Agenda packet, workshop — Glendora City Council, September 12, 2023

CITY OF GLENDORA

CITY COUNCIL AND WATER COMMISSION

WATER RATE WORKSHOP
AGENDA
TUESDAY, SEPTEMBER 12, 2023
CITY HALL COUNCIL CHAMBERS, 116 E. FOOTHILL BOULEVARD, GLENDORA To participate virtually, download zoom on any phone or computer device and use the following meeting ID:
cityofglendora.org/zoom or https://zoom.us/j/9329247224

MAYOR/CHAIR
Gary Boyer, District 3

MAYOR PRO TEM/VICE-CHAIR
Mendell Thompson, District 5

COUNCIL/COMMISSIONERS
Michael Allawos, District 1
Karen Davis, District 4
David Fredendall, District 2

MEETING SCHEDULE
The regular meetings of the city council shall be held on the second and fourth Tuesday of each month, closed session business will commence at 6:00 p.m., when scheduled, and general business session will commence at 7:00 p.m.

BROWN ACT
Agendas are drafted to accurately state what the legislative body is being asked to consider. The legislative body can take action on “all items” listed on the agenda and be in compliance with the open meeting laws.

Pursuant to provisions of the Brown Act, no action may be taken on a matter unless it is listed on the agenda, or unless certain emergency or special circumstances exist. The governing body may direct staff to investigate and/or schedule certain matters for consideration at a future meeting.

COMMUNICATION AND ELECTRONIC DEVICES
To minimize distractions, please be sure all personal communication and electronic devices are turned off or on silent mode.

LIVE BROADCASTING AND REBROADCASTING
Regular City Council meetings are broadcast live every 2nd and 4th Tuesday of the month on City Website www.cityofglendora.org, Channel 3 (Cable) & Channel 31 (Verizon) and are replayed Thursday - Sunday the week following the meeting on Channel 3 (Cable) & Channel 31 (Verizon). All broadcasts can be viewed on Cox Communications Local Access Channel 3 and Verizon/Fios Channel 31.

City Council meetings are also available via live webcast and at any time for replaying through the City's webpage at
cityofglendora.org/citymeetings.

Meeting Date: 9/12/2023 / Packet Page #: 1

CITY OF GLENDORA

NOTICE AND CALL
OF A

CITY COUNCIL AND WATER COMMISSION

WATER RATE WORKSHOP
TUESDAY, SEPTEMBER 12, 2023
CITY HALL COUNCIL CHAMBERS, 116 E. FOOTHILL BOULEVARD, GLENDORA 4:00 PM

TO THE MEMBERS OF THE CITY COUNCIL AND WATER COMMISSION OF THE CITY OF GLENDORA AND TO THE CITY CLERK:

NOTICE IS HEREBY GIVEN that the City Council and Water Commission will conduct a special meeting at 4:00 PM on Tuesday, September 12, 2023, City Hall Council Chambers, 116 E.

Foothill Boulevard, Glendora.

NOTICE IS FURTHER GIVEN that to participate virtually, download zoom on any phone or computer device and use the following meeting ID: cityofglendora.org/zoom or https://zoom.us/j/9329247224.

The purpose of said special meeting is as follows:

NEW BUSINESS

1. Update on the City of Glendora Water Infrastructure Assessment and Rate Study CITY RECOMMENDATION: 1. Adopt the Water Master Plan; and 2. Provide direction for the consideration of water rates.

NOTICE IS FURTHER GIVEN that the public will be given the opportunity to speak only on those matters listed in this notice. Public Comment will be announced once at the commencement of this special meeting and can be given in-person, submit via email at [email protected] with the subject “Public Comment” or via mail and mailed to 116 E. Foothill Boulevard, Glendora, ATTN: City Clerk’s Department-Public Comment.

NO OTHER BUSINESS WILL BE DISCUSSED
Kathleen R. Sessman, MMC
City Clerk/Communications Director
Meeting Date: 9/12/2023 / Packet Page #: 2
I, certify that I caused the Notice and Call of a Special Meeting of the City Council and Water Commission to be held Tuesday, September 12, 2023, at 4:00 PM, in the City Hall Council Chambers, 116 E. Foothill Boulevard, Glendora, to be delivered electronically or hardcopy to each member of the City Council, emailed to the San Gabriel Valley Examiner, and that I posted said notice on the posting board as required by law.

Certification Date: September 7, 2023
Revised: (when applicable) Kathleen R. Sessman, MMC
City Clerk/Communications Director
Meeting Date: 9/12/2023 / Packet Page #: 3

STAFF REPORT
TO: Mayor and Council Members DATE: September 12, 2023
FROM: City Clerk DISTRICT(S): CITYWIDE
SUBJECT: Update on the City of Glendora Water Infrastructure Assessment and Rate Study

RECOMMENDATION
That the City Council:

1. Adopt the Water Master Plan; and

2. Provide direction for the consideration of water rates.

STRATEGIC FOCUS AREAS
 Goal 5: Improve and Maintain the City’s Infrastructure and Facilities (IMCIF)

EXECUTIVE SUMMARY
Over the past year, the City has been conducting a water utility infrastructure assessment to identify and prioritize the maintenance and repairs of water utility pipelines and facilities. Based on the information gathered, it has been determined that the City’s water system needs nearly $350 million in repairs and replacements. In order to fund these projects and ongoing operations, a rate study was completed to establish a fair and equitable distribution of costs to the consumers. The findings of these studies are outlined in the report for the City Council and Water Commission to consider and provide staff with direction to move forward.

LEGISLATIVE HISTORY / PREVIOUS ACTIONS
Resolution CC2016-32
On September 12, 2016, the City mailed customer notices regarding Resolution No. CC2016-32, which included water rate adjustments to occur between 2017 and 2021.

Proposition 218
Proposition 218, (California Constitution Article XIII D), was enacted in 1996 for the purpose of setting rates and fees which are reasonable and proportional to the cost of providing service. The requirements for fairness are:
a. Revenues derived from fees and charges (such as water and sewer rates) shall not exceed the funds required to provide the property related service. b. Fees and charges shall not be used for any purpose other than that for which they were imposed. c. Fees and charges shall not exceed the proportional cost of service attributable to the parcel upon which it is imposed.
d. Service for which a fee is being imposed must actually be used by, or immediately available to the owner of the property in question.
e. A written notice of the proposed fees and charges shall be mailed to the record owner of each parcel at least 45 days prior to the public hearing, when the agency considers all written protests the charge.
 A public agency cannot adopt increases in fees and charges above those included in Item #1. Page 1
Meeting Date: 9/12/2023 / Packet Page #: 4
Staff Report Page 2 of 6
Proposition 218 notice
California Assembly Bill 1668
Assembly Bill 1668 (AB1668) requires reduction in indoor residential water use:
 Until January 1, 2025: 55 gallons per capita per day
 Beginning January 1, 2025: 52.5 gallons per capita per day  Beginning January 1, 2030: 50.0 gallons per capita per day

DISCUSSION
The City of Glendora (City) owns and operates a potable water system serving an area of approximately 11 square miles and provides water service to a population of about 45,550. The primary source of supply is local groundwater from the Upper San Gabriel Canyon Sub-basin and the Glendora Sub-basin of the Main San Gabriel Basin (Main Basin). The supply is supplemented with imported water from Three Valleys Municipal Water District. The City’s existing potable water system consists of the following:
 Seventeen (17) hydraulic pressure zones (12 open, 3 on hydropneumatic systems, and two closed)
 Approximately 210 miles of pipeline, 1-inch to 30-inch  Eight (8) Active Groundwater Wells
 29 Storage Reservoirs
 20 Pump Stations (45 pumps)
 Three (3) Hydropneumatic Systems
 Three (3) Pressure Regulating Stations
 1,760 Fire Hydrants
 13,500 customer meters
Water Master Plan
In April 2023, the Water Master Plan was finalized by AKM Consulting Engineers. The document is a comprehensive planning guide for improving and upgrading the City’s existing water system. In doing so, it identifies and prioritizes $350 Million in Capital Improvement Projects.

Vertical Facility Assessments were conducted as part of the master plan effort to evaluate the condition and to develop recommendations for each well, pump station, and storage reservoir. As-built plans, maintenance records, pump curves and efficiency tests, reservoir dive reports, and other available historical information were reviewed as part of the assessments. City staff members were interviewed by and accompanied AKM staff on tours of each facility. The Vertical Facility Assessments resulted in the recommendation of improvement projects with a total estimated cost of $158M.

The Water Master Plan effort also included the development of a Pipe Replacement Program. Pipe improvement projects were developed based on a comprehensive risk assessment, discussion with operation and maintenance staff, review of main break data, and review of pipes that provide service to facilities where water service is essential (hospitals, fire facilities, dialysis centers etc). The risk assessment included the use of artificial intelligence and machine learning (AI-ML) technology to develop the Likelihood of Failure (LoF) and the evaluation of the Consequence of Failure (CoF). The Pipe Replacement Program included recommendations for pipe replacement projects with a total estimated cost of $183M.

Hydraulic Analyses were conducted to assess the water system’s ability to meet average day, maximum day, peak hour, and maximum day plus fire flow demands. A hydraulic model was developed and calibrated to field conditions. The model was utilized to identify system hydraulic deficiencies.

Recommended improvements based on the hydraulic analyses included projects with a total estimated cost of $9M.

Item #1. Page 2
Meeting Date: 9/12/2023 / Packet Page #: 5
Staff Report Page 3 of 6
Water Rate Study
The proposed water rate was developed to ensure the City is able to deliver clean, safe, and reliable water on demand. The proposed rate structure is designed to be fair and equitable while also encouraging water conservation. The water rates are an investment back into the system to make critical upgrades and repairs to the water infrastructure as identified in the Water Master Plan.

Fund Analysis
Although the City has made many efforts to improve operations by leveraging technology to make certain operations more efficient, the cost of doing business has increased significantly. The Consumer Price Index (CPI) increased 5.9% in January 2021 and 7.2% for January 2022, for a combined inflation rate of approximately 13% just in the last two years. The last rate study was conducted in 2016 and was implemented between January 2017 through January 2022. However, rates have not increased since January 2021. Bids for capital improvement projects are coming in over budget by 5%-10%. The shortage of materials and the demand for labor has had a major impact on the cost of infrastructure improvements. On top of the cost of doing business, scarce supplies and the cost of water over the last two years from Metropolitan Water District has increased 11% for Tier 1 treated water and 24% for Tier 2 treated water. The following table is the adopted FY 2024 Operating Budget for the Water Fund:

Adopted FY 2024 Budget

REVENUES
Water Charges $ 19,115,500
Purchased Water 2,030,000
Energy 1,700,000
Misc Revenue Interest 332,375
Total Revenues $ 23,177,875

EXPENDITURES
Production $ 4,102,519
Transmission & Distribution 2,911,479
Customer Service 1,307,261
Administration 2,327,399
Support 3,505,197
Conservation 1,120,432
Replenishment/Import Water 3,648,950
Energy 1,700,000
Debt Service 2,584,222
Transfers Out CIP 3,000,000
Total Expenditures $ 26,207,459
Gain (Loss) $ (3,029,584)
Additionally, historical data from Fiscal Year 2020-2021 was reviewed when developing the expenditures for this study. Projections were made with the best available planning data. The future expenditures were developed from the utility agencies (Three Valleys Municipal Water District, Main San Gabriel Valley Watermaster, Southern California Edison, Azusa Light and Water) projections and the consumer price index (CPI). The expenditures include the following:
a. Groundwater: The City’s eight (8) wells extract groundwater from the Main Basin. The Main San Gabriel Valley Watermaster manages the Operating Safe Yield (OSY) that regulates the allowable groundwater extractions. The City’s groundwater supply was based on 6,408 AFY (4.75% of OSY).
b. Imported Water: The City can supplement the groundwater supply with imported water from Three Valleys Municipal Water District (TVMWD) and/or Covina Irrigating Company. The imported water supply was based on 1,916 AFY from TVMWD.

Item #1. Page 3
Meeting Date: 9/12/2023 / Packet Page #: 6
Staff Report Page 4 of 6
c. Energy Supply: Southern California Edison (SCE) and Azusa Light and Water provide power to the booster pump stations and wells.
d. Debt Service: The City’s existing water fund debt service includes the 2012 Series A CSCDA Revenue Bonds, 2016 Series A Water Revenue Bond, and 2019 Pension Obligation Series A Bond. The proposed rate structure also includes the issuance of a new bond totaling $15M, which will fund part of the future CIP.
e. Historical Water Fund Expenditures: The remaining water expenditures were based on historical Water Fund expenditures and include: Water Administration, Water Customer Service, Support, Transmission and Distribution, Production, and Water Conservation. f. Capital Improvement Program: The rate structure is based on $30M of improvement projects being implemented over the next five years. The improvement project cost estimates are based on 2023 projections and were increased by the CPI for the next five years. $15M of the projects are planned to be funded through future bond issuance, and $15M are planned to be funded through revenue generated from the consumption charges.

Proposed Rate Structure
The updated revenue model was used to project revenues using various rate structures. The scenarios evaluated included: various consumption tiers, various CIP project implementation schedules, elevation charges for operation and maintenance expenses for customers in hydraulic zones at higher elevations; and different rates for customers with very high-water consumption. The proposed bi-monthly rate structure was developed to be fair and equitable and to encourage water conservation. The proposed rate structure includes the following:
a. Meter Connection Charge is a fixed charge based on the equivalent residential units (ERUs).

ERUs represent the average water usage by a single-family residential dwelling unit (customers with 5/8-inch and 3/4-inch meters). Customers with larger meter sizes were assigned ERUs reflecting the ratio of the average water usage by meter size to that of average usage for customers with 5/8-inch and 3/4-inch meters. The revenue generated for the meter connection charge was developed to fund the fixed expenditures, existing and future debt service, and 50% of the operation and maintenance related expenditures. The proposed bi-monthly Meter Connection Charges are summarized in Table 1.

Table 1: Bi-Monthly Meter Connection Charge
Meter Size Current Rate
Proposed
2024
Proposed
2025
Proposed
2026
Proposed
2027
Proposed
2027
5/8 & 3/4 inch $88.57 $85.38 $87.94 $90.58 $93.30 $96.10 1 inch $115.14 $134.23 $138.26 $142.40 $146.68 $151.08

1.5 inch $191.20 $257.07 $264.78 $272.73 $280.91 $289.33 2 inch $274.57 $413.67 $426.08 $438.86 $452.03 $465.09
3 inch $407.43 $984.31 $1,013.84 $1,044.25 $1,075.58 $1,107.85 4 inch $620.04 $984.31 $1,013.84 $1,044.25 $1,075.58 $1,107.85 6 inch $1,080.63 $2,160.61 $2,225.43 $2,292.19 $2,360.96 $2,431.79 8 inch $1,523.49 $2,160.61 $2,225.43 $2,292.19 $2,360.96 $2,431.79 b. Consumption Rates are based on the amount of water used and the cost of energy to pump water to higher elevations.

The proposed rate structure includes four (4) consumption tiers to promote water conservation. The estimated revenue will fund the expenditures for groundwater, purchased water, production, water conservation, and 50% of the capital improvement projects. The consumption thresholds between each tier were based on the SB1668 indoor water use goal, minimum month consumption by meter size, and the existing rate structure’s Baseline Allocation Threshold Units. The proposed consumption thresholds are summarized in Table 2.

Item #1. Page 4
Meeting Date: 9/12/2023 / Packet Page #: 7
Staff Report Page 5 of 6
Elevation Rates are broken up by four (4) zone classes, which were established as part of this study to assign the costs fairly and equitably. Each Zone consists of the following hydraulic zones:

Zone A: 1, 1RB, 1RA
Zone B: 2, 1A, 1B
Zone C: 3, 1BH1, 2H1, 2H2
The energy expenditures that are required to pump water to the higher zone classes and 50% of the operation and maintenance expenditures are expected to be funded through the elevation rates. The development of the elevation rates included the evaluation of historical energy expenditures by zone class, operation and maintenance expenditures, and consumption data by zone class.

The cost per CCF for water and energy is summarized in Table 3.

Table 2: Bi-Monthly Consumption Tiers (CCF)

CURRENT PROPOSED
Meter Size Tier 1 Tier 2 Tier 1 Tier 2 Tier 3 Tier 4
5/8 & 3/4 inch 1 - 38 39+ 1 - 12 13 - 38 39 - 76 77+
1 inch 1 - 67 68+ 1 - 18 19 - 67 68 - 134 135+

1.5 inch 1 - 134 135+ 1 - 42 43 - 134 135 - 268 269+
2 inch 1 - 220 221+ 1 - 64 65 - 220 221 - 440 441+
3 inch 1 - 838 839+ 1 - 181 182 - 419 420 - 838 839+
4 inch 1 - 1,316 1,317+ 1 - 181 182 - 658 659 - 1,316 1,317+ 6 & 8 inch 1 - 4,682 4,683+ 1 - 328 329 - 2,341 2,342 - 4, 682 4,683+ Table 3: Consumption Rates for Water & Elevation (CCF)

CURRENT PROPOSED
Zone Tier 1 Tier 2 Elevation Tier 1 Tier 2 Tier 3 Tier 4 Elevation A $2.98 $4.90 $0.24 $1.75 $2.68 $3.61 $4.54 0.22
B - - $0.36 - - - - $1.02
C - - $0.58 - - - - $2.06
D - - $1.41 - - - - $3.41
Table 4 below provides for the total cost per unit of water used in each zone. The amount per unit of water used is calculated by adding the water cost and the elevation cost as provided in the tables above.

Table 4: Total Consumption Rates for 5/8 & 3/4 inch meter (Tier + Elevation)

CURRENT PROPOSED
Zone Tier 1 (0-38) Tier 2 (39+) Tier 1 (0-12) Tier 2 (13-38) Tier 3 (39-76) Tier 4 (77+) A 3.22 5.14 $1.97 $2.90 $3.83 $4.76
B 3.34 5.26 $2.77 $3.70 $4.63 $5.56
C 3.56 5.48 $3.81 $4.74 $5.67 $6.60
D 4.39 6.31 $5.16 $6.09 $7.02 $7.95
Water bills are calculated by adding the Meter Charge and calculating the amount of water used based on the cost per unit. For example, the bill for a single-family residence located in Zone A with a 3/4 inch meter who used 45 units of water over two months, would be calculated at the proposed rate as follows:

Meter Charge Zone A
Tier 1 (0-12)
Zone A
Tier 2 (13-38)
Zone A
Tier 3 (39-45)
Total
Bi-Monthly
$85.38 + (12*$1.97) + (26*$2.90) + (7*$3.83) + $211.23
Item #1. Page 5
Meeting Date: 9/12/2023 / Packet Page #: 8
Staff Report Page 6 of 6
Master Fee Schedule
In June 2021, the City last updated the Master Fee Schedule, per City Resolution CC-2021-33. The City currently has 29 master fees to recover the cost of the services provided. The proposed master fee schedule is based on the estimated cost of service and includes 46 fees from 11 fee categories. The recommended fees were developed from the projected time to provide the services and the City’s staff hourly rates. Meters, meter boxes, locks, and other material fees were based on actual costs. All fees are projected to be increased by the CPI, for each fiscal year. The proposed master fee schedule is included in Attachment B.

