1 hydrant at intersection of Ervin Ln and Ellmar Cir.
2
1
15,000
8,250
23,250
9-7
Connect to 6-inch pipe in Ervin Ln.
FF-HYD-6
High
Add 1 hydrant at intersection of Hewes Ave and Fairwood Ln.
2
1
15,000
8,250
23,250
9-7
Connect to 8-inch pipe in Hewes Ave.
FF-HYD-7
High
Add 1 hydrant at intersection of Newport Ave and Andrews St.
1
1
15,000
8,250
23,250
9-7
Connect to 16-inch pipe in Newport Ave.
FF-HYD-8
High
Add a hydrant (1) close to the intersection of Plaza Way and Plaza Drive
1
1
15,000
8,250
23,250
9-7
FF-HYD-9
High
Add 1 hydrant at intersection of Ethelbee Wy and Fairhaven Ave.
1
1
15,000
8,250
23,250
9-7
Connect to 10-inch pipe in Fairhaven Ave
FF-HYD-10
High
Add 1 hydrant at intersection of 17th St and Deodar St.
1
1
15,000
8,250
23,250
9-7
Connect to 8-inch pipe in 17th St.
FF-HYD-11
High
Add (1) hydrant. Connect to 8-inch pipe in McFadden Ave.
1
1
15,000
8,250
23,250
9-7
FF-HYD-12
High
Add 1 hydrant at intersection of Santa Clara Ave and Fairmont Wy.
1
1
15,000
8,250
23,250
9-7
Connect to 12-inch pipe in Santa Clara Ave.
FF-HYD-13
High
Add two hydrants connected to 6-inch pipe in 1st St, in front of multi- family complex
1
2
30,000
16,500
46,500
9-7
Move hydrant connection (HYD-840) to 6-inch pipe in Skyline Dr.
FF-HYD-14
High
Add (1) hydrant on Skyline Dr. about 200 feet south of Beverly Glen Dr.
2
2
30,000
16,500
46,500
9-7
FF-HYD-15
High
Add two hydrants connected to 12-inch pipe in on Esplanade Ave, between Lassen Dr and
1
2
30,000
16,500
46,500
9-7
Fairhaven Ave
Movehydrant connections (HYD-1408, HYD-1412, HYD-1084) to 8-inch Zone 2 pipe in Hewes
FF-HYD-16
High
2
3
45,000
24,750
69,750
9-7
Tota I
375,000
206,250
581,250
Fire hydrant relocation and/or adding a hydrant are estimated at$15,000 per hydrant
2 Design and Administration Costs are estimated at 20% of the Construction Cost
3 Construction Management Costs are estimated at 15% of the Construction Cost
4 Contigency Costs are estimated at 20% of the Construction Cost
CITY OF TUSTIN 14-6 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
Table 14-3
Pipeline Improvement Projects
Design & Admin,
Add Hydrant
Construction
Total
Existing
Proposed
or Reconnect
Hydrant
Estimated
Management and
Estimated
Report
Diameter
Replacement
Length
Hydrant
Improvement'
Construction
Continigency 3, 4, 5
Project
Reference
Project ID
Priority
Project Description
Zone
(in)
Diameter (in)
(ft)
Lateral
($)
Cost2 ($)
($)
Cost ($)
Section
Add 8-inch in Loma Roja to loop system and add one (1) hydrant.
-
8
530
2
30,000
454,000
249,700
703,700
9-7
4
6
380
228,000
125,400
353,400
9-7
FF-PIPE-1
High
Add one (1) hydrant connected to 6-inch pipe in Skyline Dr.
2
4
8
990
1
15,000
807,000
443,850
1,250,850
9-7
Add 8-inch pipe in La Loma Dr, from Colony Dr to Redhill Ave. Add 8-inch pipe in Redhill Ave, from
La Loma Dr to Wyndham Ct. Add a hydrant at intersection of Redhill Ave and Windam Ct,
connected to new 8-inch pipe.
-
8
1,000
1
15,000
815,000
448,250
1,263,250
9-7
FF-PIPE-2
High
Upsize pipeine in La Loma Dr from Newport Ave to Colony Dr to an 8-inch pipe. An additional
2
hydrant should be added near the school. The pipe in Redhill Ave, from Wyndham Ct to Mardick
Rd should be upsized to 8-inch when it is replaced at the end of its useful life
6
8
2,360
1
15,000
1,903,000
1,046,650
2,949,650
9-7
Include current CIP Distribution System pipeline improvement in Mardick from Woodlawn Ave to
Beverly Glen. See Appendix 14-1.
FF-PIPE-3
High
Upsize pipeline in Pasadena Ave to 8-inch from McFadden Ave to private road south of Carlann Cir.
1
6
8
1,020
816,242
448,933
1,265,175
9-7
Add hydrants closer to the intersections of the two dead end lines in Whitby Cir and the dead end
FF-PIPE-4
High
Add hydrant between HYD-355 and HYD-501 to reduce space in between. Pull hydrant from
1
6
250
1
15,000
165,000
90,750
255,750
9-7
mainline in 6th Street to about 250 feet south
FF-PIPE-5
High
Add 8-inch pipe in Bent Twig Ln to loop system. Pipe will have to be inside bridge or hang from
1
-
8
75
60,000
33,000
93,000
9-7
bridge crossing drainage channel.
High Priority
Subtotal
6,605
6
90,000
5,248,242
2,886,533
8,134,775
Upsize the pipe in Main St from Williams St to HYD-408 to an 8-inch and add a hydrant on Main
FF-PIPE-6
Medium
St, west of Williams St. A connection between the two housing complex pipe systems needs to
1
6
8
1,000
1
15,000
815,000
448,250
1,263,250
9-7
be made as well. This should be completed when the pipes are replaced at the end of their useful
FF-PIPE-7
Medium
Replace 6-inch pipe with 8-inch pipe in Mauve Dr, from 17th Street to Limetree Wy
1
6
8
400
-
-
320,000
176,000
496,000
9-7
FF-PIPE-8
Medium
Replace 6-inch pipe with 8-inch pipe in Woodlawn Ave, from La Colina Dr to Deborah Dr
1
6
8
330
-
-
264,000
145,200
409,200
9-7
Replace 6-inch pipe with 8-inch pipe in Fairmont Wy and along Santa Clara Ave, from Fairmont Wy
FF-PIPE-9
Medium
to Marshall Ln
1
6
8
700
-
-
560,000
308,000
868,000
9-7
Replace 6-inch pipe with 8-inch pipe in Tustin Village Wy, north of Alliance Ave. Move hydrant
connection (HYD-1695) to new 8-inch pipe.
FF-PIPE-10
Medium
Replace 6-inch pipe with 8-inch pipe east of Williams St. Add one (1) hydrant and move hydrant
1
6
8
1,300
3
45,000
1,085,000
596,750
1,681,750
9-7
connection (HYD-1690) to new 8-inch pipe.
Upsize 6-inch pipes to 8-inch pipes in area when it is replaced at the end of its useful life.
Medium
Priority
Subtotal
3,730
4
60,000
3,044,000
1,674,200
4,718,200
TRAN-PIPE-1
Low
Upsize pipeline in Redhill Ave to 12-inch from La Colina Dr to Walnut Ave6
1
12
3,890
-
-
4,668,564
2,567,710
7,236,273
14-4
8
12
6,058
-
-
7,269,377
3,998,157
11,267,534
14-4
Low Priority
Subtotal
9,948
0
0
11,937,941
6,565,867
18,503,808
Totall
20,2841
10
1 150,0001
20,230,1821
11,126,6001
31,356,783
Fire hydrant relocation and/oradding a hydrantare estimated at$15,000 per hydrant
2 Sum ofall costs, including pipeline and hydrant improvements. Pipeline costs are estimated at$100 perdiameter-inch/foot
3 Design and Administration Costs are estimated at 20% of the Construction Cost
4Construction Management Costs are estimated at 15% of the Construction Cost
5Contigency Costs are estimated at 20% of the Construction Cost
CITY OF TUSTIN 14-7 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
Figure 14-4
Facility Improvement Projects
Facility
Priority
Recommendations
Zone
Estimated
Construction
Cost' ($)
Design & Admin,
Construction
Management and
Continigency 2, 3, 4 ($)
Total Cost
($)
Report
Reference
Section
Pasadena Well (PFAS)
High
Pull pump and conduct video survey to assess the condition and determine where the sand is entering from and/or develop a
pump testing plan to evaluate when the sanding occurs (and at what flow rate)
1
40,000
22,000
62,000
10-8
Possibly line or block off areas where sand is entering
1
100,000
55,000
155,000
10-8
Install new pump, motor and variable frequency drive
1
500,000
275,000
775,000
10-8
Install new air conditioning unit
1
80,000
44,000
124,000
10-8
Vandenberg Well (PFAS)
High
Redevelop Well
1
250,000
137,500
387,500
10-10
Install a new flow meter on pump to waste line
1
30,000
16,500
46,500
10-10
Newport Reservoir
High
Install a motor control valve on the inlet/outlet pipe to allow better control of how much water goes into the Newport Reservoir in
relation to the other Zone 1 reservoirs.
1
150,000
82,500
232,500
11-3
Lyttle Reservoir
High
Interim - Replace internal ladder and access platform
3
60,000
33,000
93,000
11-7
Interim - Install a roof vent
3
25,000
13,750
38,750
11-7
Interim - Install flexible couplings for overflow pipe and inlet/outlet pipe
3
30,000
16,500
46,500
11-7
Interim - Install safety handrail around the entire roof
3
2,000
1,100
3,100
11-7
Interim - Remove the interior coating, implement repairs, and recoat the tank interior
3
200,000
110,000
310,000
11-7
Interim - Remove and replace the exterior coating to the extent possible
3
120,000
66,000
186,000
11-7
Interim - Install sacrificial anodes
3
40,000
22,000
62,000
11-7
Interim - Move SCADA equipment to a new location or reinforce retaining wall surrounding equipment
3
20,000
11,000
31,000
11-7
17th Street Desalter
High
Replace electrical switchgear, MCCs, and VFDs for RO feed pumps, Zone 1 BPS, Zone 2 BPS, and Newport Well (include BPS
Zone 2 Evaluation and mechanical equipment and piping replacement where needed)
1 & 2
2,300,000
1,265,000
3,565,000
13-3
PLC upgrade
1 & 2
20,000
11,000
31,000
13-3
Replace transmitters and gauges, and controls (Newport Well, BPS1, BPS2)
1 & 2
300,000
165,000
465,000
13-3
Total High Priority
4,267,000
2,346,850
6,613,850
Prospect Well
Medium
Abandon Well
1
200,000
78,000
278,000
10-9
Well Siting Study
1
100,000
39,000
139,000
10-9
Walnut Well
Medium
Abandon Well
1
200,000
78,000
278,000
10-11
Well Siting Study
1
j 100,000
39,000
139,000
10-11
17th Street Well 3 /
Newport Well
Medium
Pull pump and conduct video survey to assess condition of well casing and develop detailed recommendations for rehabilitation.
1
40,000
15,600
55,600
10-2
Electrical upgrades -Replacement of VFD, add motor operated valves
1
Cost integrated with 17th Street Desalter Treatment
Plant Upgrades
10-2
Main St Well 4
Medium
Pull pump and conduct video survey to assess condition of well casing and determine where the sand is coming from
1
40,000
15,600
55,600
10-7
Reline the well, --550 feet of liner, redevelop well
1
450,000
175,500
625,500
10-7
New pump
1
200,000
78,000
278,000
10-7
CITY OF TUSTIN 14-8 Water Master Plan
CAPITAL IMPROVEMENT PROGRAM
Figure 14-4 (continued)
Facility Improvement Projects
Facility
Priority
Recommendations
Zone
Estimated
Construction
Cost' ($)
Design & Admin,
Construction
Management and
Continigency 2, 3, 4 ($)
Total Cost
($)
Report
Reference
Section
Newport Reservoir
Medium
Remove and replace reservoir; Construct as large a reservoir as possible on the existing site. Consider a rectangular reservoir.