Next Steps and Timeline
If the City Council and the Water Commission are in agreement with the proposed adjustments to the water rate, the next steps would be to direct staff to begin the process of implementing the water rate plan.

The tentative timeline would be:

End of September - Mail out Proposition 218 Notices
October 2023 - Conduct Community Workshops as necessary November 2023 - Conduct Public Hearing to adopt proposed water rates January 1, 2024 - New water rates to go into effect.

FISCAL IMPACT
The proposed rate structure included $30M in CIP projects that are to be implemented over the next five years. The updated revenue model was used to calculate the average bills for each customer using the existing and proposed rate structures.

ENVIRONMENTAL DETERMINATION
This activity is not a “project” as defined by Section 21065 of the Public Resources Code or Sections 15060(c)(2), 15060(c)(3), and 15378 of the CEQA Guidelines.

Prepared By Chisom Gregory Obegolu, Assistant PW Director - Water Concurs With Not Applicable
Reviewed By Moises Alvarez Lopez, Deputy City Manager
Certified to Availability of Funds Marie Ricci, Administrative Services Director/City Treasurer Approved By Adam Raymond, City Manager
Legal Review Not Applicable
CEQA Review Not Applicable
ATTACHMENTS:

A. Presentation - Water Rate Study Update
B. Water Master Plan – 2023
Item #1. Page 6
Meeting Date: 9/12/2023 / Packet Page #: 9
Water Infrastructure Assessment and
Rate Study
Public Works
City Council
September 12, 2023
Chisom Obegolu, Assistant Public Works Director
Marie Ricci, Administrative Services Director
CityOfGlendora.org
Item #1. Page 7
Meeting Date: 9/12/2023 / Packet Page #: 10
2 Discussion Agenda
- Existing System Assessment
- Proposed Water Rate Adjustments
- Customer Impact
- Next Steps
Item #1. Page 8
Meeting Date: 9/12/2023 / Packet Page #: 11
3 Rate Study Goals and Objectives
- Fair and equitable
- Fund CIP and O&M
- Defensible
- Revenue stability and predictability
- Affordability
- Promote Water Conservation
Item #1. Page 9
Meeting Date: 9/12/2023 / Packet Page #: 12
4 Legislative History and Previous Actions
- November 1996: State adoption of Prop 218
- July 2016: Last rate study and adoption by Glendora
- May 2018: State adoption of AB 1668 / SB 606 – Water Conservation - January 2021: Last water rate adjustment
- April 2023: Completion of Water Infrastructure Assessment Item #1. Page 10
Meeting Date: 9/12/2023 / Packet Page #: 13
5 Glendora’s Water System
Ø Service Area: 11 Sq. Miles
Ø Population of 45,551
Ø 13,500 Customer Meters
Water System
Ø 210 miles of water mains
Ø 8 Active wells
Ø 29 Reservoirs
Ø 20 Booster Stations
Ø 2 Disinfection Plants
Item #1. Page 11
Meeting Date: 9/12/2023 / Packet Page #: 14
6 Glendora’s Water Supply
• 90-95% local groundwater from the Main San Gabriel Basin Ø Pumping rights
Ø Basin El: 227.4 ft as of September 1, 2023
Ø 43 ft increase from last year or 344,000 Acre-feet of water (1 AF = 326,000 gals)
• 5-10% imported from Metropolitan Water District (“MWD”) • Western states water supplies challenged by prolonged drought Item #1. Page 12
Meeting Date: 9/12/2023 / Packet Page #: 15
7 Existing Pressure Zones – 17 Zone Classes Item #1. Page 13 Meeting Date: 9/12/2023 / Packet Page #: 16
8 Proposed Pressure Zones – 4 Primary Zone Classes Item #1. Page 14 Meeting Date: 9/12/2023 / Packet Page #: 17
9 Item #1. Page 15
Meeting Date: 9/12/2023 / Packet Page #: 18
10 Total Facilities by Zone Class Item #1. Page 16
Meeting Date: 9/12/2023 / Packet Page #: 19
11 Water Master Plan- CIP Components
Total Proposed CIP: $350M
Item #1. Page 17
Meeting Date: 9/12/2023 / Packet Page #: 20
12 Pipeline Replacement Program ($183M)
As of June 30, 2023
National avg for pipe break per 100 miles of pipe per year = 18 - 27 (AWWA) Glendora avg: 42-54 Pipe breaks
Item #1. Page 18
Meeting Date: 9/12/2023 / Packet Page #: 21
13 Proposed Pipeline Replacement Projects (Years 1 - 5)Item #1. Page 19 Meeting Date: 9/12/2023 / Packet Page #: 22
14 Vertical Facility Condition Assessment ($158M)
North Glendora Reservoir
North Grand Pump Station
Well 12
Item #1. Page 20
Meeting Date: 9/12/2023 / Packet Page #: 23
15 Hydraulic Improvement ($9M)
- 17 Hydrant Installations
- 2.31 miles of pipeline improvements
- Recommended 11 independent assessments
Ø Need for increases reservoir storage
Ø Need for additional pump capacities
Upper Gordon Reservoir A
Detailed hydraulic Study recommended
Item #1. Page 21
Meeting Date: 9/12/2023 / Packet Page #: 24
16 Water Rate Adjustments
Item #1. Page 22
Meeting Date: 9/12/2023 / Packet Page #: 25
•Water Charges
• Purchased Water
• Energy
•Operations & Maintenance
• Replenish/Import Water
• Energy
• Debt Service
• Capital Improvement
17 Water Fund Budget FY 2024
Revenues Expenditures Loss
$23,177,875 $26,207,459 ($3,029,584)
• Reserves are used to balance
the budget
Item #1. Page 23
Meeting Date: 9/12/2023 / Packet Page #: 26
18 Water Fund Budget Detail
Expenditures Amount
Operations & Maintenance $15,274,287
Replenish/Import Water $3,648,950
Energy $1,700,000
Debt Service $2,584,222
Capital Projects $3,000,000
Total Expenditures $26,207,459
Revenues Amount
Water Charges $15,274,287
Replenish/Import Water $3,648,950
Energy $1,700,000
Total Revenues $23,177,875
Item #1. Page 24
Meeting Date: 9/12/2023 / Packet Page #: 27
How a dollar is spent
19 Item #1. Page 25
Meeting Date: 9/12/2023 / Packet Page #: 28
20 Water Fund Balance (Reserves) Item #1. Page 26
Meeting Date: 9/12/2023 / Packet Page #: 29
21 Elements of the Water Rate
Consumption Charge
($/ccf)
Volumetric charge that covers
water delivered and portions of the
CIP and O&M
Elevation Charge
($/ccf)
Volumetric charge that covers
energy
Meter Connection Charge
($/Bi-Month)
Fixed charge that covers meter
maintenance and customer
service, portions of debt service,
salaries, and benefits
Item #1. Page 27
Meeting Date: 9/12/2023 / Packet Page #: 30
22 Consumption Tiers Item #1. Page 28
Meeting Date: 9/12/2023 / Packet Page #: 31
23 Consumption Rates Item #1. Page 29
Meeting Date: 9/12/2023 / Packet Page #: 32
24 Elevation Charges
All Meter Sizes
Item #1. Page 30
Meeting Date: 9/12/2023 / Packet Page #: 33
25 Proposed Water Rates
5/8” & 3/4” Customer in Zone Class A
Item #1. Page 31
Meeting Date: 9/12/2023 / Packet Page #: 34
26 What is a “Billing Unit”
- 748 Gallons
Item #1. Page 32
Meeting Date: 9/12/2023 / Packet Page #: 35
27 Meter Connection Rates
All Zone Classes
Item #1. Page 33
Meeting Date: 9/12/2023 / Packet Page #: 36
28 Next Steps
Council
Workshop NO.1
Sept 2023
Proposition 218
Notice mailed
Oct 2023
Community
Workshop
(Oct 2023)
Public Hearing
(Nov 2024)
Implementation
(Jan 2024)
Item #1. Page 34
Meeting Date: 9/12/2023 / Packet Page #: 37
29 Recommendations
1) Adopt the Water Master Plan,
2) Provide direction for the consideration of water rates and fees Item #1. Page 35
Meeting Date: 9/12/2023 / Packet Page #: 38
Item #1. Page 36
Meeting Date: 9/12/2023 / Packet Page #: 39

CITY OF GLENDORA

WATER MASTER PLAN UPDATE
Submitted to:

City of Glendora
116 E. Foothill Boulevard
Glendora, California 91741
Submitted by:

AKM Consulting Engineers
553 Wald
Irvine, California 92618
(949) 753-7333
April 2023
Date of Signing: 04/18/23 Date of Signing: 04/18/23

Date of Signing: 04/18/23 Date of Signing: 04/18/23
Item #1. Page 37
Meeting Date: 9/12/2023 / Packet Page #: 40
CITY OF GLENDORA A-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

ABBREVIATIONS
Abbreviation Explanation
Ac, ac Acre
ADD Average Day Demand
ADU Accessory Dwelling Units
AF Acre-Foot or Acre Feet
AFY Acre Feet per Year
AI-ML Artificial Intelligence, Machine Learning
AMI Advanced Metering Instrumentation
amsl Above Mean Sea Level
AWWA American Water Works Association
BPS Booster Pump Station
CC&R Covenants Conditions, and Restrictions
ccf Hundred Cubic Feet
cfs Cubic Feet per Second
CIC Covina Irrigating Company
CIP Capital Improvement Program
City City of Glendora
CoF Consequence of Failure
Const. Construction
County Los Angeles County
CRA Colorado River Aqueduct
CVP Central Valley Project
DDW Department of Drinking Water
Dia Diameter
DU, du Dwelling Unit
DWR State of California, Department of Water Resources
ENR Engineering News Record
ENRLA Index for the Los Angeles area
ft Feet
ft/s; fps Feet per Second
ft3 Cubic Feet
FY Fiscal Year
GIS Geographic Information System
gpcd, GPCD Gallons per Capita per Day
gpd, GPD Gallons per Day
gpm Gallons per Minute
GWGP Groundwater Grant Program
HGL Hydraulic Grade Line
HOA Home Owners Associations
HP Horsepower
Item #1. Page 38
Meeting Date: 9/12/2023 / Packet Page #: 41

ABBREVIATIONS
CITY OF GLENDORA A-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

ABBREVIATIONS
Abbreviation Explanation
HWL High Water Level
HWU High Water User
ID Identification
in Inch
IRP Integrated Resource Plan
JADU Junior Accessory Dwelling Units
JWPCP Joint Water Pollution Control Plant
Key Well Baldwin Park Key Well
KWB Kern Water Bank
LACFCD Los Angeles County Flood Control District
LACSD Los Angeles County Sanitation District
LoF Likelihood of Failure
LRP Local Resources Program
Main Basin Main San Gabriel Basin
Max Maximum
MBR Membrane Bioreactors
MCL Maximum Contaminant Level
MDD Maximum Day Demand
Mfg Manufacturer
MG Million Gallons
mg/l Milligrams per Liter
mgd, MGD Million Gallons per Day
Min Minimum
mm Millimeter
MWD Metropolitan Water District of Southern California
NA Not Applicable
OSY Operating Safe Yield
PDR Preliminary Design Report
PHD Peak Hour Demand
PoF Probability of Failure
PRS Pressure Regulating Station
Pure Water Pure Water Southern California
psi Pounds per Square Inch
RTS Readiness-to-Serve
Saas Software as a Service
SB Senate Bill
SCADA Supervisory Control and Data Acquisition
SCWC Southern California Water Coalition
SCWP Safe Clean Water Program
SDCWA San Diego County Water Authority
Item #1. Page 39
Meeting Date: 9/12/2023 / Packet Page #: 42

ABBREVIATIONS
CITY OF GLENDORA A-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

ABBREVIATIONS
Abbreviation Explanation
SGVMWD San Gabriel Valley Municipal Water Districct
SJV Basin San Joaquin Valley's Groundwater Basin
SWP State Water Project
SWRCB State Water Resources Control Board
SWSD Semitropic Water Storage District
TBL Triple Bottom Line
TDH Total Dynamic Head
TIGER Topologically Integrated Geographic Encoding and Referencing TVMWD Three Valley's Municipal Water District
USGVMWD Upper San Gabriel Valley Municipal Water District UNK, unk Unknown
USDA U.S. Department of Agriculture
USEPA United States Environmental Protection Agency
USGS U.S. Geological Survey
UWMP Urban Water Management Plan
VFD Variable Frequency Drive
Water Master Main San Gabriel Basin Water Master
WMP Water Master Plan
WSAP Water Supply Allocation Plan
WSCP Water Shortage Contigency Plan
Item #1. Page 40
Meeting Date: 9/12/2023 / Packet Page #: 43
CITY OF GLENDORA TOC-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

TABLE OF CONTENTS

SECTION PAGE
Executive Summary
ES-1 Introduction ...............................................................................................................ES-1 ES-2 Water Service Area ...................................................................................................ES-1 ES-3 Water Supply Analysis ..............................................................................................ES-1 ES-4 Water Use .................................................................................................................ES-5 ES-5 Existing System.........................................................................................................ES-7 ES-6 Performance Evaluation Criteria..............................................................................ES-10 ES-7 Hydraulic Model ......................................................................................................ES-12 ES-8 Model Calibration ....................................................................................................ES-13 ES-9 System Hydraulic Analysis ......................................................................................ES-13 ES-10 Pipe Replacement Program ....................................................................................ES-16 ES-11 Facility Assessments...............................................................................................ES-19 ES-12 Capital Improvement Program.................................................................................ES-19 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 Hydraulic Zoning Nomenclature Modifications................................................................. 1-2 1-6 Acknowledgements ......................................................................................................... 1-3 Section 2 – Water Service Area
2-1 Location .......................................................................................................................... 2-1 2-2 Topography and Geology................................................................................................ 2-1 2-3 Climate............................................................................................................................ 2-4 2-4 Land Use......................................................................................................................... 2-4 2-5 Population....................................................................................................................... 2-8 Section 3 – Water Supply Analysis
3-1 Water Supply Sources..................................................................................................... 3-1 3-1.1 Groundwater........................................................................................................ 3-1 3-1.2 Imported Water.................................................................................................... 3-1 3-1.3 Covina Irrigating Company .................................................................................. 3-2 Item #1. Page 41
Meeting Date: 9/12/2023 / Packet Page #: 44

TABLE OF CONTENTS
CITY OF GLENDORA TOC-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
3-2 Existing Groundwater Rights........................................................................................... 3-2 3-2.1 Judgements......................................................................................................... 3-2 3-2.2 Operating Safe Yields and Water Rights.............................................................. 3-3 3-2.3 Assessments ....................................................................................................... 3-4 3-3 San Gabriel Basin Hydrogeologic Conditions .................................................................. 3-5 3-3.1 Basin Characteristics........................................................................................... 3-5 3-3.2 Sub-Basins .......................................................................................................... 3-5 3-3.3 Flow Characteristics ............................................................................................ 3-6 3-3.4 Storage................................................................................................................ 3-6 3-3.5 Main Basin Replenishment .................................................................................. 3-6 3-4 Potential Local Groundwater Supply Development.......................................................... 3-8 3-4.1 Irwindale Facility – Well 3 and Well 4 Groundwater Development........................ 3-9 3-4.2 New Groundwater Wells .................................................................................... 3-13 3-4.2.1 Maximize Groundwater Pumping Rights ................................................ 3-14 3-4.2.2 Pump 100% of Demands with Groundwater .......................................... 3-14 3-5 Future Groundwater and Imported Water Availability .................................................... 3-15 3-5.1 Groundwater...................................................................................................... 3-15 3-5.1.1 Main Basin Conditions ........................................................................... 3-15 3-5.1.2 Cyclic Storage and Conjunctive Use Agreements.................................. 3-16 3-5.1.3 MWD Untreated Water Availability ........................................................ 3-17 3-6 Potential for Recharge Using Recycled Water and Stormwater Capture ....................... 3-21 3-6.1 Recycled Water ................................................................................................. 3-21 3-6.1.1 Direct Water Recycling ......................................................................... 3-21 3-6.1.2 Regional Recycled Water Recharge ..................................................... 3-22 3-6.2 Stormwater........................................................................................................ 3-22 3-7 Water Banking............................................................................................................... 3-26 3-8 Water Conservation and Rationing................................................................................ 3-27 3-8.1 Water Conservation........................................................................................... 3-27 3-8.2 Water Rationing................................................................................................. 3-30 3-9 Main Basin Water Rights Purchases ............................................................................. 3-30 3-10 Recommendations ........................................................................................................ 3-32 3-10.1 Construct Groundwater Wells ............................................................................ 3-32 3-10.2 Support Groundwater Projects that Increase Main Basin Operating Safe Yield.......................................................................................... 3-32 3-10.3 Maximize Cyclic Storage to Offset Imported Water Costs.................................. 3-32 Item #1. Page 42
Meeting Date: 9/12/2023 / Packet Page #: 45

TABLE OF CONTENTS
CITY OF GLENDORA TOC-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
3-10.4 Conduct Updated Study of Well 3, Well 4, and Well 7 ........................................ 3-32 3-10.5 Continue Implementing Water Conservation Measures to Reduce Water Demands................................................................................ 3-32 3-10.6 Pursue the Purchase of Additional Main Basin Groundwater Rights .................. 3-33 3-10.7 Actively Participate in TVMWD and Main Basin Water Policy Decisions ............ 3-33 Section 4 – Water Use
4-1 Historical Annual Water Use............................................................................................ 4-1 4-2 Non-Revenue Water ....................................................................................................... 4-3 4-3 Water Demand Variations ............................................................................................... 4-3 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 ............................................................. 4-6 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 Reduction in Indoor Water Use.......................................................................... 4-11 4-6.3 Accessory Dwelling Units................................................................................... 4-12 4-7 Water Conservation ...................................................................................................... 4-13 Section 5 – Existing System
5-1 General ........................................................................................................................... 5-1 5-2 Pressure Zones ............................................................................................................... 5-1 5-3 Transmission and Distribution System ............................................................................ 5-1 5-4 Wells ............................................................................................................................ 5-5 5-5 Storage Reservoirs and Hydropneumatic Tanks ............................................................. 5-5 5-6 Booster Pump Stations.................................................................................................... 5-5 5-7 Pressure Regulating Stations ........................................................................................ 5-13 5-8 Imported Water Connections......................................................................................... 5-13 5-9 Emergency Connections ............................................................................................... 5-13 Section 6 – Performance Evaluation Criteria
6-1 General ........................................................................................................................... 6-1 6-2 Source of Supply............................................................................................................. 6-3 6-3 Storage
6-3.1 Operational Storage............................................................................................. 6-3 6-3.2 Emergency Storage............................................................................................. 6-5 6-3.3 Fire Suppression Storage .................................................................................... 6-5 Item #1. Page 43
Meeting Date: 9/12/2023 / Packet Page #: 46