1
6,000,000
2,340,000
8,340,000
11-3
Lyttle Reservoir
Medium
An assessment study should be completed for long term planning
3
250,000
97,500
347,500
11-7
Foothill Reservoir
Medium
Conduct a reservoir cleaning and dive inspection to evaluate current conditions
1
50,000
19,500
69,500
11-4
Evaluate for compliance with current seismic standards and implement improvements per its recommendations
1
50,000
19,500
69,500
11-4
Water sampling improvements - construct sampling pipes from three different levels within the reservoir with surface connections
for a pump to draw samples.
1
50,000
19,500
69,500
11-4
Repair roof cracks - estimate 1,000 feet
1
60,000
23,400
83,400
11-4
17tReplace
Street BPS
Zone 1
Medium
instrumentation, transmitters, and gauges
1
Cost integrated with 17th Street Desalter Treatment
Plant Upgrades
12-3
Replace mechanical equipment and piping that have exceeded their useful lives
Upgrade VFDs and electrical materials as part of the 17th Street Desalter electrical system improvements
Rawlings Pump Station
Medium
Add VFD for two 50 HP pumps
2
160,000
62,400
222,400
12-2
Replace the cylinder actuated ball valves (Pratt) with check valves
2
100,000
39,000
139,000
12-2
Evaluate suction/discharge line configuration and operations to utilize Rawlings Reservoir storage during pump station fill
periods
2
60,000
23,400
83,400
12-2
If needed, realign and reconstruct suction/discharge line so pump station draws water from reservoir
2
600,000
234,000
834,000
12-2
17th Street Desalter
Medium
Remove sulfuric acid system
1 & 2
80,000
31,200
111,200
13-3
Replace antiscalant pumps
1 & 2
20,000
7,800
27,800
13-3
Replace differential pressure transmitters for RO trains with digital units
1 & 2
60,000
23,400
83,400
13-3
Replace RO system and clean -in -place valves
1 & 2
80,000
31,200
111,200
13-3
Reline decarbonator tanks
1 & 21
100,000
39,000
139,000
13-3
Replace clear well sampling pump
1 & 2
20,000
7,800
27,800
13-3
Retrofit chlorine gas to sodium hypochlorite disinfection
1 & 2
200,000
78,000
278,000
13-3
Repair the pump room floor
1 & 2
50,000
19,500
69,500
13-3
Total Medium Priority
9,320,000
3,634,800
12,954,800
Columbus Well
(PFAS)
Low
Add flow meter on discharge to waste line
1
30,000
16,500
46,500
10-4
Electrical and control system upgrades - add motor operated valves
200,000
110,000
310,000
10-4
Main St Well 3
Low
Pull pump and conduct video survey to assess condition of well casing and develop detailed recommendations for rehabilitation.
1
40,000
22,000
62,000
10-6
Upgrade to water lubed or replace with submersible; Replace pump, motor, electrical, and piping
550,000
302,500
852,500
10-6
Edinger Well
Low
Replace chlorine gas with sodium hypochlorite disinfection
1
250,000
137,500
387,500
10-5
Main Street Reservoir
Low
Conduct a detailed inspection/assessment of the inside of the reservoir.
1
20,000
11,000
31,000
11-2
Rawlings Reservoir 1 and
2
Low
Continue monitoring the settlement of the ground between the reservoirs. Once settlement stops, repave.
1
100,000
55,000
155,000
11-5
Add a sample water quality station to each reservoir
100,000
55,000
155,000
11-5
Conduct interior inspection of the reservoirs in the next 3 years
10,000
5,500
15,500
11-5
Total Low Priority
1,300,000
715,000
2,015,000
Tota 1
14, 887, 000
6, 696, 650
21, 583, 650
Construction cost estimates based on recent project experience and vendor estimates 3 Construction Management Costs are estimated at 15% of the Construction Cost
Design and Administration Costs are estimated at 20% of the Construction Cost 4 Contigency Costs are estimated at 20% of the Construction Cost
CITY OF TUSTIN 14-9 Water Master Plan
Appendix 8.1
Pressure Data Comparisons
APPENDIX 8-1
PRESSURE DATA COMPARISONS
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CITY OF TUSTIN 1 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 2 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 3 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 4 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 5 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 6 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 7 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 8 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
CITY OF TUSTIN 9 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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- - - - - - - - -----------
CITY OF TUSTIN 10 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 13, Zone 1: HYD-1137
Field Pressure (psi) Model Pressure (psi)
45
40
35
wa
30
25
V)
a
a,
20
L
LA
15
v
L
d
10
5
0
a s a a a a a a a a a a a aE_ a aE_ a d6- a a a an- a an- a an- a d a
o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
M f V1 l0 I, W Ol O .--i N c-I N M V1 lD I- 00 Q1 O r-, M -zi i/1 lD I, W Ql O -i M V V1 l0 I, W Q1 O r-i N
i 4 c-I ci ci ri ci 1 ri ci ci i 4 a-i ci i-q r-I c4 c-I 1 1 1 1 1 ci -1 a-i ci ci ci ci ci ci ci r-I "4 ci ci c-I 1 1 ci 1 "1 ci "q ci ci "I
ci N N N N N N N N N ri ci ci N N N N N N N N N c-I 1 c-1 N N N N N N N N N ci ci ri N N N N N N N N N 1 c-I c-I
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ O O O O O O O O O \ \ \ O O O O O O O O O \ \ \ c-I r-I a --I c-I c-I ci c-I c-I a-i \ \ \ 1 c-1 -i c-1 ci -1 -1 -1 -1 \ \ \
O N N N N N N N N N O O O N N N N N N N N N O O a-1 N N N N N N N N N -1 1 ci N N N N N N N N N 1 ri N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ -1 \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ Ol M 01 01 Ol Ol 01 al Ol \ \ \ Ol M M Ol 01 M Ol 01 M \ \ \ 01 Ol al 01 01 Ol Ol 01 Ol \ \ \ 01 Ol 01 M Ol 01 M Ol 01