TABLE OF CONTENTS
CITY OF GLENDORA TOC-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
6-4 Wells ............................................................................................................................ 6-5 6-5 Booster Pump Stations.................................................................................................... 6-6 6-6 System Pressures ........................................................................................................... 6-6 6-7 Transmission and Distribution System Pipelines ............................................................. 6-7 6-8 Fire Suppression............................................................................................................. 6-7 6-9 Service Life of Facilities................................................................................................... 6-9 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 Facility Model Characteristics and Control Settings......................................................... 7-4 7-5.1 Storage Reservoirs.............................................................................................. 7-4 7-5.2 Wells ................................................................................................................... 7-4 7-5.3 Booster Pump Stations ........................................................................................ 7-4 7-5.4 Imported Water Connections ............................................................................... 7-9 7-6 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 Demand Allocation .......................................................................................................... 8-3 8-6 Zonal Diurnal Curves....................................................................................................... 8-3 8-7 Wells ............................................................................................................................ 8-5 8-8 Imported Water Connections........................................................................................... 8-6 8-9 Booster Pump Stations.................................................................................................... 8-6 8-10 Reservoirs....................................................................................................................... 8-7 8-10.1 Country Club Reservoir Levels ............................................................................ 8-7 8-10.2 Glencoe Reservoir Levels.................................................................................. 8-11 8-10.3 Reservoir Levels of Small Upper Zones............................................................. 8-11 8-10.4 San Gabriel Reservoir Levels ........................................................................... 8-11 8-11 System Pressures ......................................................................................................... 8-12 8-12 Fire Hydrant Testing...................................................................................................... 8-14 Item #1. Page 44
Meeting Date: 9/12/2023 / Packet Page #: 47

TABLE OF CONTENTS
CITY OF GLENDORA TOC-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Section 9 – System Hydraulic Analysis
9-1 General ........................................................................................................................... 9-1 9-2 Source of Supply ............................................................................................................. 9-1 9-3 Storage ........................................................................................................................... 9-2 9-3.1 Operational Storage Criteria ................................................................................ 9-2 9-3.2 Emergency Storage Criteria................................................................................. 9-2 9-3.3 Fire Suppression Storage .................................................................................... 9-2 9-3.4 Storage Analysis.................................................................................................. 9-2 9-4 Pumping and Supply Analysis by Hydraulic Zone ............................................................ 9-4 9-5 System Pressures and Velocities .................................................................................... 9-6 9-5.1 System Pressures ............................................................................................... 9-6 9-5.2 System Velocities ................................................................................................ 9-6 9-6 Fire Flow Analysis ........................................................................................................... 9-9 9-7 Additional Hydraulic Improvement Recommendations..................................................... 9-9 9-8 Water Age Analysis....................................................................................................... 9-16 Section 10 – Pipe Replacement Program
10-1 General ........................................................................................................................10-1 10-2 Risk Assessment...........................................................................................................10-1 10-3 Likelihood of Failure ......................................................................................................10-2 10-3.1 Pipe Asset Data................................................................................................. 10-2 10-3.2 Global Data .......................................................................................................10-2 10-3.3 Pipe Break Data ................................................................................................10-2 10-3.4 LoF Module Training..........................................................................................10-2 10-3.5 Likelihood of Failure Results..............................................................................10-5 10-4 Consequence of Failure ................................................................................................10-7 10-4.1 Economic CoF Factors ......................................................................................10-7 10-4.2 Social CoF Factors ............................................................................................10-8 10-4.3 Environmental CoF Factors ...............................................................................10-8 10-5 Risk ..........................................................................................................................10-8 10-6 City Pipe Concerns .......................................................................................................10-9 10-7 Critical Facilities ............................................................................................................10-9 10-8 Pipe Priorities................................................................................................................10-9 10-9 Project Recommendations ..........................................................................................10-13 10-9.1 Recommended Improvement Costs................................................................. 10-13 10-9.2 Project Development .......................................................................................10-13 Item #1. Page 45
Meeting Date: 9/12/2023 / Packet Page #: 48

TABLE OF CONTENTS
CITY OF GLENDORA TOC-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Section 11 – Facility Assessments
11-1 General .........................................................................................................................11-1 11-2 Wells ..........................................................................................................................11-1 11-3 Storage Reservoirs and Hydropneumatic Tanks ...........................................................11-2 11-4 Booster Pump Stations..................................................................................................11-3 11-4.1 Hydraulic Studies...............................................................................................11-3 11-5 Water Yard Facilities .....................................................................................................11-5 11-6 San Gabriel Yard...........................................................................................................11-6 11-7 General Water System Improvement Recommendations ..............................................11-6 11-8 Project Priorities............................................................................................................11-6 Section 12 – Capital Improvement Program
12-1 General .........................................................................................................................12-1 12-2 Project Cost Estimates..................................................................................................12-1 12-2.1 Pipeline Replacement Cost Estimates ...............................................................12-1 12-2.2 Facility Improvement Costs................................................................................12-2 12-3 Project Priorities............................................................................................................12-2 12-4 Capital Improvement Program Summary.......................................................................12-3 12-5 Irwindale Facility............................................................................................................12-3 12-6 Short Term Capital Improvement Projects.....................................................................12-3 APPENDIX – Located on flash drive attached to report
Appendix 8-1 – Well Flows during Calibration Period
Appendix 8-2 – Booster Pump Station Data during Calibration Period Appendix 8-3 – Reservoir Data during Calibration Period Appendix 8-4 – Pressure Data during Calibration Period
Appendix 10-1 – Pipeline Replacement Project Summary Table (Excel file) Appendix 11-1 – Facility Assessments (Multiple files)
Appendix 11-2 – Facility Improvements by Priority Table (Excel file)

FIGURE PAGE
Figure ES-1 Water Utilities Service Area Map ............................................................................ES-2 Figure ES-2 Annual Water Production and Purchase................................................................. ES-3 Figure ES-3 Diurnal Demand Curves .........................................................................................ES-6 Figure ES-4 Existing System ......................................................................................................ES-8 Figure ES-5 Existing Hydraulic Schematic New Zone IDs ..........................................................ES-9 Figure ES-6 Pipe Break History................................................................................................ES-17 Item #1. Page 46
Meeting Date: 9/12/2023 / Packet Page #: 49

TABLE OF CONTENTS
CITY OF GLENDORA TOC-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 1-1 Existing Hydraulic Schematic Old Zone IDs ............................................................... 1-6 Figure 1-2 Existing Hydraulic Schematic New Zone Ds .............................................................. 1-6 Figure 1-3 Future Hydraulic Schematic New Zone IDs ............................................................... 1-7 Figure 2-1 Regional Location Map.............................................................................................. 2-2 Figure 2-2 Water Utilities Service Area Map ............................................................................... 2-3 Figure 2-3 Rainfall Data – Glendora City Hall Station 287B........................................................ 2-4 Figure 2-4 Existing Landuse ....................................................................................................... 2-6 Figure 2-5 Future Known Development Areas............................................................................ 2-7 Figure 3-1 Annual Water Production and Purchase.................................................................... 3-1 Figure 3-2 San Gabriel Main Basin............................................................................................. 3-3 Figure 3-3 Main Basin Groundwater Flow................................................................................... 3-7 Figure 3-4 Baldwin Park Key Well Elevations ............................................................................. 3-8 Figure 3-5 MWD Pure Water Program...................................................................................... 3-12 Figure 3-6 Main Basin Historical Runoff.................................................................................... 3-16 Figure 3-7 Historical Water Demand Trends............................................................................. 3-16 Figure 3-8 Example Recycled Scalping System and Customers............................................... 3-23 Figure 3-9 SCWP Unit Cost by Amount of Stormwater Captured.............................................. 3-24 Figure 4-1 Annual Water Production and Purchase.................................................................... 4-1 Figure 4-2 Monthly Demand Factors (2012-2021) ...................................................................... 4-5 Figure 4-3 Diurnal Demand Curves ............................................................................................ 4-6 Figure 5-1 Existing System......................................................................................................... 5-2 Figure 5-2 Existing Hydraulic Schematic with New Zone IDs...................................................... 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 Demands ......................................................................... 6-4 Figure 8-1 Pressure Data Logger Locations ............................................................................... 8-2 Figure 8-2 Diurnal Demand Curves ............................................................................................ 8-4 Figure 8-3 Country Club Reservoir A .......................................................................................... 8-7 Figure 8-4 Country Club Reservoir B .......................................................................................... 8-8 Figure 8-5 Country Club B23 ...................................................................................................... 8-8 Figure 8-6 County Club B36 ....................................................................................................... 8-9 Figure 8-7 Hidden Springs Reservoir A .................................................................................... 8-10 Figure 8-8 Hidden Springs Reservoir B ................................................................................... 8-10 Figure 8-9 San Gabriel Reservoir ............................................................................................. 8-12 Figure 8-10 Fire Flow Test Locations ......................................................................................... 8-15 Item #1. Page 47
Meeting Date: 9/12/2023 / Packet Page #: 50

TABLE OF CONTENTS
CITY OF GLENDORA TOC-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 9-1 Existing Minimum Demand, Maximum Pressures...................................................... 9-7 Figure 9-2 Existing Maximum Demand, Maximum Velocities...................................................... 9-8 Figure 9-3 Initial Fire Flow Analysis, Residual Pressures.......................................................... 9-10 Figure 9-4 Water Age ............................................................................................................... 9-18 Figure 10-1 Pipe Break Locations ...............................................................................................10-3 Figure 10-2 Pipe Break History...................................................................................................10-4 Figure 10-3 Likelihood of Failure Scores ....................................................................................10-6 Figure 10-4 Consequence of Failure Analysis Factors................................................................10-7 Figure 10-5 Total Risk Results ................................................................................................. 10-10 Figure 10-6 City Pipe Concern Locations .................................................................................10-11 Figure 10-7 Critical Facility Locations .......................................................................................10-12 PLATE – 36”x24” Figures located in back of report
Plate 9-1 Existing Hydraulic Improvement Locations
Plate 10-1 Pipe Replacement Program Priorities
Plate 10-2 Pipe Replacement Project Locations

TABLE PAGE
Table ES-1 Water System Demands and Peaking Factors .......................................................ES-7 Table ES-2 Performance Evaluation Criteria...........................................................................ES-11 Table ES-3 Groundwater Supply.............................................................................................ES-14 Table ES-4 Imported Water Connection Capacities ................................................................ES-14 Table 1-1 Zone Identification Modifications................................................................................ 1-4 Table 2-1 Future Developments ................................................................................................ 2-5 Table 2-2 City of Glendora Population....................................................................................... 2-8 Table 3-1 Historical Operating Safe Yield.................................................................................. 3-4 Table 3-2 Main Basin Assessments .......................................................................................... 3-5 Table 3-3 Irwindale Facility Cost Estimate without Well 7........................................................ 3-10 Table 3-4 Irwindale Facility Cost Estimate with Well 7............................................................. 3-11 Table 3-5 Pumping Costs above Adjudicated Water Right ...................................................... 3-14 Table 3-6 State Water Project Historical Table A Allocations Water Years 1996-2023 .......................................................................................... 3-18 Table 3-7 MWD IRP Forecasted Demands.............................................................................. 3-21 Table 3-8 10-Year Main Basin Replenishment Supplies.......................................................... 3-21 Table 3-9 Proposed City Stormwater Capture Projects ........................................................... 3-25 Table 3-10 SBX7-7 Target and Performance............................................................................. 3-27 Item #1. Page 48
Meeting Date: 9/12/2023 / Packet Page #: 51

TABLE OF CONTENTS
CITY OF GLENDORA TOC-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 3-11 Cost of Alternative Water Supply and Efficiency Options in California (Residential)............................................................................................................ 3-28 Table 3-12 Cost of Alternative water Supply and Efficiency Options in California (Non-Residential) .................................................................................................... 3-29 Table 3-13 Largest Main Basin Groundwater Rights Users ....................................................... 3-31 Table 4-1 Annual Water Production and Purchase.................................................................... 4-2 Table 4-2 Non-Revenue Water.................................................................................................. 4-3 Table 4-3 Monthly Water Production and Demand Factors (2012-2021) ................................... 4-4 Table 4-4 Water System Demands and Peaking Factors .......................................................... 4-7 Table 4-5 Existing Water Demands by Zone ............................................................................. 4-8 Table 4-6 Water Unit Demand Factors ...................................................................................... 4-9 Table 4-7 Future Development Demands................................................................................ 4-10 Table 4-8 Future Water Demands by Zone.............................................................................. 4-11 Table 5-1 Water Meter Type...................................................................................................... 5-1 Table 5-2 Pressure Zones......................................................................................................... 5-1 Table 5-3 Wells ......................................................................................................................... 5-6 Table 5-4 Storage Reservoirs.................................................................................................... 5-7 Table 5-5 Booster Pump Stations............................................................................................ 5-10 Table 5-6 Pressure Regulating Stations .................................................................................. 5-13 Table 5-7 Imported Water Connections ................................................................................... 5-13 Table 5-8 Emergency Connections ......................................................................................... 5-13 Table 6-1 Performance Evaluation Criteria................................................................................ 6-1 Table 6-2 Fire Flow and Fire Hydrant Location Criteria ............................................................. 6-7 Table 6-3 Minimum Required Fire Flow and Flow Duration for Buildings................................... 6-8 Table 6-4 Planning Criteria for Facility Useful Life ..................................................................... 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 ............................................................................. 7-5 Table 7-4 Well Pump Control Settings....................................................................................... 7-6 Table 7-5 Booster Pump Station Sequencing Controls.............................................................. 7-7 Table 7-6 Imported Water Connection Controls......................................................................... 7-9 Table 7-7 Pipe Roughness Coefficients..................................................................................... 7-9 Table 8-1 High Water Users ...................................................................................................... 8-5 Table 8-2 Pressure Data Comparison ..................................................................................... 8-12 Table 8-3 Fire Hydrant Test Results........................................................................................ 8-16 Table 9-1 Groundwater Supply.................................................................................................. 9-1 Item #1. Page 49
Meeting Date: 9/12/2023 / Packet Page #: 52

TABLE OF CONTENTS
CITY OF GLENDORA TOC-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-2 Imported Water Connection Capacities ..................................................................... 9-1 Table 9-3 Storage Analysis ....................................................................................................... 9-3 Table 9-4 Pumping and Supply Analysis by Zone ..................................................................... 9-5 Table 9-5 System Pressures ..................................................................................................... 9-6 Table 9-6 Fire Flow Improvement Recommendations ............................................................. 9-11 Table 9-7 Additional Hydraulic Improvement Recommendations............................................. 9-15 Table 9-8 Water Age Scenario Model Results ......................................................................... 9-16 Table 10-1 Likelihood of Failure Score Summary .....................................................................10-5 Table 10-2 Pipe Sleeve Repair Clamp Cost by Diameter ..........................................................10-8 Table 10-3 Traffic Disruption Costs ...........................................................................................10-8 Table 10-4 Dechlorination Chemical Costs................................................................................10-8 Table 10-5 Total Risk Summary Table ......................................................................................10-9 Table 10-6 Pipe Replacement Project Summary Table ...........................................................10-14 Table 11-1 Well Improvement Recommendations ..................................................................... 11-7 Table 11-2 Reservoir Improvement Recommendations.............................................................11-9 Table 11-3 Booster Pump Station Improvement Recommendations........................................11-13 Table 11-4 Miscellaneous Water Facility Improvement Recommendations .............................11-17 Item #1. Page 50
Meeting Date: 9/12/2023 / Packet Page #: 53
CITY OF GLENDORA ES-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

SECTION ES

EXECUTIVE SUMMARY
ES-1 Introduction
The City of Glendora (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, shown on Figure ES-1, covers approximately 11 square miles, predominantly within the City of Glendora corporate boundaries. The southwesterly portion of the City, generally south of Foothill Boulevard and west of Grand Avenue is served water by the City of Azusa or Suburban Water Systems.

The service area is comprised of residential, commercial, and industrial land uses with most of the available flat land developed. The majority of the developed area consists of residential single-family homes. Currently, there are about 26 future developments/re-developments planned. Most are multifamily residential, mixed use developments, or medical/commercial building expansions (see Table 2-1).

ES-3 Water Supply Analysis
The City maintains a diverse water supply portfolio to be able to meet its regular and peak demands while ensuring all water quality requirements and regulations are met. The City’s water supply portfolio consists primarily of groundwater and is supplemented with imported water. The City’s annual water production and purchase for the past ten years is shown on Figure ES-2.

Groundwater
The City has 8 active wells with a total capacity of 9,254 gpm (14,927 AFY). The groundwater is extracted from the Main San Gabriel Basin (Main Basin) and associated sub-basins. The City currently has 6,178 acre-feet per year (4.75261 percent of the annual safe yield of the basin as determined by the Water Master) of prescribed groundwater rights as part of the 1973 Main Basin Adjudication. In 2021, the City pumped 8,447 acre-feet, which represents approximately 81% of its demands.

Details of the City’s groundwater rights are provided in Section 3-2, San Gabriel Basin hydrogeologic conditions in Section 3-3;
Item #1. Page 51
Meeting Date: 9/12/2023 / Packet Page #: 54
§¨¦210
§¨¦210
!(39
!(39
City of Glendora
Service Area City of Azusa
Service Area
Golden State
Water Company
Service Area
an Gabriel River
City of Covina
Service Area
Suburban
Water Systems
Service AreaCitrus Ave
Grand Ave
Glendora Ave
Loraine Ave
Live Oak Ave
Valley Center Ave
Lone Hill Ave
Amelia Ave
State Rte 66
Foothill Blvd
Sierra Madre Ave
Gladstone St
Glendora AveSunflower Ave
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Water Utilities Service Area Map
Figure ES-1
³
0 2,000 4,000 8,000
Feet
Legend
City of Glendora Boundary
Water Utility Service Area
City of Azusa
City of Covina
Golden State Water Company
Suburban Water Systems
City of Glendora
Item #1. Page 52
Meeting Date: 9/12/2023 / Packet Page #: 55

INTRODUCTION
CITY OF GLENDORA ES-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure ES-2
Annual Water Production and Purchase
Imported Water
The City is a member agency of the Three Valley’s Municipal Water District (TVMWD). TVMWD is one of twenty-six-member agency wholesalers of Metropolitan Water District of Southern California (MWD) that provides imported water to the Southern California region via the Colorado River Aqueduct (CRA) and the State Water Project (SWP) systems.

The City has three active turnout connections (PM-6, PM-18, and PM-23) that is fed from MWD’s Upper Feeder. PM-6, PM-18, and PM-23 have maximum capacities of 15 cfs, 10 cfs, and 15 cfs, respectively, for a total maximum capacity of 40 cfs (28,979 AFY). In 2021, the City used 1,975 acrefeet, which represents approximately 19% of its demands.

Covina Irrigating Company
The City owns a connection with the Covina Irrigating Company (CIC) with a maximum capacity of

Potential Local Groundwater Supply Development
The City’s existing average day water demands of 10,390 AFY closely approximate the current well field system production capacity (14,927 AFY per efficiency tests). With the increasing cost of imported water and increasing demands, it is advantageous for the City to maximize its groundwater pumping to meet the average day and peak season demands through enhanced groundwater pumping and evaluate other groundwater supply development options. 11,682 11,821 8,449 9,285 9,515 10,698 10,135 9,513
10,675
8,447
789
1,166
4,708
2 154
0 497
0 11
1,975
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
14,000
15,000
2012201320142015201620172018201920202021
Production and Purchase (AFY)
Fiscal Year
Imported Water
Groundwater
Item #1. Page 53
Meeting Date: 9/12/2023 / Packet Page #: 56

INTRODUCTION
CITY OF GLENDORA ES-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The City should consider Well 3, Well 4, and Well 7 (Vosburg) as potential future supply sources to provide redundancy and offset the cost of using treated imported water. The City is currently working with TVMWD on an updated study with the most current information. The updated study should be based on:
 Constructing two (2) new wells to replace the existing Well 3 and Well 4, which are over 100 years old.
 Abandonment of the existing Wells 3 and 4
 Constructing a new nitrate and perchlorate treatment plant based on the most current water quality data
 Constructing a new forebay reservoir
 Constructing a new booster pump station to pump the effluent to the San Gabriel Plant  Constructing a new discharge pipe to the San Gabriel Plant, utilizing rehabilitated portions of the existing Vosburg Well discharge pipe at the 210 Freeway crossing, as well as channel and railroad crossings. The existing 18-inch discharge line is abandoned due to its deteriorated condition and the Gladstone Reservoir has been demolished  Constructing a standby generator with an automatic transfer switch to operate the facility during commercial power outages
 Constructing a new well to replace Well 7 (Vosburg Well)  Abandonment of Well 7
 Constructing a new discharge pipe from the new Well 7 to the Irwindale Treatment Plant Cost estimates for the possible future well development and associated facilities are estimated at $85 Million without Well 7 (see Table 3-3) and $125 Million with Well 7 (see Table 3-4). Grant and loan options for the project are discussed in detail in Section 3-4.1.

Water Supply Reliability
Over the past several years, the Main Basin has experienced a reduction in groundwater levels due to decreased stormwater replenishment and longer lasting droughts. The Water Master estimates that local runoff used for groundwater replenishment has decreased over the last 10 years on average to about 55,000 acre-feet per year when compared to the historical 40-year average (years 1970 to 2010) of 111,000 acre-feet per year. In consideration of water supply reliability, cyclic storage and conjunctive use agreements are discussed Section 3-5.1.2; MWD untreated water availability is discussed in Section 3-5.1.3; recharge using recycled water and stormwater capture is discussed in Section 3-6; water banking is discussed in Section 3-7; water conservation and rationing is discussed in Section 3-8; and Main Basin water rights purchases is discussed in Section 3-9.

Recommendations
Water supply reliability is a critical component to the City’s future water portfolio. Managing all the integrated parts of this portfolio will establish the most cost-effective approach to ensuring reliable service to the customers. The following are recommendations for the City to consider in implementing the City’s future water supply portfolio:

1. Construction of additional groundwater wells
Item #1. Page 54
Meeting Date: 9/12/2023 / Packet Page #: 57

INTRODUCTION
CITY OF GLENDORA ES-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

2. Support of projects that increase the Main Basin OSY

3. Maximize the City’s cyclic storage account

4. Continue to consider replacing Well 3, Well 4, and Well 7 (Vosburg) as potential future supply source

5. Continue to work with its customers to ensure mandatory conservation restrictions are implemented and conservation rebates are readily available

6. Reach out to the non-municipal Main Basin Groundwater right holders to gage their interest in selling their groundwater rights.

7. Actively participate in TVMWD and Main Basin Water Policy decisions ES-5 Water Use
The City of Glendora’s total annual water production and purchase from 2012 to 2021, shown on Figure ES-1, ranged from 9,288 AFY to 13,156 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.

However, California soon fell back into drought conditions in 2018 and 2020-2021. In the last five 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 five years, the total production and purchase has stayed relatively steady and averaged about 10,390 AFY (9.28 mgd).

The City’s annual non-revenue water has been declining over the base five years. Since 2018-2019, the non-revenue water percentage has been within industry standard (10 percent or less). It is assumed that as the City completes more and more replacement of pipe, this will reduce the number of water line breaks each year and possible undetected leaks, which in turn will reduce the nonrevenue water volume.

Water Demand Variation
Demand variations through a year are influenced by seasonal effects such as temperature, humidity, and precipitation. System demand variations throughout a 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

1.40 and 0.44 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 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 15,585 AFY (9,664 gpm or 13.92 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 Item #1. Page 55
Meeting Date: 9/12/2023 / Packet Page #: 58

INTRODUCTION
CITY OF GLENDORA ES-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
diurnal demand curves for various hydraulic zones. 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 demand curves developed for this study are shown on Figure ES-3.

Figure ES-3
Diurnal Demand Curves
Future Demands
A total of 223,840 gpd of average water use is estimated to be added throughout the service area in the future. This is based on future known developments (see Table 4-7) and developed water unit demand factors (see Table 4-6).

A summary of the existing and future water system demands is shown in Table ES-1.

Item #1. Page 56
Meeting Date: 9/12/2023 / Packet Page #: 59

INTRODUCTION
CITY OF GLENDORA ES-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table ES-1
Water System Demands and Peaking Factors
ES-6 Existing System
The existing water system is shown on Figure ES-4. The hydraulic schematic of the existing system is shown on Figure ES-5. The City operates and maintains the following potable water facilities:
 Four (4) primary pressure zones; Thirteen (13) secondary zones  210 miles of water mains (including hydrant laterals), 1-inch through 30-inches in diameter  About 1,800 Fire hydrants
 13,483 water meters (Table 5-1)
 Eight (8) active wells
 Twenty-nine (29) storage reservoirs with a total volume of 34.6 MG  Twenty (20) booster pump station (3 of them serve hydropneumatic systems)  Three (3) hydropneumatic tanks
 Three (3) pressure regulating stations
 Four (4) imported water connections
 Four (4) inter-agency connections
Transmission and Distribution System
The existing water system includes approximately 210 miles of transmission and distribution pipe that ranges in size from 1-inch through 30-inches. The majority of the pipe is 6-inches (36.9%) or 8-inches (29.4%) in diameter. Most of the pipe is made of ductile iron (39.6%). The pipes date back to the early 1900’s with most of it constructed in the 1950’s and 1960’s (41.8%).

Wells
The total well capacity is currently about 11,800 gpm or 17.0 mgd. Well information and characteristics are provided in Table 5-3.
(gpm) (mgd) (AFY) (gpm) (mgd) (AFY)
Minimum Month2 2,835 4.08 4,572 2,903 4.18 4,682 0.44
Average Day3 6,442 9.28 10,390 6,598 9.50 10,641 1.00
Maximum Month4 9,019 12.99 14,546 9,237 13.30 14,897 1.40 Maximum Day5 9,663 13.92 15,585 9,897 14.25 15,961 1.50 Maximum Day, Peak Hour6 16,828 24.23 27,140 17,234 24.82 27,795 2.61 4 Maximum Month Factor is the highest factor from 2012-2021 5 Maximum Day Factor in 2021 was 1.43 based on water meter data. A slightly conservative factor of 1.5 was selected for planning purposes.
6 Maximum Day, Peak Hour Demand is calculated in hydraulic model utilizing developed diurnal patterns for each zone
Future Demand
Demand Description
Existing Demand Peaking
Factor1
1Specific Demand = Average Day Demand x Peaking Factor
2 Minimum Month Factor is the lowest factor from 2012-2021 3Average Day Demand is the average from 2017-2021
Item #1. Page 57
Meeting Date: 9/12/2023 / Packet Page #: 60
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Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
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Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
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Bluebird
Oak Knoll
(inactive)
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Well 3 & 4
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Irwindale
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Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
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Suburban Water
Service Area
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing System
Figure ES-4
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Legend
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Zone 4A
Item #1. Page 58
Meeting Date: 9/12/2023 / Packet Page #: 61
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PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing Hydraulic Schematic
New Zone IDs
Figure ES-5
Legend
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TU Removed Storage Reservoir
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Item #1. Page 59
Meeting Date: 9/12/2023 / Packet Page #: 62

INTRODUCTION
CITY OF GLENDORA ES-10 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Storage Tanks
The City’s water system includes twenty-nine (29) active storage reservoirs ranging in capacity from 10,000 gallons to 7.00 million gallons (MG). There are three (3) hydropneumatic tanks ranging in size from 3,000 gallons to 10,000 gallons. The total reservoir capacity is about 34.6 MG. The characteristics of each existing storage reservoirs and hydropneumatic tanks are shown in Table 5-

4. Booster Pump Stations
There are twenty (20) booster pump stations in existing water system. Three of the stations serve water to hydropneumatic systems. Details of each booster pump station are summarized in Table 5-

5. Pressure Regulating Stations
The City’s water system consists of three (3) pressure regulating stations as listed in Table 5-6. PRS2 is regularly operating to feed lower pressure Zone 1RA from pressure Zone 1. The other two facilities normally remain closed.

Imported Water Connections
The City has access to imported water through the four (4) connections listed in Table 5-7. 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.

Emergency Connections
The City’s water system has four (4) emergency 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 5-8. Each connection has to be manually activated.

ES-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’s 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. The performance evaluation criteria is summarized in Table ES-2.

Details of the criteria can be found in Section 6.

Item #1. Page 60
Meeting Date: 9/12/2023 / Packet Page #: 63

INTRODUCTION
CITY OF GLENDORA ES-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table ES-2
Performance Evaluation Criteria
Item Description Criteria
Existing
Requirement
Future
Requirement
1 Source of Supply Maximum Day Demand from
Groundwater Sources 13.27 mgd 13.57 mgd
a. Operational Storage 30% of Maximum Day Demand 3.98 MG 4.07 MG b. Emergency Storage 100% Average Day Demand 9.28 MG 9.49 MG c. Fire Suppression Storage Highest Fire Flow Requirement Single Family Residential 1,250 gpm for 2 hours 0.15 MG 0.15 MG Single Family Residential
with Hillside Exposure 2,500 gpm for 2 hours 0.30 MG 0.30 MG Multi-Family Residential 2,500 gpm for 2 hours 0.30 MG 0.30 MG Commercial 3,500 gpm for 3 hours 0.63 MG 0.63 MG
Industrial 4,000 gpm for 4 hours 0.96 MG 0.96 MG
6 Dynamic Pressures Minimum 40 psi during Maximum Day and Peak Hour Demand Stand-by pump equal in size to the largest duty pump
Flow meters, suction and discharge pressure gauges, and telemetry Provisions for emergency power at all stations
5 Static Pressures
Minimum 40 psi
Desired 50-70 psi
Maximum 80 psi
2 3 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.
4 Booster Pump Stations
For open zones with sufficient fire demand storage, the pump capacity into the zone must meet maximum day demands for the zone itself as well as any zones it provides water to. Well supply and imported water directly supplying the zone can be included in the pump capacity.

For open zones that do not have sufficient fire demand storage, the pump capacity into the zone must meet maximum day plus fire demands for the zone itself as well as any zones it provides water to. Well supply and imported water directly supplying the zone can be included in the pump capacity.

Item #1. Page 61
Meeting Date: 9/12/2023 / Packet Page #: 64

INTRODUCTION
CITY OF GLENDORA ES-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table ES-2 (Continued)
Performance Evaluation Criteria
ES-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. Utilize the City’s existing hydraulic model which was updated in 2017 as the basis for the model geometry

2. Update pipeline geometry through review of as-built plans, atlas sheets and discussions with engineering and operations staff

3. Verify and complete pipe information (pressure zone, diameter, length, roughness)

4. Verify and complete junction information (pressure zone, elevations)

5. Add detailed facility data (wells, pump stations, reservoirs, and imported water connections)

6. Add facility information (dimensions and water level for tanks, pump curves for booster pumps and wells, and aquifer levels for well pump suction levels)

7. Determine and assign demands to model junctions

8. Develop and assign diurnal demand curves to model junctions

9. Assign controls to facilities (pump start and stop conditions, imported water connection settings)
Details regarding the model development are included in Section 7.

Item Description Criteria
Existing
Requirement
Future
Requirement
7 Minimum Pipe Size (New Mains
and Replacement Mains)
Single Family Residential
Single Family Residential with
Hillside Exposure (located
within LA County Very High Fire
Hazard Severity Zone)
Multi-Family Residential
Commercial
School
Industrial/Manufacturing
1 Fire flow demand must be maintained with 20 psi minimum pressure at the fire hydrant outlet. 9 Fire Flow Demand and
Pressures1
1,500 gpm for 2 hours
2,500 gpm for 2 hours
2,500 gpm for 2 hours
3,500 gpm for 3 hours
3,500 gpm for 3 hours
4,000 gpm for 4 hours
8-inch to the last hydrant
8 Maximum Velocities 7 fps at Maximum Day and Peak Hour Demand 10 fps at Maximum Day plus Fire Flow Demand
Item #1. Page 62
Meeting Date: 9/12/2023 / Packet Page #: 65

INTRODUCTION
CITY OF GLENDORA ES-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
ES-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
The calibration period, the time period in which SCADA data and pressure data was collected in the field, was from May 25, 2022 to June 15, 2022. A 24-hour period was selected to represent normal demand and operating conditions during the calibration period. “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. The calibration day was selected to be June 7, 2022.

All of the typical indicators of an accurate model were met after performing the calibration of City’s existing water system model. Details regarding the model development are included in Section 8.

ES-9 System Hydraulic 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 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 system 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.

Source of Supply
The criterion established requires the City’s source of supply to be equal to one maximum day demand. For the City of Glendora, this means that under current demand conditions, the City should have an existing source of supply capacity of 9,215 gpm (13.27 mgd). In the future, with increased demands, the City should have a source supply capacity of 9,361 gpm (13.48 mgd).

The City’s groundwater supply is shown in Table ES-3. Using design capacities, the total supply is 11,800 gpm which exceeds the existing and future source of supply requirement. Using the current capacities based off of recent efficiency tests, the total supply is 9,254 gpm which just meets the existing requirement. The City currently does often meet the maximum day demands by utilizing one of the imported water connections (PM-18/Amelia BPS).

Item #1. Page 63
Meeting Date: 9/12/2023 / Packet Page #: 66

INTRODUCTION
CITY OF GLENDORA ES-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The imported water connections have a total capacity of 19,434 gpm as shown in Table ES-4, which exceeds the existing and future source of supply requirement. These connections are primarily planned to be utilized during peak demand periods and emergencies.

Storage
The system overall has a surplus of 1.447 million gallons of storage (See Table 9-3). The storage for each zone was also analyed and the following observations were made:

1. Zone 1, 1RA, & 1RB has sufficient storage with a calculated storage surplus of 3.37 MG.

2. Zone 1A has a storage deficit of 0.062 MG.

3. Zone 1B & 1BH1 has sufficient storage with a calculated storage surplus of 0.055 MG.

4. Zone 2, 2H1, & 2H2 has sufficient storage with a calculated storage surplus of 1.628 MG.

5. Zone 3 has sufficient storage with a calculated storage surplus of 2.117 MG.

6. Zone 3A has a storage deficit of 0.100 MG.

7. Zone 3B has a storage deficit of 0.302 MG.

8. Zone 3C & 3C1 has a storage deficit of 0.285 MG.

9. Zone 3D has a storage deficit of 0.281 MG.

10. Zone 4 has a storage deficit of 0.087 MG.

11. Zone 4A has a storage deficit of 0.133 MG.

The zones with storage deficits are primarily zones in the higher elevations of the service area with small demands. The fire suppression storage criteria is the dominant portion of the total required storage. It is often infeasible to construct larger storage tanks in these zones. It is therefore recommended that hydraulic studies and preliminary design studies be conducted to determine if fire flow pumps and/or larger capacity pumps can be installed at the pump stations that provide water to these zones.

Source of
Supply
Design
Capacity
(gpm)
Current
Capacity
(gpm)
Efficiency
Test Date
Well 2 500 525 2/15/22
Well 5 2,200 1,709 6/9/21
Well 8 1,500 1,090 2/15/22
Well 9 1,300 1,410 2/15/22
Well 10 600 530 2/15/22
Well 11 1,200 940 2/15/22
Well 12 3,100 2,100 4/11/22
Well 13 1,400 950 3/26/21
Total 11,800 9,254
Table ES-3
Groundwater Supply
Maximum
Capacity
(cfs)
Maximum
Capacity
(gpm)
PM-6 15.0 6,732
PM-18 10.0 4,488
PM-23 15.0 6,732
CIC 3.3 1,481
Total 43.3 19,434
Source of Supply
Table ES-4
Imported Water Connection Capacities
Three Valleys Municipal Water District
Covina Irrigating Company
Item #1. Page 64
Meeting Date: 9/12/2023 / Packet Page #: 67

INTRODUCTION
CITY OF GLENDORA ES-15 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The existing available storage system wide is estimated at 24.428 MG. The future average day and maximum day demands are estimated at 9.385 MG and 14.078 MG, respectively. In the event of an extreme emergency, without any well supply or imported water supply, the water system would be able to provide water to customers for about 2.6 average demand days or 1.7 maximum demand days. If an emergency is expected to last any longer, the customers would have to cut back on water use until supply sources can be implemented again.

Pumping and Supply Analysis by Hydraulic Zone
The pumping and supply analysis by hydraulic zone is shown in Table 9-4.

For open zones with sufficient fire demand storage, the pump capacity into the zone must meet the maximum day demands for the zone itself and any other zones it provides water to. Well supply and imported water directly supplying the zone can be included in the pump capacity. This criteria applies to the pump capacity into Zone 1, 2, and 3 because there is plenty of storage in the reservoirs in these zones. The pump capacity meets the criteria of one maximum day demand for Zone 1, 2, and

3. For open zones that do not have sufficient fire demand storage, the pump capacity into the zone must meet maximum day plus fire demands for the zone itself as well as any zones it provides water to.

Well supply and imported water directly supplying the zone can be included in the pump capacity.

This criteria applies to the pump capacity into Zone 1A, 1B, 3A, 3B, 3C, 3D, 4, and 4A. The pump capacity does not meet the criteria of maximum day plus fire demand for any of these zones.

For closed zones, the pump capacity into the zone must meet maximum day plus fire demands or peak hour demands, whichever is greater. A separate fire pump can be installed to meet the fire flow requirements. This criteria applies to the pump capacity into Zone 1BH1, 2H1, and 2H2. The pump capacity does not meet the criteria of maximum day plus fire demand for any of these zones.