Ol 01 a \ \ \
l M O> 01 0) 0) 01 01 Ql Ol Ol
Date and Time
CITY OF TUSTIN 11 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 14, Zone 1: HYD-11S9
Field Pressure (psi) Model Pressure (psi)
45
R;
%R�
40
�W
35
30
.N
25
n
20
L
Ln
15
V)
v
L
10
199
5
0
a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N r-1 N m V m l0 n oo m O C-1 N r-I N m 4 N l0 n W M O 1 N -i N m V Ln l0 n oo 01 O i--I N --I N m K* Ln l0 n oo m O1 N
ci ci ci ci ci ci ci ci ci "I "1 "4 �i 1 1 1 1 1 1 ci ci `� `� r, c j ci ci ci ci ci ci ci ci r-I 1 r-I 1 c-I 1 1 1 1 1 1 ci "I `� "q
ci N N N N N N N N N ci ci 1 N N N N N N N N N ci ci ci N N N N N N N N N ci ci 1 N N N N N N N N N.- ci ci
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ O O O O O O O O O \ \ \ O O O O O O O O O \ \ \ i'i r-I r-I r-I c-I C-I C-I C-I C-I \ \ \ c-1 c-I c-I a --I a --I a --I a --I a --I a- 4 \ \ \
O N N N N N N N N N O O O N N N N N N N N N O O —f N N N N N N N N N 1 C-1 1 N N N N N N N N N ci a-i N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ -M-\ \ \ N N
\ M M M M M M M M M\ \ \ O1 01 01 01 al al al al a> \ \ \ 0) O1 0) 0) 0) 0) 0) 0) 0) \ \ \ 01 O1 O1 M M01 01 MM \ \ \
Ol 01 01 0) Ol Ol 0) 0) 01 01 al al 01
Date and Time
CITY OF TUSTIN 12 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 15, Zone 1: HYD-1183
Field Pressure (psi) Model Pressure (psi)
30
25
-v
w
*17
Ow
00
O.O.Aq
Ow
20
a 15
v
L
V)
N
N
10
5
0
a a a a a a a a a a a a a a a d a a a d a a a a a a a a a a a a a a a a- a a a a a a 0- a a a a a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N -4 N MM lD n W M O -q -I N M0 lD n W M O. 1 N i--i N Mm lD n W m O r-i N4 N M I Vl lD n w m O r-i N
`~ c-I ci ci ci ci ci ci ci �--I a --I a --I ci �--I c-I ci ci c-I ci ci ci �--I c-I ci rl i--I c-I c j ci ci ci ci ci �j "q a q ci r-i ci r-i ci r-i ci c-I ci r-I c-I c q rl
N N N N N N N N N .--I ci �--� N N N N N N N N N .-i ci ci
N \ \ O a 0 \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
O O
\ O O O O O
O N N N N N N N N N O O O N N N N N N N N N O O c-I N N N N N N N N N rl ri c-I N N N N N N N N N .--I ci N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ O1 D1 al D1 O1 D1 al a> 01 \ \ \ O1 O1 al O1 O1 O1 al O1 O1 \ \ \ D1 Q1 D1 01 D1 01 D1 01 D1 \ \ \ Ol O1 Q1 O1 Ol O1 O1 O1 Ol \ \ \
01 07 01 Ol Ol Ql pl at 01 Ol Ol Ol 01
Date and Time
CITY OF TUSTIN 13 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 16, Zone 1: HYD-1187
SCADA Pressure (psi) Model Pressure (psi)
55
50
45
40
35
30
V,
a,
25
L
20
Q)
L
a
15
10
5
0
—
a a a a a a a a a a a a a a d a a a a a a d a a a a a a a a a a a a a a a a a a d a a a a a d a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N r-i N M V m lD n w a1 O r-i N r-1 N M Ln lD n W M O c-4 N .-i N Mm lD n w m O i--i N 1 N MN lD n oo al O -i N
r,q c 1 ci ci ci ci ci ci ci ci r q r q "4 c-I c-I 1 ci 1 c-I ci ci ci �q i q ci ci 1 ci ci 1 ci 1 r-I 1 c-I 1 c 1 ci ci ci ci ci ci �q i q 1
ri N N N N N N N N N ci ci ci N N N N N N N N N r-I ci ci N N N N N N N N N ci ci ci N N N N N N N N N .-i ci ci
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ 0 0 0 00000 0 \ \ \ 0 0 0 0 0 0 0 0 0 \ \ \ � 1 ci ci ci ci �--� ci `i ci \ \ \ � 1 -1 .-i ci . 1 ci ci -1 ci \ \ \
O N fN N N N N N N N 0 0 0 N N N N N N N N N 0 0 -1 N N N N N N N N N `i ci ci N N N N N N N N N rH ci N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N fry
\ 01 a1 01 a1 01 al 01 al a1 \ \ \ Ol 01 al a1 M Ol a) al a) \ \ \ al 01 al 01 01 a1 a1 al 01 \ \ \ Ol a) al a) M al al al al \ \ \
01 01 a1 al al al 01 Q7 al M M a)
Date and Time
CITY OF TUSTIN 14 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 17, Zone 1: HYD-1251
SCADA Pressure (psi) Model Pressure (psi)
35
30
VW
25
.N
Q 20
W
L
N
15
L
d
10
5
0
2 222 2 22 2 2 222:5 �i 2 2 2 2 2 2 22 2 2 22:5:5 �E:5:5:5 �5 �5:5:5 �E:5 2
a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a d a a a a a a a a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N c-I N M V Ln LO n W M O -1 N q N M I Ln LD n 00 Ol O r-i N -i N M V Ln lD n oo Ol O -i N r-i N M I Ln LD n oo Ol O r-i N
" ci c4 "q a --I r-1 r-1 i--I i--I ci 1 1 rq c-I c-I ri ci ci ci ci ci ci "q `~ c, i-q i--I -q r-1 r-1 a --I r-1 1-1 ci 1 1 "' c1 ci ci ci ci ci ci ci c-I e-I 1 ci
ci N N N N N N N N N ci "4 ci N N N N N N N N N c-I ci i--I N N N N N N N N N ci "q ci N N N N N N N N N c-I ci ci
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ O O O O O O O O O \ \ \ O O O O O O 0 O O \ \ \ \ \ \
O N N N N N N N N N O O O N N N N N N N N N O CD -1 N N (q N N N N N N --i --i `'I N N N N N N N N N a --I a --I N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N
\ 0) 0) Ol M Ol Ol Ol O1 (M \ \ \ al 01 01 61 01 01 01 01 at \ \ \ 0) 0) Ol M Ol Ol Ol Ol (n \ \ \ 0) 01 01 61 Ol 01 01 01 Q1 \ \ \
Ol Ol Ol 01 al 01 M Ol Ol 01 al 0) 0)
Date and Time
CITY OF TUSTIN 15 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■
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--------- ---------
CITY OF TUSTIN 16 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 20, Zone 1: HYD-1418
SCADA Pressure (psi) Model Pressure (psi)
60
55
50
We
COO
45
.N
40
35
30
v
25
L
d
20
15
10
5
0
a a a a a a a a a a a a d a a a a a a a a a a a a a a a a a a a a a a a a a d a a a a a d a a a a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.