The zones that do not meet the pumping capacity criteria are the zones with low daily demands.

These zones generally do not have large reservoirs because the demands are low. It would be difficult to turn over the water in a large reservoir on a daily basis with such low demands. Water would become stagnant and water quality would degrade.

In all of the zones that do not meet the pumping capacity criteria, the pumping capacity into the zone exceeds the maximum day demands of the service zone. The fire flow demand is the dominant portion of the required pumping capacity. In lieu of constructing more and/or larger storage reservoirs in these zones, it is recommended that hydraulic studies and preliminary design studies be conducted to determine if fire flow pumps and/or larger capacity pumps can be installed at the pump station that provide water to these zones. These studies go hand in hand with the studies recommended for zones with storage deficits.

System Pressures and Velocities
The hydraulic model was utilized to analyze the existing and future system under various demand conditions.

Service pressures exceed 80 psi (maximum pressure allowed per the plumbing code without a pressure regulator) throughout the system. City staff reports that all services in these areas of high pressures have pressure regulators installed.

Item #1. Page 65
Meeting Date: 9/12/2023 / Packet Page #: 68

INTRODUCTION
CITY OF GLENDORA ES-16 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
There is just one location in the system that experiences a maximum velocity between 7 and 8 feet.

This is within the 24-inch pipe downstream of the San Gabriel Booster Pump Station. Although the velocity is predicted by the model to exceed the criteria, the exceedance is very minimal and therefore it is not believed to be a major issue. No action is recommended.

Fire Flow Analysis
The fire flow analysis was conducted utilizing the existing maximum day demand scenario. Fire flow demands 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. Since the City’s hydraulic model only includes the location of the hydrant connection with the mainline and not the hydrant itself, a residual pressure of 26 psi is utilized for analysis purposes. It is estimated that there will be about 6 psi loss from the water main, through a typical 6-inch hydrant lateral to the fire hydrant outlet.

If the residual pressure criteria was 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 or a pipe in an upper zone, located nearby. The fire flow improvement locations are shown on Plate 9-1.

Additional Hydraulic Improvements
Additional hydraulic improvements are recommended based on staff interviews:

1. Looping of pipes in Zone 3D (Bluebird Reservoirs and BPS) to improve hydraulics and fire flow availability.

2. Extension of pipes in North Glendora Avenue in Zone 3A for future customers.

3. A connection at Bennet Avenue and Parkview Terrace to improve hydraulics and fire flow availability.

The additional improvement locations are shown on Plate 9-1.

Water Age Analysis
The water age analysis was conducted utilizing the existing average day demand scenario for a 90 day period. Generally, Zone 1 was found to have the lowest water age (1 to 5 days) in the system because the source of supply is constantly providing water directly into Zone 1. The area of Zone 1 south of the 210 Freeway has higher water age than the rest of the zone, ranging from 5 to 10 days.

Water age in the higher zones generally range up to 15 days. Water age in Zone 3C and 3C1 exceeds 15 days due to minimal demands.

Generally, a water age of 7 days or less is desired. Mixers can help in reducing water age and improving water quality and have been recommended for several reservoirs. Newly constructed reservoirs should include mixers in the future.

ES-10 Pipe Replacement Program
According to the 2021 Drinking Water Report Card, developed by the American Society of Civil Engineers, the national average break rate ranged between 10 breaks per 100 miles of pipe per year to 37 breaks per 100 miles of pipe per year.

Item #1. Page 66
Meeting Date: 9/12/2023 / Packet Page #: 69

INTRODUCTION
CITY OF GLENDORA ES-17 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The break records show that the City’s water system has experienced about 225 breaks per year between 2017 and 2021, summarized in Figure ES-6. This equates to 107 breaks per year per 100 miles of pipe (225 breaks / 2.1 hundred miles of pipe), which is much greater than the national average.

Figure ES-6
Pipe Break History
Based on a review of the City’s as-built plans from the last 10 years, the City has been replacing an average of 10,300 feet of pipe annually (1% of the total system). It is recommended that the City continue implementing an annual pipe replacement program to reduce the number of water breaks each year.

Risk Assessment
Risk assessments have become more important as the average age of infrastructure in Southern California has increased and more breaks have occurred. The Water Research Foundation describes the main objectives of an effective risk assessment as one that includes:

1. Reduction in the number and cost of failures, by identifying high-risk assets and enabling costeffective, targeted, proactive remedies Item #1. Page 67
Meeting Date: 9/12/2023 / Packet Page #: 70

INTRODUCTION
CITY OF GLENDORA ES-18 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

2. Extension of the useful life of assets, by distinguishing those that are merely old from those that are truly impaired

3. Reduction in uncertainties, enabling confident answers to question from the public and others Risk relates to the probability of something bad happening, or the likelihood of a negative impact occurring, and over time, a water distribution system will experience water breaks or leaks. These failures in a water system can be caused by multiple factors such as pipe age, pipe material, pipe bedding, water characteristics, external loads (from traffic or soils), soil characteristics, and/or weather. Some of the primary goals of a water utility are to prevent catastrophic failures from occurring, address breaks and leaks as quickly as possible, and continue to provide reliable and safe water to its customers while minimizing disruptions to service.

Risk is the combination of both Likelihood of Failure (LoF) and Consequence of Failure (CoF). It takes into account the asset’s physical condition, as well as the impact that its failure would have on system performance. LoF refers to the probability of failure based on the pipe features, surrounding area attributes, and historical pipe break data. CoF is the combination of direct and indirect impacts on the vicinity and community due to a potential asset failure.

The pipeline risk assessment includes an evaluation of various elements that affect the LoF and CoF.

Artificial intelligence, machine learning (AI-ML) technology was used to calculate the LoF for the pipeline risk assessment. Contracted by AKM, Fracta provided the software as a service (SaaS) solution to develop the LoF scores.

Details of the risk assessment can be found in Section 10.

Pipe Priorities
Pipe priorities were developed by looking at the total risk score, historical pipe break data, LoF scores, City pipe concerns, and pipes near critical facilities (businesses or operations where water service is essential, such as hospitals, police facilities, fire facilities, dialysis centers, and care facilities). Pipe priorities are categorized as follow:
 Pipe Priority 1 projects include pipes with the following:
o Total Risk scores in the top 1% of the total system length o History of pipe breaks (9 or more breaks between 2012 and 2021) o LoF scores greater than 75% probability of breaking in the first year.  Pipe Priority 2 projects include pipes with the following:
o Total Risk scores between 1.1% and 5% of the total system length o History of pipe breaks (Between 3 and 8 breaks between 2012 and 2021) o LoF scores greater than 75% probability of breaking in the second year.  Pipe Priority 3 projects include pipes with the following:
o Total Risk scores between 5.1% and 20% of the total system length o History of pipe breaks (2 breaks between 2012 and 2021) Item #1. Page 68
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INTRODUCTION
CITY OF GLENDORA ES-19 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
o LoF scores greater than 75% probability of breaking in the fifth year. o Pipes of concern
o Pipes near critical facilities
Project Recommendations
Project recommendations were generally developed to include groups of pipes in the same general vicinity. The project priority was based on the highest individual pipe priority within each group of pipes and are categorized as Project Priority 1, Project Priority 2, and Project Priority 3.

The individual projects within each priority group were prioritized based on discussions with the City regarding historical condition concerns, the total pipe CoF values within each project, and the results from the hydraulic analyses.

As the Priority 1 projects in the pipe replacement program are implemented, it is recommended that the City reevaluate the lower Priority 2 and 3 projects with newer current leak and break data. The pipe priority and project recommendations should be updated at that time.

The pipe replacement projects are shown on Plate 10-2 and summarized in Table 10-6. The detailed project summary data is included in Appendix 10-1.

The total Pipe Replacement Program costs are as follows:

Priority 1 Projects 101,400 feet $64.8M
Priority 2 Projects 67,900 feet $43.4M
Priority 3 Projects 100,100 feet $75.0M
Total 269,300 feet $183.1M
ES-11 Facility Assessments
As a part of the Master Plan work, each well, pump station, and storage reservoirs was evaluated to assess its condition and develop improvement recommendations. As-built plans, sanitary survey reports, maintenance records, pump curves and efficiency tests, dive reports, and other available historical information were reviewed as a part of the evaluation. City staff was interviewed by and accompanied AKM staff on tours of each facility as well.

Details of all assessments and recommendations can be found in Section 11, Appendix 11-1 and Appendix 11-2.

ES-12 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 Glendora with a long-range planning tool for implementing its water system improvements in an orderly manner and a basis for financing 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.

INTRODUCTION
CITY OF GLENDORA ES-20 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
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.

Pipeline Replacement Cost Estimates
Proposed pipe replacement project costs are planning level estimates based upon recent information provided by the City for similar projects and include contingencies for this planning level study.

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 Fire Flow Improvements (Table 9-6), Additional Hydraulic Improvements (Table 9-7) and the Pipe Replacement Program Projects (Table 10-6).

1. Pipeline replacement cost = $50 per diameter inch per foot of pipe. The replacement costs are based on pipeline replacement projects between Fiscal Year 2018-2019 and Fiscal Year 2020-2021.

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

3. Valve replacement = $10,000
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 = 15% of the Construction Cost

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 = 1.5 x Construction Cost
Facility Improvement Costs
The recommended facility improvement cost estimates (Table 11-3) are based upon recent project experience and include contingencies for this planning level study.

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 Cost

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
Item #1. Page 70
Meeting Date: 9/12/2023 / Packet Page #: 73

INTRODUCTION
CITY OF GLENDORA ES-21 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Total Project Cost = 1.55 x Construction Cost
The design cost is set at a higher percentage for facility improvements than it is for pipeline improvements. It is expected that facility improvements will require preliminary design studies and hydraulic analysis that will result in a higher design cost than the pipeline improvements.

Project Priorities
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.

The fire flow improvement projects provided in Table 9-6 are listed in order of priority based on the degree of the fire deficiency identified in the hydraulic model analysis described in Section 9.

The pipe replacement program projects provided in Table 10-6 are listed in order of priority based on the risk assessment described in Section 10.

The facility improvements are provided in Tables 11-1 through 11-4 by facility site. The improvements are sorted by priority in Appendix 11-2.

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 financing. Preliminary design and more detailed hydraulic studies may lead to changes in project definitions and costs as well as priorities.

Capital Improvement Program Summary
The total Capital Improvement Program costs are as follows:

INTRODUCTION
CITY OF GLENDORA ES-22 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Irwindale Facility
Possible redevelopment of Wells 3, 4, and 7 and upgrades to the Irwindale Facility are discussed in Section 3-4.1. Potential costs are provided in Tables 3-3 and 3-4. It is estimated that upgrades to the Irwindale Water Treatment Facility, including Well 3 and 4 would cost about $84 Million. If redevelopment and construction of Well 7 is included in the project, the cost would increase to about $127 Million. These costs were not included in the CIP as a study was underway at the time of the Master Plan and funding options were being considered.

Short Term Capital Improvement Projects
Many high priority projects have been identified through this Water Master Plan Update. It is going to take time for the City to address all the recommended projects. In the short term (next five years), the following projects are considered to be the highest priority and should be addressed by the City as soon as possible:

1. Tank Mixers

2. Reservoir Roof Railings

3. SAFT Climb Ladders for Reservoirs

4. Hatch Replacements or Additional Hatches for Reservoirs

5. Ventilation Improvements for Reservoirs

6. Overflow Outlet Structure at Hidden Springs B

7. Replace Security Fence at Morgan Ranch A

8. Comprehensive SCADA Upgrade Assessment

9. North Glendora Reservoir Replacement

10. Comprehensive Valve Assessment

11. Evaluation of Infiltration at Valley Center B21

12. Valve Replacement Program

13. Reconstruct Suction Line at Sierra Madre B

14. Site Improvements at Big Dalton A

15. Access Road Improvements at South Hills West A

16. Access Road Improvements at Glencoe B

17. Add Retaining Wall at Glencoe B

18. Remove Existing Boy Scout Pump Station and Reservoir

19. Construct Above Ground Tank with Mixer to Replace Boy Scout Reservoir

20. Add Chlorine Analyzer at Sierra Madre B

21. Remove/relocate IT Equipment from Roof at South Hills East A

22. Comprehensive Standby Power Assessment

23. Interior and Exterior Coating at Upper Gordon B
Item #1. Page 72
Meeting Date: 9/12/2023 / Packet Page #: 75

INTRODUCTION
CITY OF GLENDORA ES-23 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

24. Interior and Exterior Coating at Upper Gordon A

25. Fire Flow Improvement Pipeline Projects, listed in order of priority in Table 9-6

26. Additional Hydraulic Improvements, listed in Table 9-7

27. Priority 1 Pipe Replacement Projects, listed in Table 10-6 and Appendix 10-1 Item #1. Page 73
Meeting Date: 9/12/2023 / Packet Page #: 76
CITY OF GLENDORA 1-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 1

INTRODUCTION
1-1 Purpose
The City of Glendora (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.
1-2 Previous Studies
Previous studies completed and utilized in the development of this Water Master Plan include the following:
 2021 LWS Sanitary Survey, February 2022
 2020 Urban Water Management Plan, June 2021
 2017 Water System Master Plan, July 2017
 City of Glendora, 2013-2021 Housing Element
 Glendora Community Plan 2025, Land Use Element
1-3 Scope of Work
The scope of work for this study consists of the following:

Task 1 – Project Management
Task 2 – Data Collection and Review
Task 3 – Water Demand Analysis
Task 4 – Water Supply analysis
Task 5 – Planning Criteria
Task 6 – Water System Condition Assessment
Task 7 – Water Quality Analysis
Task 8 -- Hydraulic Model of Water System
Task 9 – Existing System Hydraulic Analysis
Task 10 – Future Water System Hydraulic Analysis
Task 11 – Capital Improvement Program
Task 12 – Pipeline Replacement Program
Task 13 – Water Master Plan Development
Task 14 – Water Master Plan Final Report
Item #1. Page 74
Meeting Date: 9/12/2023 / Packet Page #: 77

INTRODUCTION
CITY OF GLENDORA 1-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
1-4 Organization of Report
The Glendora 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 Analysis
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: Pipeline Replacement Program
Section 11: Facility Assessments
Section 12: Capital Improvement Program
1-5 Hydraulic Zoning Nomenclature Modifications
As part of the Water Master Plan, the hydraulic Zone IDs have been renamed to simplify the zone naming, reducing it to four primary zones, and create terminology that describes the zones in relation to each other. The old Zone IDs and the new Zone IDs are provided in Table 1-1. The four primary zones are generally the zones with the greatest demand. The smaller zones that are provided water from the primary zones were assigned an associated name (i.e. Zone 1A is provided water from Zone 1). The old ID system is shown on Figure 1-1. The new ID system is shown on Figure 1-2. The remainder of the Water Master Plan report utilizes the new ID system.

The old Reservoir IDs were related to the old Zone IDs. Therefore, the Reservoir IDs were also modified. The reservoirs are now named with their common name (i.e. Hidden Springs, Hicrest, Country Club, etc.) and a letter identifier. Pump IDs were maintained, as they are not associated with zones.

The future hydraulic schematic is shown on Figure 1-3. The only difference is the North Glendora Reservoir site. In the future, there will be two North Glendora Reservoirs that will replace the current one. See Section 11-3 for more details.

Item #1. Page 75
Meeting Date: 9/12/2023 / Packet Page #: 78

INTRODUCTION
CITY OF GLENDORA 1-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
1-6 Acknowledgements
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:
• Chisom Obegolu, Assistant Director of Public Works
• Ron Nichka, Water Production Supervisor
• Dale Wert, Water Division Manager
• Alexis Escobar, Civil Engineering Assistant
• Myla Decastro, Finance Management Analyst
• Doug Leumann, Water Production Lead Operator
• Marcelle Sams, George E. Booth Company Inc. (SCADA)
Item #1. Page 76
Meeting Date: 9/12/2023 / Packet Page #: 79

INTRODUCTION
CITY OF GLENDORA 1-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 1-1
Zone Identification Modifications
Old
Pressure
Zone ID
New
Pressure
Zone ID
Old
Reservoir
ID New Reservoir ID Pumps
Area
(Ac)
Pipe
Length
(ft)
Ground
Elevation
Range (ft)
Hydraulic
Grade
Line (ft)
Static
Pressure
Range
(psi)a
Existing
Average
Demand
(gpm)
1 1
1A
1C
1B
1D
South Hills West A
South Hills West B
Sierra Madre A
Goddard A
SG B-1
SG B-2
SG B-3
SG B-4
SG B-5
3,337 593,705 623-882 976 41 -153 3,467
9 1RA - - 3 973 642-656 775 52-58 1
8b 1RB - - 21 24,944 620 - - 24
4 1A 4A
4 Hicrest A
Hicrest B
B-24
B-25 40 6,434 888-1,011 1,132 52-106 30
5 1B 5C
5B
Hook Canyon A
Hook Canyon B
B-29
B-41
B-52
B-53
127 18,213 883-1,122 1,197 32-136 50
11 1BH1 11 Silent Ranch A B-20
B-57 6 472 1,076-1,125 1,354 99-120 16
2 2
2A
2B
2C
2D
2 South Hills East A
Country Club A (north)
Country Club B (south)
Hidden Springs A
Hidden Springs B
B-11
B-12
B-22
B-23
B-36
2,081 323,051 808-1,046 1,092 20-123 2,025
18 2H1 18 Rainbow A B-42
B-43 38 2,288 946-1,167 1,190 10-106 9
12 2H2 12 Eagle Ridge A
B-49
B-50
B-51
11 970 969-1,057 1,257 87-125 7
3 3 3
3C
Morgan Ranch A
Englewild A
B-10
B-13
B-14
B-60
B-61
B-62
663 96,585 927-1,196 1,265 30-146 607
19 3A
19A
19 19B
Glencoe A
Glencoe B
North Glendora Ac
North Glendora Bc
B-26
B-27 156 9,980 1,070-1,389 1,408 8-146 71
21 3B 21A
21 Englewild Cyn A
Englewild Cyn B
B-47
B-48 22 1,017 1,162-1,334 1,347 6-80 7
6 3C 6 Big Dalton A B-31 180 9,083 1,109-1,294 1,340 20-100 6 7 3C1 7 Boy Scout A B-56 79 713 1,328 1,473 63 -
28 3D 28A
28 Bluebird A
Bluebird B
B-32
B-33 102 10,956 1,007-1,306 1,364 25-155 42
13 4 13A
13 Lower Gordon A
Lower Gordon B
B-44
B-45
B-46
21 3,377 1,252-1,334 1,505 74-110 7
14 4A 14A
14 Upper Gordon A
Upper Gordon B
B-58
B-59 129 6,817 1,351-1,585 1,704 52-153 73
7,016 1,109,577 6,442
c Future tanks expected to be operational FY 25-26 will be named North Glendora A and North Glendora B. a Calculated based on HGL and ground elevation range
b Modeled as a demand off of Zone 1. Zone 1RB pipes not modeled. HGL/Pressure to Zone 1RB not known.

Total
Item #1. Page 77
Meeting Date: 9/12/2023 / Packet Page #: 80
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Elevation (ft)
TU TU
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
Zone 3
South Hills
East
Zone 2
Zone 1
Zone 9
Zone 8
Gordon
Glendora/Suburban
Emergency Connection
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
Hidden
Springs
Englewild
Canyon
Englewild
Bluebird Big
Dalton
Boy Scout
Lower
Gordon
Upper
Gordon
Morgan
Ranch
Country Club
Glencoe
North
Glendora
Hicrest
Hook
Canyon
Silent
Ranch
Eagle
Ridge
Goddard Sierra Madre
Rainbow
South Hills West
Irwindale
(Removed)
San Gabriel
Vosburg
(Inactive)
(Inactive)

0.15 1.0

7.0 3.0

0.33 0.33

0.274 0.116

0.318 0.125 0.012

0.01 0.01

2.5 3.5 1.25 2.5

3.5 4.0

0.125 0.012

0.045

0.01 2.5

0.16 0.16

0.2 0.2 14 14A 1704 1704
1505 1505 13 13A
7 1473
6 1364 28 1364 28A
1340
1265 3
1088 2B 2C 1088

0.688 0.688
1088 1092 2D 2 1092 2A
1D 1B 969 969
1347 21A 1347 21B
3C 1265
1C 976 1A 969
19B 1408 19 1408 19A 1408
5B 5C
1197 1197
1132 1132 4 4A
697
485

1.5 8 776 Gladstone
(Demolished)
Boy Scout
Bluebird
Morgan
Ranch
Amelia
Valley
Center
(Inactive)
Dalton
Englewild
Canyon
Greencroft
Country
Club
Hidden
Springs Englewild
Oaknoll
(Inactive)
Gladstone
Dawson (Demolished)
(Inactive)
Irwindale
(Inactive)
San Gabriel
Hicrest
North
Grand
Hook
Canyon
Glencoe
Suburban / Glendora
Bonita Connection
Glendora / Azusa
Connection
Zone 3
Zone 2
Zone 1
Zone 19
Zone 4
Zone 5
Zone
21 Zone 7
Zone 13
Zone 14
Zone 6
Zone
28 11
18 12
Zone
12 Zone
18 Zone
11 (Inactive)
(Inactive)
W3 W4
W7
W8W5 W9
W2
W12
W11 W10
W13
PRS 1
PRS 2
PRS 3
CIC
PM 23 PM 6
PM 18
B43
B42
B57
B20
B51
B50
B49
B46
B45
B44
B6
B27
B24 B53
B29
B28
B33
B56
B59
B9
B5
B52
B34
B26
B32
B58
Los Cerritos (Pvt)
B1
B2
B3
B22 B23 B36
B47 B48
B39
B40
B11
B12
B13
B14 B10
SG-1
SG-2
SG-3 SG-4 SG-5
B60B61
B62
B21
B30
B25
B41
B31
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing Hydraulic Schematic
Old Zone IDs
Figure 1-1
Legend
TU Existing Storage Reservoir
TU Removed Storage Reservoir
K Hydropneumatic Tank
%, Groundwater Well
%, Groundwater Well (Inactive)
Pipes
with ID, Volume (MG), and HWL (ft)
Vol
HWL ID
Booster Pump (Inactive) ³
¬Ú
Zone
3 Altitude Valve
3 Gate Valve
`
`
ë
Pressure Reducing Valve
!( Imported Water Connection
!
³ Ú Booster Pump
Item #1. Page 78
Meeting Date: 9/12/2023 / Packet Page #: 81
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3 %,%,
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%, %,
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K
K
K
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TU
TU TU
TU TU
TU TU

TU TU TU
TU
TU TU
TU TU
TU
TU

TU TU TU

0.15 1.0

7.0 3.0

0.33 0.33

0.274 0.116

0.318 0.125 0.012

0.01 0.01

2.5 3.5 1.25 2.5

3.5 4.0

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0.2 0.2
B A 1704 1704
1505 1505 B A
A 1473
A
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0.688 0.688
1088 1092 A B 1092 A
A A 969 969
1347 A B 1347
A 1265
B A 976 969
B 1408 B 1408 A 1408
B A 1197 1197
1132 1132 B A
697
485

CITY OF GLENDORA

WATER MASTER PLAN
Existing Hydraulic Schematic
New Zone IDs
Figure 1-2
Legend
TU Existing Storage Reservoir
TU Removed Storage Reservoir
K Hydropneumatic Tank
%, Groundwater Well
%, Groundwater Well (Inactive)
Pipes
with ID, Volume (MG), and HWL (ft)
Vol
HWL ID
Booster Pump (Inactive) ³
¬Ú
Zone
3 Altitude Valve
3 Gate Valve
`
`
ë
Pressure Reducing Valve
!( Imported Water Connection
!
³ Ú Booster Pump
Item #1. Page 79
Meeting Date: 9/12/2023 / Packet Page #: 82
! !
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TUTU TU TUTU
TU TU
TU
TU TU
TU
Elevation (ft)
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
Zone 3
South Hills
East
Zone 2
Zone 1
Zone
1RA
Zone 1RB
Gordon
Glendora/Suburban
Emergency Connection
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
Hidden
Springs
Englewild
Canyon
Englewild
Bluebird Big
Dalton
Boy Scout
Lower
Gordon
Upper
Gordon
Morgan
Ranch
Country Club
Glencoe
North
Glendora
(expected to be
operational FY 2025)
Hicrest
Hook
Canyon
Silent
Ranch
Eagle
Ridge
Goddard Sierra Madre
Rainbow
South Hills West
Irwindale
(Removed)
San Gabriel
Vosburg
(Inactive)
(Inactive)

0.15 1.0

7.0 3.0

0.33 0.33

0.274 0.116

0.300 0.125 0.012

0.01 0.01

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3.5 4.0

0.125 0.012

0.045

0.01 2.5

0.16 0.16

0.2 0.2
B A 1704 1704
1505 1505 B A
A 1473
A
1364 B 1364 A
1340
1265 A
1088 B A 1088

0.688 0.688
1088 1092 A B 1092 A
A A 969 969
1347 A B 1347
A 1265
B A 976 969
B 1408 B 1408 A 1408
B A 1197 1197
1132 1132 B A
697
485

0.300
W3 W4
W7
W8W5 W9
W2
W12
W11 W10
W13
PRS 1
PRS 2
PRS 3
CIC
PM 23 PM 6
PM 18
B43
B42
B57
B20
B51
B50
B49
B46
B45
B44
B6
B27
B24 B53
B29
B28
B33
B56
B59
B9
B5
B52
B34
B26
B32
B58
Los Cerritos (Pvt)
B1
B2
B3
B22 B23 B36
B47 B48
B39
B40
B11
B12
B13
B14 B10
SG-1
SG-2
SG-3 SG-4 SG-5
B60B61
B62
B21
B30
B25
B41
B31
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Future Hydraulic Schematic
New Zone IDs
Figure 1-3
Legend
TU Existing Storage Reservoir
TU Removed Storage Reservoir
K Hydropneumatic Tank
%, Groundwater Well
%, Groundwater Well (Inactive)
Pipes
with ID, Volume (MG), and HWL (ft)
Vol
HWL ID
Booster Pump (Inactive) ³
¬Ú
Zone
3 Altitude Valve
3 Gate Valve
`
`
ë
Pressure Reducing Valve
!( Imported Water Connection
!
³ Ú Booster Pump
Item #1. Page 80
Meeting Date: 9/12/2023 / Packet Page #: 83
CITY OF GLENDORA 2-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 2

WATER SERVICE AREA
2-1 Location
The City of Glendora’s (City) water service area is located in northeasterly Los Angeles County (County), approximately 21 miles northeast of downtown Los Angeles, and predominantly within the City of Glendora. The City lies within the San Gabriel Valley with the foothills of the San Gabriel Mountains along the northern portion of the City, which includes the Angeles National Forest. The City is bounded by the Cities of Azusa to the west, Covina to the south, and San Dimas to the east as well unincorporated portions of Los Angeles County. Interstate 210 is the primary regional freeway providing access into and out of the City. The primary east-west circulation routes within the City are Sierra Madre Avenue, Foothill Boulevard, Route 66 (Alosta Avenue) and Gladstone Street. The primary north-south routes are Grand Avenue and Glendora Avenue.

The water service area, shown on Figure 2-1, covers approximately 11 square miles within the City of Glendora. The City of Glendora, including unincorporated County areas within its sphere of influence encompasses about 20 square miles. The southwesterly portion of the City, generally south of Foothill Boulevard and west of Grand Avenue is served water by the City of Azusa or Suburban Water Systems. The local water utility service areas are shown on Figure 2-2. 2-2 Topography and Geology
The City has varying terrain with elevations ranging between 620 and 1400 feet above mean sea level (amsl). The northern one-sixth of the City contains the foothills of the San Gabriel Mountains and includes part of the Angeles National Forest. The natural terrain in this area is in slope which exceeds 25 percent. Most of the remainder of the City has a moderate slope, generally 2 to 5 percent in a southwesterly direction. The exception is South Hills Park in the south-central portion of the City, where elevations range from about 750 feet to above 1200 feet with natural slopes for the most part exceeding 25 percent.

Glendora is located at the foot of the San Gabriel Mountains on an upper alluvial fan of the San Gabriel Valley. This setting produces two major terrain types within the City: alluvial fan and foothill.

The valley consists of a roughly bowl-shaped depression in the bedrock, filled over millions of years with alluvial deposits. Most of the alluvium deposited within this depression is debris from the San Gabriel Mountains, washed and blown from the sides of the mountains over time The valley soils are predominantly members of the Hanford Series. The soils in this series are welldrained or somewhat excessively drained soils that have formed in granitic alluvium. The Hanford soils in the Glendora area are chiefly fine sandy loam or gravelly sandy loam. Runoff is slow to medium for this soil, and the hazard of erosion is slight to moderate. The amount of gravel in the gravelly variety ranges from 20 to 35 percent, by volume.

Bedrock units are exposed in the San Gabriel Foothills and the South Hills. Three types of bedrock are prevalent: 1) sedimentary units of sandstone and siltstone; 2) volcanic lavas, tuffs, and mixtures of both; and 3) an igneous-metamorphic complex of resistant crystalline rocks.

Item #1. Page 81
Meeting Date: 9/12/2023 / Packet Page #: 84
!(30 §¨¦210
§¨¦210
§¨¦210
!(39
!(39
§¨¦10
!(39
§¨¦10
Water Service
Area
City of Glendora
City of
Azusa
City of
Covina
City of
San Dimas
City of
La Verne
City of
Pomona
City of
West Covina
City of
Duarte
City of
Irwindale
City of Glendora
Angeles National
Forest
City of
San Dimas
San Gabriel River
Angeles National
Forest
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Regional Location Map
Figure 2-1
³
0 4,000 8,000 16,000
Feet
Item #1. Page 82
Meeting Date: 9/12/2023 / Packet Page #: 85
§¨¦210
§¨¦210
!(39
!(39
City of Glendora
Service Area City of Azusa
Service Area
Golden State
Water Company
Service Area
an Gabriel River
City of Covina
Service Area
Suburban
Water Systems
Service AreaCitrus Ave
Grand Ave
Glendora Ave
Loraine Ave
Live Oak Ave
Valley Center Ave
Lone Hill Ave
Amelia Ave
State Rte 66
Foothill Blvd
Sierra Madre Ave
Gladstone St
Glendora AveSunflower Ave
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Water Utilities Service Area Map
Figure 2-2
³
0 2,000 4,000 8,000
Feet
Legend
City of Glendora Boundary
Water Utility Service Area
City of Azusa
City of Covina
Golden State Water Company
Suburban Water Systems
City of Glendora
Item #1. Page 83
Meeting Date: 9/12/2023 / Packet Page #: 86

SERVICE AREA
CITY OF GLENDORA 2-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
2-3 Climate
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 91° F. The coolest months are typically experienced in December and January with an average minimum temperature of 38.5° F.

Rainfall at the Los Angeles County Department of Public Works, Glendora City Hall Station 287B between rain year 2000-2001 and 2020-2021 is shown in Figure 2-3. The average annual rainfall of about 18.7 inches occurred primarily during the winter months, between December and March.

The state of California declared a Drought State of Emergency on January 17, 2014 as rainfall and snowfall in the state 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 rain year 2018-2019 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 2-3
Rainfall Data - Glendora City Hall Station 287B
2-4 Land Use
The City is comprised of residential, commercial, and industrial land uses with most of the available flat land developed. The majority of the developed area consists of residential single-family homes. 0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 1999-20002000-20012001-2002
2002-2003
2003-20042004-20052005-2006
2006-20072007-2008
2008-20092009-2010
2010-20112011-20122012-2013
2013-20142014-2015
2015-20162016-20172017-2018
2018-2019
2019-20202020-2021
Rainfall (in)
Rain Year
Start of Drought Declared 1/17/14
End of Drought Declared 4/7/17
Average
Ref: Los Angeles County Department of Public Works, Glendora City Hall Station 287B Item #1. Page 84
Meeting Date: 9/12/2023 / Packet Page #: 87

SERVICE AREA
CITY OF GLENDORA 2-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Per the City’s 2025 Land Use Element, “The City is almost completely developed with only 0.3 percent of developable land remaining vacant. The fully developed state of the City means that most services are sufficiently available to new growth occurring or expected to occur on underutilized parcels and in redevelopment areas within the City”. New high end housing development is occurring in the hillside areas where it is typically more difficult to develop. Higher density infill is planned along Route

66. The existing land uses in the study area are shown on Figure 2-4. Future known development areas are shown in Table 2-1 and on Figure 2-5.

Table 2-1
Future Developments
No. Project Name / Location Zone Future Land Use
Future
Dwelling
Units (du)
Future
Building
Area (sf) Project Status
1 1121 E Arrow Hwy 1 Multi-Family Residential 19 Proposed 2 531 E Arrow Hwy 1 Multi-Family Residential 33 Proposed 3 905 E Arrow Hwy 1 Multi-Family Residential 16 Proposed 4 1950 Auto Center Dr (Walmart
Expansion) 2 Commercial Retail Building 7,460 Proposed
5 630 W Foothill Blvd 1 Medical Office Building 9,745 Proposed 6 937 W Gladstone St 1 Single-Family Residential 4 Proposed 7 400 N Glendora / 101 E
Whitcomb Ave 1 Church Expansion 9,287 Proposed
8 422 S Glendora Ave 1 Commercial Office Building 4,500 Proposed 9 300 Gordon Ranch Rd 3 Single-Family Residential 19 Proposed 10 1717 S Grand Ave 1 Car Wash 5,000 Proposed
11 950 Silent Ranch Rd 1BH1 Single-Family Residential 12 Proposed 12 220 E Bennett 1 Multi-Family Residential 5 Proposed
13 131 E Foothill Blvd 1 Mixed Use - Residential +
Commercial Office 2 2,616 Proposed
14 1706 E Route 66 (Olsen Project) 2 Single and Multi-Family Residential 43 Proposed
15 1237 Bonnie Cove Ave 1 Single-Family Residential 30 Planning Approved 16 1620 S Glendora Ave 1 Multi-Family Residential 8 Planning Approved 17 210 S Grand Ave 1 Medical Office Building 20,292 Planning Approved 18 334 E Lemon Ave 1 Multi-Family Residential 4 Planning Approved 19 501 W Route 66 1 Mixed Use - Residential +
Commercial Office 8 1,004 Planning Approved
20 117 N Vista Bonita Ave 1 Multi-Family Residential 5 Planning Approved 21 La Colina Estates (Sierra Madre
Ave & Yucca Ridge Rd) 1 Single-Family Residential 121 Under Construction 22 Foothill Gold Line Phase 2B
Extension (btw Vermont Ave &
Vista Bonita Ave)
1 Regional Light Rail Under Construction
23 333 W Dawson Ave 1 Care Facility Under Construction
24 919 S Lone Hill Ave 2 Personal Self-Storage
Facility 113,868 Under Construction
25 706 W Route 66 1 Fast Food with Drive-Thru 3,068 Under Construction 26 1308 S Lone Hill* 2 Car Wash Redevelopment 5,988 Proposed Total 329 182,828
*The future building square footage for this development is less than the existing 25,063 square foot office building.

Item #1. Page 85
Meeting Date: 9/12/2023 / Packet Page #: 88
Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
Foothill BlvdCitrus Ave
I-210
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
Citrus Ave
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing Landuse
Figure 2-4
³
0 1,300 2,600 5,200
Feet
Legend
R-1 Singe Family Residential
RHR Rural Hillside Residential
E-3 Single Family Estate
E-4 Single Family Estate
E-5 Single Family Estate
E-6 Single Family Estate
E-7 Single Family Estate
R-2 Restricted Multiple Family Residential
R-3 Multiple Family Residential
LGA Limited Garden Apartment
GA Garden Apartment
C-1 Professional
C-2 Limited Retail Business
C-3 Retail and Commercial
CM Commercial Manufacturing
M-1 Light Manufacturing
M-1A Limited Manufacturing
MS Medical Services
PR Planned Redevelopment
CCAP T-4 Village Edge
CCAP T-5 Village Core
CCAP T-5A Village Transition
U Utilities
B Cemetery
OSN Open Space - Natural
Golf Course
Community Park
School
RT66 BG Barranca Gateway
RT66 CRR Central Route 66 Residential
RT66 GRG Grand/Route 66 Gateway
RT66 GCG Grand Avenue Commercial Gateway
RT66 LHG Lone Hill Gateway
RT66 RSC Route 66 Service Commercial
RT66 TCMU Town Center Mixed Use
RT66 GLG Glendora Avenue Gateway
RT66 TCO Technology, Commerce, Office
AHSP C-C3 Corridor Commercial
AHSP MU-CC Commercial Core Mixed Use
AHSP MU-NC Neighborhood Commercial Mixed Use
AHSP C-HR Corridor High Density Residential
AHSP CR-3 Corridor Medium High Density Residential
AHSP C-BR Corridor Buffer Residential
AHSP MU-T Transition Mixed Use
AHSP C-R2 Corridor Medium High Density
AHSP C-I Corridor Industrial
AHSP MU-I Office/Light Industrial Mixed Use
SP Specific Plan
City Boundary
Sphere of Influence
Item #1. Page 86
Meeting Date: 9/12/2023 / Packet Page #: 89
Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
I-210
Grand Ave
Barranca Ave
Mauna Loa Ave
I-210
Foothill Blvd
Sierra Madre Ave
State Rte 66
Loraine Ave
Grand Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
Citrus Ave
Foothill Blvd
Valley Center Ave
Glendora Ave
Sierra Madre Ave
Bennett Ave
Foothill Blvd
State Rte 66
10 6
2 3 1
16 15
23 24
4 14
8 18
25 19 22
20 13
17 5
12 7
21 11
9 26
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Future Known Development Areas
Figure 2-5
³
0 1,000 2,000 4,000
Feet
Legend
Planning Approved for Future Development
Proposed Development
Development Under Construction
City Boundary
Sphere of Influence
# Development Number shown in Table 2-1
Item #1. Page 87
Meeting Date: 9/12/2023 / Packet Page #: 90

SERVICE AREA
CITY OF GLENDORA 2-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
2-5 Population
The historical population growth for the City of Glendora is shown in Table 2-2. This population data is based upon information developed by the California Department of Finance and based on U.S.