..
N c-I N MIt N O n W Q1 O 1 N c-I N M I L11 l0 I- W 01 O 1 N c-I N M I V1 l0 r` W Ql O 1
`� ci ci ci ci ci c-I ci ci �--I c-1 ci �--I a --I a --I c-I r-I a-i c-I c-I a-i i--I c-I ci ci i--I c-I ci ci ci ci ci ci ci ci ci ci i--I i--I a-i c-I c-I a-i c-I c-I a --I `� ci ci
ci N N N N N N N N N ci ci i 1 N N N N N N N N N N N N N N N N N N N N N N N N N N N .
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N
\ O O O O O O O O O\\\ O O O O O O O O O a\\
O N N N N N N N N N coo N N N N N N N N N O O c-I N N N N N N N N N ci ci �--� N N N N N N N N N ci ci N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ Ol Ol O1 Ol Ol O1 Ol Ol O1 \ \ \ Ol Ql Q1 Ol Ql Q1 Ol Ql Q1 \ \ \ O1 Ol Ol 01 Ol Ol O1 Ol Ol \ \ \ Ol Ol Ql Q1 Ol Ql Ql Ol Ql \ \ \
01 Ol Ol 01 Ol Ql p) p) M Ql Ql Ol p)
Date and Time
CITY OF TUSTIN 17 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 18 Water Master P/an
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 22, Zone 1: HYD-1454
Field Pressure (psi) Model Pressure (psi)
65
60
55
NIP
50
45
40
35
a
30
v
L
25
20
v
a
15
10
5
0
a a a a a a a a a a a a a a a a a a a a a d a a a a a a a a a a a a a a a d a a a a a a a a a a a
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
. ..
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ci N N N N N N N N N a --I a --I -1 N N N N N N N N N c-I ci a-i N N N N N N N N N c-I c-I �--� N N N N N N N N N ci ci
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ O O O O O O O O O \ \ \ O 0 O O O O O O O \ \ \ � � � � 1 1 1 1 1\ \ \ ti �--� � 1 `-1 1 \ \ \
O N N N N N N N N N O O CD N N N N N N N N N O O .--I N N N N N N N N N c-I c-I �"� N N N N N N N N N �--� �--� N
\ al Ql Ql Ql al Ql Ql Ql Ql \ \ \ al Ql Ql 01 01 01 01 01 01 01 a1 O>\ a1 a1 a1 01 al 01 al at Q7 \ \ \
M Ol 01 01 01 01 0)
Date and Time
CITY OF TUSTIN 19 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
CITY OF TUSTIN 20 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
-
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.................................................
......... ......... ......... .........
CITY OF TUSTIN 21 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 25, Zone 2: HYD-1619
Field Pressure (psi) Model Pressure (psi)
20
18
16
za
14
12
a
10
v
8
a
6
4
2
0
Q Q Q¢¢¢ Q Q Q a a a a d o o a a a a a Q Q Q Q Q Q Q Q¢ Q Q Q o a a a a d d o o a a a Q
o 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
M It 111 l0 I, W 01 O 1-4 N .--I N M Itt V1 l0 I� W 01 O 1 M qt V1 l0 I, W T O 1-1 N .--I N M :r V1 l0 I, W Q1 O 1 N
1 ci ci ri ci 1 1 ci 1 ci r-I a --I i-i ci "I i--I r-1 r-1 a-i c-I ci ci �--I �--I ci ci ci _1 ci ci ci ci c-I ci a-i a --I 1 i-i ci ci ci "q "q ci ci ci
ci N N N N N N N N N T-1 .-i ri N N N N N N N N N. 1 ci -1 N N N N N N N N N ci ci `i N N N N N N N N N r-1 1 r-1
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N Cq
\ O O O O O O O O O \ \ \ O O O O O O O O O
O N N N N N N N N N O O O N N N N N N N N N O O c-I N N N N N N N N N ci ci ci N N N N N N N N N ci ci N
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ O1 M Ol al al 01 01 O1 O1 \ \ \ 01 Ol Ol Ol 0) 0) M M 01 \ \ \ O1 O1 M M Ol Ol 01 01 O1 \ \ \ M 01 01 Ol Ol Ol 01 M M \ \ \
0) M M Ql Ql Ol Ol Ol 0) 01 M Ol 0�
Date and Time
CITY OF TUSTIN 22 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 26, Zone 2: HYD-1468
40
Field Pressure (psi) Model Pressure (psi)
35
hoom-
Opal
30
Og
ad
25
a
20
v
15
a
10
a
I
5
—in
M1
Ml
0
I
I
In
I
1
1
o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N -4 N M-zT M lO r, W M O -4 N -1 N Mlzt M W n W M O -1 N _4 N MM w n w M O c-I N c-I N M I Lfl W n M M O -1 N
ci ci ci c-I ci c-I c-I ci ci -1 -1 ci ci ci c-I c-I c-I ci ci ci ci ci ci -1 ci ci -1 ci ci ci ci ci ci -1 -1 ci i--I c-I ci ci ci ci _I _I ci ci -1 ci
ci N N N N N N N N N .--N N N N N N N N N ---I i--i ci N N N N N N N N N- ci �"� N N N N N N N N N
N \ \ 0 \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
O O O O O O O ON .
O O O CD CD CD CD CD CDCD
O CD N N N N N N N N N --q c q �--� N N N N N N N N N-
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
\ 01 01 Ol Ol Ol Ol Ol Ol Ol \\\ Ol Ol Ol Ol Ol Ol Ol Ol Ol \\\ Ol Ol Ol Ol 01 01 01 01 01 \\\ Ol Ol Ol Ql Ql Ql Ol Ol Ol \\\
O1 Ol O1 Ol Ql Ql (n p) p) Ol Ol Ol p�
Date and Time
CITY OF TUSTIN 23 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
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CITY OF TUSTIN 24 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
ORRmomown
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.................................................