Census Bureau data.

Table 2-2
City of Glendora Population
The population in the City of Glendora exploded in the 1950’s and grew steadily up to 1990. In the past three decades, the growth has slowed significantly. This is supported by the fact that the City of Glendora has become nearly built-out.

The 2021 population within the City was 51,569 persons. The total number of housing units was 18,504 dwelling units (Ref: California Department of Finance, Table E-5). This is equivalent to 2.79 persons per dwelling unit with a 4.4% vacancy rate.

Per the City’s 2020 Urban Water Management Plan (UWMP, 2020), the water service area population was 45,551 in 2020 and is projected to have a growth of 5.6% from 2020 to 2045. The 2045 service area population is expected to be about 48,093. The difference in population between the City of Glendora and its water service area can be attributed to the fact that there are small portions of the City that are provided water service by an adjacent agency.

Year Population1
10-year %
Growth
1920a 2,028 -
1930a 2,761 26.5
1940a 2,822 2.2
1950a 3,988 29.2
1960a 20,752 80.8
1970a 31,349 33.8
1980a 38,654 18.9
1990a 47,828 19.2
2000a 49,415 3.2
2010b 50,073 1.3
2020b 52,558 4.7
2021b 51,569 -1.9
a Ref: California Department of Finance, Table E-5
which is based on U.S. Census Bureau data
b Ref: U.S. Census Bureau (https://www.census.gov)
Item #1. Page 88
Meeting Date: 9/12/2023 / Packet Page #: 91
CITY OF GLENDORA 3-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 3

WATER SUPPLY ANALYSIS
3-1 Water Supply Sources
The City of Glendora (City) maintains a diverse water supply portfolio to be able to meet its regular and peak demands while ensuring all water quality requirements and regulations are met. The City’s water supply portfolio consists primarily of groundwater and is supplemented with imported water.

The City’s annual water production and purchase for the past ten years is shown on Figure 3-1. The following is an overview of the City’s water supplies and associated capacities.

Figure 3-1
Annual Water Production and Purchase
3-1.1 Groundwater
The City has 8 active wells with a total capacity of 9,254 gpm (14,927 AFY). The groundwater is extracted from the Main San Gabriel Basin (Main Basin) and associated sub-basins. The City currently has 6,178 acre-feet per year (4.75261 percent of the annual safe yield of the basin as determined by the Water Master) of prescribed groundwater rights as part of the 1973 Main Basin Adjudication. In 2021, the City pumped 8,447 acre-feet, which represents approximately 81% of its demands.
3-1.2 Imported Water
The City is a member agency of the Three Valley’s Municipal Water District (TVMWD). TVMWD is one of twenty-six-member agency wholesalers of Metropolitan Water District of Southern California (MWD) that provides imported water to the Southern California region via the Colorado River Aqueduct (CRA) and the State Water Project (SWP) systems. 11,682 11,821 8,449 9,285 9,515 10,698 10,135
9,513
10,675
8,447
789
1,166
4,708
2 154
0 497
0 11
1,975
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
14,000
15,000
20122013
2014
201520162017
20182019
20202021
Production and Purchase (AFY)
Fiscal Year
Imported Water
Groundwater
Item #1. Page 89
Meeting Date: 9/12/2023 / Packet Page #: 92

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The City has three active turnout connections (PM-6, PM-18, and PM-23) that is fed from MWD’s Upper Feeder. PM-6, PM-18, and PM-23 have maximum capacities of 15 cfs, 10 cfs, and 15 cfs, respectively, for a total maximum capacity of 40 cfs (28,979 AFY). In 2021, the City used 1,975 acrefeet, which represents approximately 19% of its demands. 3-1.3 Covina Irrigating Company
The City owns a connection with the Covina Irrigating Company (CIC) with a maximum capacity of

3.3 cfs (2,390 AFY). CIC can provide supplemental water to the City via treated surface water and pumped groundwater from the Main Basin. In 2021, the City did not use any water from CIC, but has a historical average use of 22 AFY.
3-2 Existing Groundwater Rights
The Main San Gabriel Basin (Main Basin) lies in eastern Los Angeles County, California. The watershed coincides with a portion of the upper San Gabriel River watershed, and the groundwater basin underlies most of the San Gabriel Valley. The surface area of the Main Basin is approximately 167 square miles. The Main Basin is bounded by the San Gabriel Mountains to the north, San Jose Hills to the east, Puente Hills to the south, and by a series of hills and the Raymond Fault to the west.

The watershed is drained by the San Gabriel River and Rio Hondo, a tributary of the Los Angeles River. Figure 3-2 provides an overview of the Main Basin.

The City has rights to pump groundwater from the Main Basin, which involves extensive governance and monitoring overseen by the Main San Gabriel Basin Water Master (Water Master), legal compliance, and ultimately usage by the Pumpers. The following is a summary of the Main Basin water rights and the associated tools that allow navigation for the extraction of groundwater from the Main Basin.
3-2.1 Judgements
Two main judgements dictate pumping from the Main Basin. These judgements are summarized as follows:
 Long Beach Judgement: The Long Beach Judgement was established in September 1965. This judgement requires that the area downstream from Whittier Narrows (Lower Area) receive an annual usable quantity of water from the San Gabriel River system made up of surface flow, subsurface flow and any water exported to the Lower Area. Any deficiency of usable water to the lower area is guaranteed by the Upper Area through the form of imported water purchased by the Water Master. The Long Beach Judgement also mandated oversight management through the formation of the San Gabriel River Water Master which is a separate entity from the Main Basin Water Master. The two Water Masters work collaboratively to ensure compliance with the Long Bach Judgement.
 Main Basin Judgement: The Main Basin Judgement was entered into in January 1973. This Judgement resulted in the adjudication of the Main Basin. The Main Basin Judgement provides for the replacement of water extracted from the Main Basin beyond a Party’s annual right established as part of the adjudication. The Main Basin Judgement is overseen by the Water Master. The Water Master establishes an annual Operating Safe Yield (OSY) which defines the maximum quantity of water each pumper is allocated to pump free of a replacement water Item #1. Page 90
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
assessment. If a Pumper pumps beyond its allocation, it must provide Supplemental Water that is spread into the Main Basin and pay the associated replacement water assessment.

Figure 3-2
San Gabriel Main Basin
3-2.2 Operating Safe Yields and Water Rights
The OSY defines the amount of groundwater each Pumper within the Main Basin can pump free of being charged the replacement water assessment. The Main Basin is estimated to have approximately 8.7 million acre-feet of usable storage based on a 1916 groundwater elevation of 329 feet at the Baldwin Park Key Well (Key Well). While this is an extraordinary amount of storage, and like all groundwater basins, it must be monitored, managed, and pumping limitations must be enforced to ensure the overall health of the basin and associated groundwater levels.

There are several critical factors in the OSY calculation that determine the annual amount of water that can be extracted by the Pumpers from the Main Basin. These factors include the current and projected groundwater elevation at the Key Well, which represents the water stored in the Main Basin.

A one-foot change in elevation at the Key Well represents approximately 8,000 acre-feet of stored water (refer to Section 3-3 for more details on Main Basin Storage). Other factors included in the OSY calculation include consideration of Main Basin hydrologic conditions (e.g., rainfall, storage of Key
Well
Item #1. Page 91
Meeting Date: 9/12/2023 / Packet Page #: 94

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
local run-off in surface reservoirs, conservation, stormwater runoff, etc.), availability of Supplemental Water, Cyclic Storage quantities, and Carry-over Rights. Since 1973 the OSY has ranged from a maximum of 240,000 acre-feet per year (years 2005-2006) to a low of 130,000 acre-feet per year, recently adopted by the Main Basin Water Master for fiscal years 2023 through 2027.

The City’s groundwater right of the established OSY is 4.75261 percent which yields a pumping right of 6,178 acre-feet per year through fiscal year 2027. The higher the OSY, the greater the City’s groundwater pumping right. The City’s pumping rights since 2012 in association with the established OSY and the future OSY for fiscal years 2023 to 2027 is shown in Table 3-1.

Over the past 10 years, the City’s pumping allocation has been reduced by approximately 3,800 acre-feet per year or 38%. The Water Master is collaboratively managing the Main Basin health to ensure longevity of future water supplies with several competing challenges (e.g., increased demands, drought, etc.).

This decrease will result in the pumping of additional groundwater at an increased cost due to the replacement water assessment and/or use of more imported water. 3-2.3 Assessments
As a Pumper within the Main Basin, the City is required per the Main Basin Judgement to pay assessments to fund basin management, administrative, and replenishment activities. The following is a summary of the various Main Basin assessments:
 Replacement Water Assessment: This assessment is applied when a Pumper exceeds pumping beyond its allocated water right from the Main Basin.  Resource Development Assessment: This assessment is applied unilaterally across all Pumpers for every acre-feet of pumping from the Main Basin to support the purchase of supplemental imported water to augment natural recharge for the benefit of the basin.  In-Lieu Assessment: This assessment is applied to Pumpers who take imported water in-lieu of pumping their groundwater rights to assist in promoting health of basin management to maintain groundwater levels in specific parts of the basin.
 Administration Assessment: This assessment is applied unilaterally across all Pumpers for every acre-feet of pumping from the Main Basin to support the administrative functions of the Water Master.
 Make-up Water Assessment: This assessment is applied to all Pumpers when the required amount of water cannot be naturally delivered to the Lower Area as determined by the San Gabriel River Water Master.

Table 3-2 provides an overview of the fiscal years 2022 and 2023 Main Basin assessments.

The City pays each of the respective assessments based on the conditions in which they pump groundwater. As long as the City stays within its pumping right allocation, the City pays the Resource 2012 210,000 9,980
2013 200,000 9,505
2014 180,000 8,555
2015 150,000 7,129
2016 150,000 7,129
2017 150,000 7,129
2018 150,000 7,129
2019 150,000 7,129
2020 150,000 7,129
2021 150,000 7,129
2022 150,000 7,129
2023-2027 130,000 6,178
Fiscal Year
OSY
(AFY)
City Water
Right
(AFY)
Table 3-1
Historical Operating Safe Yield
Item #1. Page 92
Meeting Date: 9/12/2023 / Packet Page #: 95

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Development Assessment and the Administration Assessment for a total of $192 per acre-foot for fiscal year 2022. Pumping beyond
the City’s groundwater right cost
$1,091 per acre-feet in 2022.
3-3 San Gabriel Basin
Hydrogeologic
Conditions
In addition to the regional vastness
of the Main Basin demonstrated on
Figure 3-2, the Main Basin supports
a robust hydrogeologic aquifer that
allows tremendous storage of groundwater.
3-3.1 Basin Characteristics
The Main Basin is divided into two main parts, the Main Basin and the Puente Subbasin. While the Puente Subbasin is hydraulicly connected to the Main Basin, it is not considered to be part of the Main Basin management and thus not under the purview of the Water Master. The Main Basin principal water-bearing formations are unconsolidated and semi-consolidated sediments which range in size from coarse gravel to fine-grained sands. While there are clay lenses throughout the Main Basin, there is not a uniform clay layer to form an impenetrable barrier. Thus, the Main Basin operates as an unconfined aquifer. The Main Basin ranges in depth from 800 feet (San Dimas area) above sea level to 2,200 feet below sea level (South El Monte area). Wells located in the deeper regions of the Main Basin have water bearing formations of approximately 4,000 feet and wells in the shallower regions have water bearing formations of approximately 200-300 feet. Wells located in the deeper formations provide greater yields then wells located in the shallower regions. 3-3.2 Sub-Basins
There are several sub-basins within the Main Basin. The two main sub-basins within the Main Basin that most affect the City are the Glendora Sub-basin and the Canyon Sub-basin.

The Glendora Sub-basin is located in the northeastern region of the Main Basin. It is primarily defined by the faults of the Sierra Madre Fault system, which is an east-west fault system spanning from northeast of San Dimas and westerly to the Sawpit Canyon near Monrovia. These faults dictate the groundwater movement between the Glendora Basin and the Main Basin. The City pumps part of its water supply from this location of the Main Basin. These wells typically yield less water due to the shallow nature of the basin in this area.

The Canyon Basin is located in the northern region of the Main Basin. Its boundaries are also defined by the Sierra Madre Fault system, which is generally located along the southerly base of the San Gabriel Mountains. Like the Glendora Sub-basin, these faults dictate the movement of water into the Main Basin. The City, along with other Pumpers, produce groundwater from this region of the basin.

Groundwater elevations in this part of the basin can be sensitive to drought conditions which have varied by more than 90 feet during extensive drought seasons.

A detailed discussion of the Main Basin hydrogeology can be found in the “Planned Utilization of Ground Water Basins, San Gabriel Valley, Appendix A: Geo-hydrology” (DWR, 1966).

FY 2022 FY 2023
($/AF) ($/AF)
Resource Development $175 $175
In-Lieu $8 Not Determined
Administration $17 Not Determined
Make-up Water $0 Not Determined
Replacement Water $899 $955
Assessment
Description
Main Basin Assessments
Table 3-2
Item #1. Page 93
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
3-3.3 Flow Characteristics
Water flow within the Main Basin is generally from a northeasterly to southwesterly direction. The various faults influence how water moves throughout the basin. The general direction of flow through the Basin is shown on Figure 3-3.

Groundwater does not flow between the Raymond Basin and the Main Basin due to the impervious nature of the Raymond Fault. Water flows into the Whittier Narrows is governed by the Long Beach Judgement as discussed in Section 3-2. The natural flow tendency, permeability, and optimum soil conditions (e.g., sands and gravels) of the Main Basin allows its Pumpers to produce cost effective water and allow the required amount of water to flow into the Lower Area. 3-3.4 Storage
Storage within the Main Basin is estimated to be approximately 8.7 million acre-feet per the 1916 groundwater elevation of 329.1 feet as measured at the Key Well, and as low as 7.4 million acre-feet per the 2018 groundwater elevation of 169.4 feet as measured at the Key Well. An overview of the Key Well groundwater elevations from 1997 to present is shown on Figure 3-4.

A key metric used by the Water Master in managing the basin is to maintain a 200-foot groundwater elevation at the Key Well. There is a distinct correlation between the Key Well elevation and sufficient water supplies for Pumpers to maintain a high OSY to maximize their pumping right allocations each year (refer to Table 3-1). As seen on Figure 3-4, groundwater levels in the Key Well clearly diminish in drought years such as 2015. The OSY was reduced from 180,000 acre-feet in 2014 to 150,000 acre-feet in 2015 and 130,000 acre-feet in 2023. Reduced groundwater levels and associated OSY has a direct effect on the City’s ability to pump cost-effective groundwater. 3-3.5 Main Basin Replenishment
The Main Basin has four major sources of replenishment. These sources include incidental rainfall recharge throughout the San Gabriel Valley, stormwater recharge through percolation, imported water recharge through percolation via spreading grounds, and natural river recharge along the various rivers and tributaries. Stormwater capture and recharge and imported water recharge are performed via spreading basins across the Main Basin and are operated by the Los Angeles County Department of Public Works. Some spreading basin are multi-purpose and can spread both imported water and captured stormwater, while others are used purely for imported water.

The ability to measure groundwater recharge quantities is difficult, thus requiring estimates for many of the recharge activities. Imported water recharge is performed with somewhat of a quantifiable amount due to the metering of imported water. Stormwater capture is performed with a rough estimate as stormwater is captured and released in measured quantities. The Main Basin Water Master provides an overall recharge amount to the Main Basin each year knowing that it is a rough estimate and relies heavily on the Key Well elevation to determine the overall health of the Main Basin. Since 1973, it is estimated that approximately 7.5 million acre-feet has been recharged into the Main Basin through natural recharge, treated groundwater clean-up, cyclic storage, and resource development water recharge. The Water Master estimates that historical stormwater recharge has declined over the past decade on average from 111,000 acre-feet per year to approximately 55,000 acre-feet per year making it essential to find other water sources to make-up this shortfall.

Item #1. Page 94
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 3-3
Main Basin Groundwater Flow
Item #1. Page 95
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 3-4
Baldwin Park Key Well Elevations
Each of the Main Basin imported water wholesalers (Three Valleys Municipal Water District (TVMWD), San Gabriel Valley Municipal Water District (SGVMWD), and the Upper San Gabriel Valley Municipal Water District (USGVMWD)) have cyclic storage agreements with the Water Master to purchase and store untreated imported water when it becomes available to help offset the cost impacts of having to purchase replacement water. Many of the Pumpers also have individual cyclic storage agreements. Cyclic storage results in an overall benefit to the Main Basin with increasing groundwater levels and lower operating costs to Pumpers. The City has a Cyclic Storage Agreement to store 5,500 acre-feet of water.
3-4 Potential Local Groundwater Supply Development
The City’s existing average day water demands of 10,390 AFY closely approximate the current well field system production capacity (14,927 AFY per efficiency tests). With the increasing cost of imported water and increasing demands, it is advantageous for the City to maximize its groundwater pumping to meet the average day and peak season demands through enhanced groundwater pumping and evaluate other groundwater supply development options. Groundwater Supply Development Options are discussed below.

Item #1. Page 96
Meeting Date: 9/12/2023 / Packet Page #: 99

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
3-4.1 Irwindale Facility - Well 3 and Well 4 Groundwater Development The Irwindale Facility, which includes Wells 3 and 4, as well as the Irwindale Reservoir and Irwindale Booster Pump Station, has been inactive for over 20 years. Historically, when Well 3 and Well 4 were in operation, groundwater was pumped into the Irwindale Reservoir and then pumped up to the Gladstone Reservoir, which was a forebay for the Gladstone Booster Pump Station that pumped water into the Zone 1 system (see hydraulic schematic shown on Figure 5-2). The Gladstone Reservoir and Booster Pump Station have since been demolished.

Well 3 was constructed in 1923 and last operated in FY 1999-2000. Well 4 was constructed in 1920 and last operated in FY 1991-1992. Both wells ceased operation due to nitrate concentrations above the Maximum Contaminant Level (MCL) of 10 milligrams per liter (mg/l). Perchlorate levels are also elevated in the groundwater.

In 2017, TVMWD evaluated the opportunity to increase groundwater supply for its member agencies and reduce the use of imported water. This evaluation focused on repurposing the City’s now inactive Wells 3 and 4 and considering other agencies that could be served water from these two wells. At the time, it was estimated that Wells 3 and 4 could pump approximately 4,250 gpm or 6,200 acre-feet per year based on historical pumping data. The study made several specific assumptions, some of which are no longer valid. These include the use of the Irwindale Pump Station, the 18” pipeline between the Irwindale Pump Station and Gladstone Reservoir, and Gladstone Booster Pump Station.