......... ......... ......... .........
CITY OF TUSTIN 25 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
APPENDIX 8-1
Site 29, Zone 1: HYD-1753
Field Pressure (psi) Model Pressure (psi)
55
50
45
me
ww
40
35
a
30
v
L
25
v
a
20
15
10
5
0
¢¢¢¢¢¢¢¢¢¢¢¢ a a a d a a a a a a a a¢¢¢¢¢¢¢¢¢¢¢¢ a a a a a a a d a a a a¢
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
.. .. ..
N .--I N M I V1 l0 I, W 01 O 1 N -I N M I Lf1 lD I- W O O 1 N c-I N M V u7 lD n W Ql O -i N .--I N M I lf1 lD n 00 O O rH N
c-I -1 1 1 1 1 1 1 c 4 rq ci ci ci i 4 i q c q c-I 1 1 1 1 a--1 14 ci 1 1 c q t-1 r1 ci Ci "I Ci ci ci c-I 1 1 1 a q ci i-i c 4 c 4 a--1 c-I c, ci
ci N N N N N N N N N 1 1 1 N N N N N N N N N ci ci -4 N N N N N N N N N 1 1 1 N N N N N N N N N -4 1 c-I
rq \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N rq \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N
\ (Doc O O O O O O \ \ \ O O O O O O O O O \ \ \ ci ri ri c ci 1 c 1 -1 c-1 rq
O N N N N N N N (IJ N O O O N N r 4 N N N N N N 0 0 ci N N N N N N N N N ci _1 ci N N N N N N N N N r-I ci rq
N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ -1 rq rq N \ \ \ \ \ \ \ \ \ N N N \ \ \ \ \ \ \ \ \ N N N
MOl M O a)Ol Ol Ql Ql Ql M_ Ol Q1 Q1 Q1 Q1 Ol Ol M M M Q1 Q1 O\1 Ol Ql Ql M Ol Ol M Ol Ol - Ol Ol M Ql M Ol Q1 Q1 Q1 Q1 Ol Ql Ql
Date and Time
CITY OF TUSTIN 26 Water Master Plan
R:RptsUustin, CityoA2021 Water Master Plan
Appendix 9.1
Tustin Water Model Scenarios
Tustin Water Model Scenario
Simon Ranch Reservoir Out of Service
On June 23, 2022, the City of Tustin experienced a failure at the new Simon Ranch Booster Pump
Station while Simon Ranch Reservoir was out of service. The pump station experienced low
suction pressures and was not able to turn on during peak demand hours. Therefore, Lyttle
Reservoir was depleted as a result. To try get the pump station to turn on, the City forced imported
water connections to open to pressurize Zone 1. Around 6am, the pump station was provided
with enough suction pressure to begin pumping as normal, because City of Tustin allowed water
into the Simon Ranch Reservoir.
AKM attempted to simulate the same situation in the hydraulic model using the maximum day
demand scenario in order to develop a solution. The following scenarios were run:
a. Pressurize Zone 1 by restricting flow into and holding Newport Reservoir level to 10 feet
b. Add a pressure reducing valve between Zone 2 and Zone 1 at the intersection of Beverly
Glen Drive and Browning Ave.
Using existing and future system characteristics, both scenarios showed negative pressures on
the upstream side of the Simon Ranch Booster Station (SRBS) during peak hour demands. The
demands in the system are high enough during an irrigation day and non -irrigation day peak hour
that the pressures cannot be sustained upstream of SRBS in ether scenario. System demands
start to decrease substantially around 6 am which then allows the system to balance. The diurnal
patterns for Zone 1 and Zone 3 are shown below for reference.
Zone 1 Diurnal
�------------�---iumal
----
lollIIIIIIIIIIIIIIMINIONINNI'llLINIIIIIIIIIIIIIII
mild'
.
1111
111rP111111111119X1ill
1103ll'���ll����������1Lk�rl
I
.
............ ............
------------------
Study date:9/14/22
Zone 3 Diurnal
900 5.00
S00 — Demand —Diurnal Factor 4.50
700 4.00
600 3.50
F 3.00
500
2.50 0
400
E 2.00 �
300 m
1.50 E
200 1.00
100 0.50
IN
0 0.00
¢aa¢aa¢aaa¢¢aaaaaaaaaaaa¢a¢a¢a¢a¢a¢¢aaaaaaaaaaaa¢
nnoC.ono0000o0oo000000o0oo000o000000o000000o00o000
00000000000000000aooa0000000000000000aoa000000000
N r N M V In Co n CO O r N r N co V In (O n m0) O r N r N M V lf] Co ti Co M O r_ N r N CO V lf] Co f� Co O r N
r N N N N N N N N N r r r N N N N N N N N N r r r N N N N N N N N N r r r N N N N N N N N N r r r
N O O O O O O O O O N N N O O O O O O O O O N N N r r r r r r r r r N N N r r r r r r r r r N N N
O N N N N N N N N N M o O N N N N N N N N N O o r N N N N N N N N N r r r N N N N N N N N N r r N
N N N N N N N N N N N N N
Date and Time
Scenario 1: Pressurized Zone 1 by Restricting Flow into Newport Reservoir
Assumptions:
r Flow was restricted at Newport Reservoir so the level did not exceed 10 feet. This allowed
the other Zone 1 reservoirs to fill.
➢ Controls for the wells were switched from Newport Reservoir to Foothill Reservoir levels
r Flow was then restricted at Rawlings Reservoirs to 28 feet to allow water to fill Foothill
Reservoir in an attempt to pressurize the Zone 1 system.
➢ Imported water connections were forced to open during peak hour demands to maintain
high water levels in Foothill Reservoir.
➢ SRBS controls were adjusted to minimize the need for two pumps to turn on during peak
hour demand (the second pump turns on when Lyttle Reservoir level drops below 20 feet)
➢ The 10-inch transmission main conveying water from Zone 1 to Zone 3 in Browning Ave
down to La Colina Dr was paralleled with a 16-inch pipe to reduce any potential losses.
Regardless of the above assumptions, the negative pressures upstream of SRBS could not be
resolved during irrigation day peak hours. The model junction results below represent the
pressures that were seen in the model upstream of SRBS. The Zone 1 and Zone 3 Reservoir
levels during the 48-hour simulation are also shown.
Study date: 9/14/22
Scenario 1: Reservoir Levels
The following solution was developed:
➢ Maintain levels above 32 feet in Lyttle Reservoir, so the reservoir stays full most of the
time
➢ Add time constraints to the pumps during peak hour demands. Below represents controls
keeping pumps off from 4 am to 8 am. The storage in Lyttle reservoir is sufficient for
Study date:9/14/22
providing peak hour demands without the use of SRBS. These time constraints can be
added to the night time peak also, as the pump station can fill the reservoir back up during
non -peak hour demand times
Comparison of Pressures Upstream of SRBS
Reservoir Levels
Time
Study date: 9/14/22
Scenario 2: Add a pressure reducing valve between Zone 2 and Zone 1 at the intersection
of Beverly Glen Drive and Browning Avenue
Assumptions:
r Adjusted facility controls to limit flow into Newport Reservoir, allowing Zone 1 pressures
to increase as Foothill and Rawlings Reservoirs levels rise
r Added a pressure reducing valve between Zone 2 and Zone 1 at the intersection of Beverly
Glen Drive and Browning Avenue (close to where the old Simon Ranch Pump Station was
located). The valve was set to allow water to flow into Zone 1 when the pressures in Zone
1 fall below 30 psi.
This scenario did not work under existing system conditions (existing pipe sizes). The losses
experienced through the pipes as the water is conveyed from the west side of Zone 2 to the east
side where the proposed PRV is located are substantial enough to reduce the pressures at the
proposed PRV to below 30 psi during peak irrigation hours when Zone 1 is in need of 800 to 1200
gpm of flow.
The following pipe upgrades were needed to be made in the model to increase pressures
sufficiently during the peak hours.
➢ About 5,500 feet of 6-inch pipe in Skyline Drive from Beverly Glen Drive to Newport
Avenue
➢ About 1,300 feet of 8-inch pipe in Beverly Glen Drive from Browning Avenue to Sky Lane
Upstream Pressures and Flows at SRBS
without any Control Changes
Pump Group Graphs
--
900
Pressure A Junction J62 NEW_SIMONRANCH P1 HE;V BIMONRANCH P- I JE`N SIMONRANCH_P3
-------------------- — — —------------- ----•
fiso...............------------------------
800
-----------------'----------------- I '-------- --
:.......................... :..........................:..... - ----
------ -->-------------------- '---------- -- ------->---------- ----------
.....---- .....--- -----...._;.....................
----- ---------------------- - -------------------
750
r .
.
- --
--41if�
zoo..
-------
--
-------�,��- --- ----
-
------ ' -------------------------- ----------
---- - -
-
, h
n .
Y :,
550.......
..............
..i-------
1
.....I........... i' I,+
+�'
.....
...........:
............
....
...
.......... ..... \in......
.....
.....................
...
y
450
4
, , +
,
y.. ..
....
..
..
...
0 400
i1
i i
e
350
. �.
n
..
n
...
� {
300
r 3'
250
l i ......
Y
<. i �, S.
-.
..
......
.....
..
n'
...
..
... ...
.. ... ...
..
..
..}
. �`
200
--------------
----------
---------------------
---
---- --
`
- --
-
- - --
-- -
y.
150
too-
50
................i.........................i-------
..............
..:...---- .-----------------
.............
.....
..........: i.......
.......... :....---- .....-------------
........................:.....
................. :..... ...........
..........
.....
.....
�.i ....
..:.........
.......... .............
.......... .............
....----------------
0
5 10
15 2D 25 30
Time (hour)
35 96 45
Study date: 9/14/22
This scenario resolved most of the negative pressures, except for during the irrigation day peak
hour. The scenario was adjusted to eliminate pumping at SRBS between the hours of 4am and
8 am, and the pressures were sustained at more acceptable levels, as shown below.
Upstream Pressures and Flows at SRBS
(No pumping at SRBS from 4 am to 8 am)
Pump Group Graphs
-- Pressure Q Junction
J62
— NEW_SIMONRANCH_P1
NEW_SIMONRANCH_P2 — NEW_SIMONRANCH_P3
e00............
..............................
r--............
,.......................... .
,...............
44
850
.............................................................................................................................................................................
y......................... y.........................
............
42
40
38
750
.............................
.----------
:.......................... :..........................
:.......................... :.......................... :...........................
......................... .......................
.....
36
700
------- - --- ------------
-- - ------
---------------- -- -------------
--------------------------- - -------------- --- -- ---------------
-------------- --- --------- -
--- - -----
34
650
32
600
---------'-'
-------------------'----------- --
-------------------------------'-------------------------------------
---------------------'- ----- -
-- ----
n
026
550
---- -
-5
-- - ,- ---
------ --- -- -----
----.
28
if h T
`W4----
2 500
:...............
.;,4...;..................;....................
....;.........................V... ................ ....
... !iA............ ............. ...
.....
24 `
450
--- ------
--- -
------ ------
-------- ------ -- -- - --
--- ----- -
----
22 it
Ili 400
;-
--- i- T --- -
- L + ]
-. -- --- --- --
--- --- - ------ ---- --- --- ---
-- 1 �i l - --- - -
��
----.
20
S
ti+
ti !
18
p r
16
r
"
14
200
................
.........:...........
kI. �.....''....i �j-................
.�1.;,...............re. i,....i.........'v .... .... .........
................... j3' ...
i
10
150
. ........... .........
...
........
.. ... ........
-..A.'r
y.A1,.
................... ........ ...
.. ;4 �.��..'1n
'ti
'..,'i-4!i
y:j1 ` 'y
6
n
--•
4
50
.....................
..........................i..............
...... .... i......................
— _
2
of
s
10 15
20 25 30 35 do
0
45
Time (hour)
Conclusion
The hydraulic analysis showed that if the Simon Ranch Reservoir is out of service, negative
pressures can be experienced in the system upstream of Simon Ranch Booster Station during
peak hour demand periods. This will cause the pump station to fail and not turn on.
The general recommendations are as follows:
➢ Maintain high water levels at Lyttle Reservoir when Simon Ranch Reservoir is out of
service, especially just before the high demand periods
r Adjust Zone 1 controls to look at Foothill Reservoir levels and keep the levels above 20
feet
➢ Restrict the flow into Newport Reservoir, maintaining a level of 10 feet
➢ Restrict the flow into Rawling Reservoirs, maintaining a level of 28 feet
➢ Change well controls to maintain high water levels at Foothill Reservoir during before
peak hour demands. Utilize imported water connections as needed to maintain these
higher water levels
➢ Add time control at SRBS to keep the pumps off during peak hour demands (potentially
from 4 am to 8 am and 6 pm to 9 pm). Allow Zone 3 demands be provided by Lyttle
Reservoir during these times.
Study date: 9/14/22
r Explore the possibility of improving the emergency connection with Golden State Water
Company (or a new connection with EOCWD) to an actual pressure regulating valve and
flow meter so it can be relied upon as an emergency source of water.
Study date: 9/14/22
Appendix 14.1
FY 23-24 Capital Improvement Projects
City of Tustin
Summary of Projects and Funding Sources
Water Distribution Facilities
FY23-24 FY24-25 FY25-26 FY26-27 FY27-28 FY28-30 Total Request
Project Request Planned Planned Planned Planned Planned & Planned
No.
60163 OC-43Improvement
Fund 301 WCF $ 250,000 $ - $ - $ - $ - $ - $ 250,000
Project Total $ 250,000 $ - $ - $ - $ - $ - $ 250,000
60160 Mardick Road Water Main Replacement between
Red Hill Avenue and Beverly Glen Drive
Fund 301 WCF $ - $ 200,000 $ 1,500,000 $ - $ - $ - $ 1,700,000
Project Total $ - $ 200,000 $ 1,500,000 $ - $ - $ - $ 1,700,000
60171 Water Main Replacement - Simon Ranch Road to
Racquet Hill via Tustin Hills Racquet Club Parking
Lot
Fund 301 WCF
$
- $
50,000 $
-
$
800,000
$
- $
- $
850,000
Project Total
$
- $
50,000 $
-
$
800,000
$
- $
- $
850,000
60172 Browning Avenue Water Main Replacement
between Beverly Glen and La Colina
Fund 301 WCF
$
- $
- $
300,000
$
1,500,000
$
- $
- $
1,800,000
Project Total
$
- $
- $
300,000
$
1,500,000
$
- $
- $
1,800,000
TBA Water Main Replacement Program
Fund 301 WCF
$
- $
- $
100,000
$
900,000
$
100,000 $
900,000 $
2,000,000
Project Total
$
- $
- $
100,000
$
900,000
$
100,000 $
900,000 $
2,000,000
Water Distribution Facilities Total $ 250,000 $ 250,000 $ 1,900,000 $ 3,200,000 $ 100,000 $ 900,000 $ 6,600,000
Total Uncertain Funding - - - - - - -
Ak_ City of Tustin
Summary of Projects and Funding Sources
Water Storage Facilities
FY23-24 FY24-25 FY25-26 FY26-27 FY27-28 FY28-30 Total Request
Project Request Planned Planned Planned Planned Planned & Planned
No.
60114 Simon Ranch Reservoir, Booster Pump Station and
Pipeline Replacement Project
Fund 306 2013 WBF COMPLETE
Project Total
60148 John Lyttle Reservoir Tank Evaluation, Site
Improvements and Safety Upgrades
Fund 301 WCF $ 100,000 $ 500,000 $ - $ - $ - $ - $ 600,000
Project Total $ 100,000 $ 500,000 $ - $ - $ - $ - $ 600,000
TBA Foothill Reservoir Phase 2 Improvements
Fund 301 WCF $ - $ - $ 65,000 $ 400,000 $ - $ - $ 465,000
Project Total $ - $ - $ 65,000 $ 400,000 $ - $ - $ 465,000
60149 Newport Avenue Reservoir Repairs
Fund 301 WCF
Water Storage Facilities Total
Total Uncertain Funding
$ - $ - $ 600,000 $ - $ - $ 6,000,000 $ 6,600,000
Project Total $ - $ - $ 600,000 $ - $ - $ 6,000,000 $ 6,600,000
$ 100,000 $ 500,000 $ 665,000 $ 400,000 $ - $ 6,000,000 $ 7,665,000
City of Tustin
Summary of Projects and Funding Sources
Water Production Facilities
FY23-24
FY24-25
FY25-26
FY26-27
FY27-28
FY28-30
Total Request
Project
Request
Planned
Planned
Planned
Planned
Planned
& Planned
No.
TBA
Edinger Well Rehabilitiation
Fund 301 WCF
$
-
$
-
$ -
$
-
$ -
$ -
$
-
Project Total
$
-
$
-
$ -
$
-
$ -
$ -
$
-
60151
Conjunctive Use Well at Beneta Well Site
Fund 301 WCF
$
2,298,169
$
-
$ -
$
-
$ -
$ -
$
2,298,169
Fund 301 SARCCUP
$
-
$
-
$ -
$
-
$ -
$ -
$
1,575,140
Fund 306 2013 WBF
$
349,000
$
-
$ -
$
-
$ -
$ -
$
349,000
Project Total
$
2,647,169
$
-
$ -
$
-
$ -
$ -
$
4,222,309
TBA
Vandenberg Well Rehabilitation
Fund 301 WCF
$
350,000
$
-
$ -
$
-
$ -
$ -
$
350,000
Project Total
$
350,000
$
-
$ -
$
-
$ -
$ -
$
350,000
TBA
17th Street Treatment Facility Electrical
Fund 301 WCF
$
-
$
300,000
$ -
$
3,000,000
$ -
$ -
$
3,300,000
Project Total
$
-
$
300,000
$ -
$
3,000,000
$ -
$ -
$
3,300,000
TBA Pasadena Well Optimization
Fund 301 WCF
Water Production Facilities Total
Total Uncertain Funding
$ - $ - $ 500,000 $ - $ - $ - $ 500,000
Project Total $ - $ - $ 500,000 $ - $ - $ - $ 500,000
$ 2,997,169 $ 300,000 $ 500,000 $ 3,000,000 $ - $ - $ 8,372,309
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