These facilities are no longer in use or have been demolished.

The City should consider Well 3, Well 4, and Well 7 (Vosburg) as potential future supply sources to provide redundancy and offset the cost of using treated imported water. The City is currently working with TVMWD on an updated study with the most current information. The updated study should be based on:
 Constructing two (2) new wells to replace the existing Well 3 and Well 4, which are over 100 years old.
 Abandonment of the existing Wells 3 and 4
 Constructing a new nitrate and perchlorate treatment plant based on the most current water quality data
 Constructing a new forebay reservoir
 Constructing a new booster pump station to pump the effluent to the San Gabriel Plant  Constructing a new discharge pipe to the San Gabriel Plant, utilizing rehabilitated portions of the existing Vosburg Well discharge pipe at the 210 Freeway crossing, as well as channel and railroad crossings. The existing 18-inch discharge line is abandoned due to its deteriorated condition and the Gladstone Reservoir has been demolished  Constructing a standby generator with an automatic transfer switch to operate the facility during commercial power outages
 Constructing a new well to replace Well 7 (Vosburg Well)  Abandonment of Well 7
 Constructing a new discharge pipe from the new Well 7 to the Irwindale Treatment Plant Cost estimates for the possible future well development and associated facilities are provided in Table 3-3 and 3-4. Table 3-4 includes a new well to replace Well 7 (Vosburg Well).

Item #1. Page 97
Meeting Date: 9/12/2023 / Packet Page #: 100

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-10 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 3-3
Irwindale Facility Cost Estimate without Well 7
Facility
Name Recommendations
Recommendation
Notes
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Drill new Well 3 $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Equip new Well 3 $ 3,000,000 $ 600,000 $ 450,000 $ 600,000 $ 4,650,000 Drill new Well 4 $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Equip new Well 4 $ 3,000,000 $ 600,000 $ 450,000 $ 600,000 $ 4,650,000 Existing Wells
3 and 4 Abandon existing Wells 3 and 4 $ 500,000 $ 100,000 $ 75,000 $ 100,000 $ 775,000 Nitrate and perchlorate vessels
(28, 12 ft diameter)
Need 8 vessels for
nitrates and 8 vessels
for perchlorate
$ 8,000,000 $ 1,600,000 $ 1,200,000 $ 1,600,000 $ 12,400,000 Nitrate and perchlorate Resin $ 4,000,000 $ 800,000 $ 600,000 $ 800,000 $ 6,200,000 Cartridge filters $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000 Treatment Foundation $ 1,500,000 $ 300,000 $ 225,000 $ 300,000 $ 2,325,000 Above and below ground piping $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Reservoir Forebay reservoir (1MG) $ 3,000,000 $ 600,000 $ 450,000 $ 600,000 $ 4,650,000 Pump Station Booster pump station - three 250
hp pumps, with VFDs $ 5,000,000 $ 1,000,000 $ 750,000 $ 1,000,000 $ 7,750,000 20-inch pipe 3.5 miles of 20 inch
pipe, 50 feet of loss $ 18,480,000 $ 3,696,000 $ 2,772,000 $ 3,696,000 $ 28,644,000 4-inch brine line (10,000 LF) $ 1,200,000 $ 240,000 $ 180,000 $ 240,000 $ 1,860,000 Waste Discharge Connection
Fee $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000
$ 54,880,000 $ 10,976,000 $ 8,232,000 $ 10,976,000 $ 85,064,000 Well 3 and
Well 4 (2,500
gpm each)
Treatment
Plant
Pipeline
Total
Item #1. Page 98
Meeting Date: 9/12/2023 / Packet Page #: 101

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 3-4
Irwindale Facility Cost Estimate with Well 7
Facility
Name Recommendations
Recommendation
Notes
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Drill new Well 3 $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Equip new Well 3 $ 3,000,000 $ 600,000 $ 450,000 $ 600,000 $ 4,650,000 Drill new Well 4 $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Equip new Well 4 $ 3,000,000 $ 600,000 $ 450,000 $ 600,000 $ 4,650,000 Drill new Well 7 Assume 2500 gpm
capacity $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Equip new Well 7 $ 4,000,000 $ 800,000 $ 600,000 $ 800,000 $ 6,200,000 Pipeline from Well 7 to Irwindale 16-inch pipe 6,000 feet $ 4,800,000 $ 960,000 $ 720,000 $ 960,000 $ 7,440,000 Existing Wells
3, 4, and 7 Abandon Wells 3, 4, and 7 $ 750,000 $ 150,000 $ 112,500 $ 150,000 $ 1,162,500 Nitrate and perchlorate vessels
(32, 12 ft diameter)
12 vessels for nitrates
and 12 vessels for
perchlorate
$ 12,000,000 $ 2,400,000 $ 1,800,000 $ 2,400,000 $ 18,600,000 Nitrate and perchlorate Resin $ 6,000,000 $ 1,200,000 $ 900,000 $ 1,200,000 $ 9,300,000 Cartridge filters $ 900,000 $ 180,000 $ 135,000 $ 180,000 $ 1,395,000 Treatment Foundation $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Above and below ground piping $ 2,500,000 $ 500,000 $ 375,000 $ 500,000 $ 3,875,000 Reservoir Forebay reservoir (1.25 MG) $ 4,500,000 $ 900,000 $ 675,000 $ 900,000 $ 6,975,000 Pump Station Booster pump station - four 250
hp pumps, with VFDs $ 7,500,000 $ 1,500,000 $ 1,125,000 $ 1,500,000 $ 11,625,000 24-inch pipe 3.5 miles of 24-inch
pipe $ 22,176,000 $ 4,435,200 $ 3,326,400 $ 4,435,200 $ 34,372,800 4-inch brine line (10,000 LF) $ 1,200,000 $ 240,000 $ 180,000 $ 240,000 $ 1,860,000 Waste Discharge Connection
Fee $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000
Total $ 80,926,000 $ 16,185,200 $ 12,138,900 $ 16,185,200 $ 125,435,300 Well 7
Treatment
Plant
Pipeline
Well 3 and
Well 4 (2,500
gpm each)
Item #1. Page 99
Meeting Date: 9/12/2023 / Packet Page #: 102

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
This project will allow utilization of the City’s full adjudicated water rights when the Pure Water Southern California Project (Pure Water Project) extension to the area is completed. The Pure Water Project is a regional recycled water program led by MWD that will provide up to 150 million gallons per day of treated Title 22 recycled water to the MWD service area from the Los Angeles County Sanitation District’s Joint Water Pollution Control Plant (JWPCP) located in Carson California. Figure 3-5 identifies the tentative alignment and quantities of recycled water that will be distributed throughout the MWD service area to select locations and basins.

Figure 3-5
MWD Pure Water Program
The Main Basin Water Master has indicated that up to 80,000 AFY of additional recharge into the Main Basin could be accepted. An additional benefit of this project is that it will increase the reliability of groundwater supplies and reduce the emergency storage needs for the system. Section 3-6.1.2 provides an overview of the Pure Water Project.

Current Grant/Loan Options for the City of Glendora:

1. County of Los Angeles Flood Control District’s (LACFCD) Safe Clean Water Program (SCWP): The LACFCD’s SCWP invests approximately $280 million annually into multibenefit stormwater capture projects and programs. The SCWP is designed to conserve billions of gallons of stormwater that would otherwise be lost to the ocean when it rains, and to do so in a manner that improves the livability and resilience of LA County’s communities through development of green space, recreational opportunities, and other enhancements. The SCWP strongly promotes regional collaboration, prioritizes investment in disadvantaged communities, and favors projects that employ nature-based elements.

As of January 2023, $670 million in Regional Program funding has been allocated to 101 projects, 14 scientific studies, 41 feasibility studies, and 12 watershed coordinators across the 9 watershed areas. This includes $530 million towards projects that benefit disadvantaged communities, and also leverages an additional $542 million from other funding sources.

Information about the planned and funded projects by watershed area and fiscal year is Item #1. Page 100
Meeting Date: 9/12/2023 / Packet Page #: 103

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
available on the LACFCD’s online Stormwater Investment Plan tool (https://portal.safecleanwaterla.org/sip-tool/).

For the Regional Program, an annual Call for Projects is conducted to solicit project proposals, the fourth of which closed on July 31, 2022. The Municipal Program 40% local return is distributed annually to the 86 municipalities within the LACSD boundaries. This funding is utilized by the municipalities for development of their own local multi-benefit stormwater capture projects and programs and may be used to contribute to regional-scale projects.

2. State Water Resources Control Board Division of Financial Assistance, Proposition 1, Groundwater Grant Program (GWGP): Proposition 1 was passed by voters in November 2014 and provided $900 million for a Groundwater Sustainability Program (Assembly Bill 1471, Chapter 10). The SWRCB will administer $670 million to prevent and cleanup contamination of groundwater that serves (or has served) as a source of drinking water. The funds are available as grants.

The SWRCB adopted the Proposition 1 Groundwater Grant Program Guidelines (Guidelines) on May 18, 2016, and adopted amendments to the Guidelines on December 19, 2017 and February 2, 2021. Rounds 1 and 2 money for planning and implementation projects have been distributed. Round 3 project solicitations were due in late 2021 and preliminary awards were to be provided in Fall 2022 and grant agreement executions were to be in early 2023.

Round 4 is currently potential, but is based on the State of California budget which currently is in a deficit. If Round 4 is funded, then City of Glendora could apply for Planning or Implementation of the Irwindale Project depending on how SWRCB arranges Round 4 grants to be distributed.

3. Metropolitan Water District (MWD) Local Resource Program (LRP): MWD provides financial incentives for the development of water recycling, groundwater recovery, and seawater desalination projects. Projects can include water recycling, groundwater recovery, and seawater desalination.

There are three incentive payment options which includes:
1) Sliding scale incentives up to $340/AF over 25 years; 2) Sliding scale incentives up to $475/AF over 15 years, or 3) fixed incentive up to $305/AF over 25 years.

The City of Glendora can apply for MWD LRP funding for the Irwindale Project, but the application would be required to be submitted to MWD via TVMWD as the MWD member agency.
3-4.2 New Groundwater Wells
With the rising cost of MWD Tier 1 volumetric water, there is an increasing need to develop alternative water supplies and groundwater pumping capacity options. One such option is for the City to consider construction of additional groundwater wells to achieve the following objectives:

Item #1. Page 101
Meeting Date: 9/12/2023 / Packet Page #: 104

WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
3-4.2.1 Maximize Groundwater Pumping Rights
Maximizing groundwater pumping rights is key to minimizing water supply costs. Groundwater pumping is traditionally the most cost-effective part of the City’s water supply portfolio. Currently, the City has the ability to pump their entire share of the adjudicated pumping rights (6,178 AFY at an OSY of 130,000 acre-feet) with an overall well capacity of 9,254 gpm or 14,927 AFY (see Table 5-3).

However, in future years when the Main Basin OSY rebounds to a higher level (e.g., 250,000 AFY), the City could be challenged to pump their entire adjudicated pumping right of 11,881 AFY.

When comparing adjudicated pumping cost of $192 per AF (2022/2023) in assessments plus operational costs (assumes $70 per AF for chemicals and energy) totaling $262 per AF to that of using imported water at a cost of $1,209 per AF (2023) there is a cost savings of approximately $947 per AF. For every 1,000 AF of adjudicated groundwater pumping recognized, there is a cost savings of approximately $947,000. The City’s ability to pump adjudicated groundwater during peak demand seasons is a critical component to maximizing its adjudicated pumping rights and minimizing water supply costs when considering unplanned outages due to mechanical failures, routine maintenance, water quality challenges and other unplanned events.
3-4.2.2 Pump 100% of Demands with Groundwater
With the stress on all water supplies throughout the Southern California region, it becomes critical for the City to be able to meet 100% of its demands to provide local water reliability to its customers.

The cost to pump beyond the City’s adjudicated water right is more expensive due to the Main Basin Replacement Water Assessment. The cost of pumping more than the adjudicated groundwater right is shown in Table 3-5.

Table 3-5
Pumping Costs above Adjudicated Water Right
While the cost of pumping above the adjudicated pumping water cost of $1,200 per AF is similar to that of imported water at a cost of $1,209 per AF, the City would have 100% water reliability being able to meet all of its water demands through a groundwater supply portfolio. Coupling this with a Cyclic Storage Program would assist in reducing water supply costs and provide the City with the ability to meet its customers’ demands when regional water supply constraint conditions occur. The City’s ability to use cyclic storage would assist in offsetting future imported water costs. Every 1,000 AF of cyclic storage used for the Replacement Water Assessment would result in approximately $60,000 in savings for the first year, assuming a 5% MWD rate increase. Subsequent years of cyclic storage use would save even greater amounts with additional MWD rate increases.

Development of a new groundwater well is a significant capital investment. The following planning guidelines are recommended for consideration in development of any future groundwater wells:
 Properly locate in Main Basin to achieve high yield
Cost Description $/AF

1.Replacement Water Assessment (2023) $955

2.Resource Development Assessment (2023) $175

3.Pumping Costs (Chemicals & Energy)1 $70
Total Costs $1,200
1Estimated cost
Item #1. Page 102
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CITY OF GLENDORA 3-15 Water Master Plan
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 Integration to appropriate distribution system pressure zone  Property acquisition (0.5 acre minimum)
 Ensure acceptable groundwater quality to minimize additional treatment  Equip well with automated controls for remote operation and monitoring to minimize labor and ensure high water quality performance
 Allow two to three years for planning, design, construction, and project start-up.

Cost of new wells in the Southern California area vary depending on several factors (e.g., well depth, property costs, proximity to distribution system, on-site facilities, water quality, required treatment, automation complexity, etc.). An order of magnitude planning estimate is $6 million to $9 million excluding distribution system pipelines and storage. A new well that produces 2,000 gpm (3,226 AFY) with an amortization of 4% at 30 years would cost $108 to $161 per AF for a $6M to $9M well project, respectively.
3-5 Future Groundwater and Imported Water Availability
3-5.1 Groundwater
3-5.1.1 Main Basin Conditions
The Main Basin continues to be the region’s main water supply source for numerous retail agencies making up a majority of their supply source. Over the past several years, the Main Basin has experienced a reduction in groundwater levels due to decreased stormwater replenishment and longer lasting droughts. The Water Master estimates that local runoff used for groundwater replenishment has decreased over the last 10 years on average to about 55,000 acre-feet per year when compared to the historical 40-year average (years 1970 to 2010) of 111,000 acre-feet per year as illustrated on Figure 3-6.

This condition is further evidenced by the Key Well elevation being approximately 180 feet below mean sea level (see Figure 3-4). Even with the extensive conservation efforts put forth by retail agencies and resulting water demands trending downward since 2006 (see Figure 3-7), the Main Basin continues to struggle to maintain a Key Well elevation above 200 feet, which is the minimum goal of the Water Mater to allow higher OSYs.

As such, the Main Basin Water Master has taken proactive basin management actions in collaboration with Pumpers to address the replenishment shortfall and increase the overall health of the Main Basin as follows:
 Implemented Resource Development Assessment to purchase additional untreated imported water when available;
 Kept OSY low for eight consecutive years to increase replacement water demand;  Increased cyclic storage with MWD for pre-delivery of 180,000 acre-feet over last 5 years;  Encouraged Pumpers to purchase Cyclic Storage water to use for replacement water when overpumping occurs; and  Participated in the development of the Pure Water Program to bring up to 80,000 acre-feet per year to the Main Basin
Item #1. Page 103
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-16 Water Master Plan
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Figure 3-6
Main Basin Historical Runoff
Figure 3-7
Historical Water Demand Trends
3-5.1.2 Cyclic Storage and Conjunctive Use Agreements
Cyclic Storage and Conjunctive Use Agreements allow the storage of untreated imported water in a groundwater basin to be used at a later time. The main difference between the two types of agreements is that the ownership of the water stored under a Conjunctive Use structure is by the imported water wholesaler (e.g., MWD) for use at such a time as they deem necessary and can be extracted and used for distribution, whereas, the water stored under a Cyclic Storage Agreement is pre-purchased by the Water Master or water wholesaler for storage in the basin with deliveries taken over a varying time period for long-term use to stay within the storage basin . The Water Master has implemented both types of storage programs within the Main Basin to support increased groundwater elevations and to assist Pumpers in offsetting cost for Replacement Water.

In 2017, the Water Master entered into a Cyclic Storage agreement with MWD and Upper District for the delivery of 80,000 acre-feet with payment to occur over the succeeding five year period. In 2019, the Water Master, along with area water wholesalers, extended the 2017 agreement for an additional 110,000 acre-feet of untreated imported water for storage into the basin. This cyclic storage water has been used by the Water Master for replacement water, resource development water, and overall Item #1. Page 104
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-17 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
basin replenishment. The Water Master is being proactive in procuring imported untreated replenishment water when it becomes available.

In 2019, the City entered into a Cyclic Storage agreement with the Water Master for 5,500 acre-feet.

As of December 2022, there was a balance of 39.42 acre-feet of water stored in the City’s cyclic storage account. The City has used this cyclic storage water to offset the cost for over-pumping of their adjudicated groundwater rights in various years. It is recommended that the City not only continue with this practice but increase its cyclic storage quantity to allow for over-pumping of their adjudicated groundwater rights for a minimum of a 3-year period to help offset MWD rate increases that will be imposed on water wholesalers and retailers over the next several years and provide 100% local reliability. While over-pumping adjudicated groundwater rights is a cost-effective strategy, the City does have physical limitations of over-pumping during peak demand periods (e.g., Summer and fall) and when groundwater basin levels drop resulting in less production yield from its various wells.

Thus, it is recommended that the City develop additional wells that would allow for maximum production during peak demand seasons and in hydro-geologically beneficial areas of the Basin where lower groundwater elevations would yield sufficient well production as recommended in Section 3-10.1
3-5.1.3 MWD Untreated Water Availability
MWD untreated water availability varies each year depending on several factors including availability of SWP Table A allocation levels, rainfall conditions, levels in MWD reservoirs and the drought conditions in Southern California. In times of challenging water supply and drought conditions, MWD has the ability to enact its Water Shortage Contingency Plan (WSCP), which has multiple tools to manage decreased water supplies. One of the primary tools is to enact its Water Supply Allocation Plan (WSAP) which has ten levels and can reduce water deliveries across its wholesalers’ base from 5 percent up to 50 percent. During the 2015 drought, MWD enacted the WSAP to manage its water supply deliveries across its wholesalers to provide equitable distribution to meet demands.

The SWP Table A allocation differs each year and also may change over the course of the year.

Beginning with an initial allocation that is based primarily on a conservative dry hydrology, current storage and releases to be made through the year to meet SWP contractual and regulatory obligations, the allocation may change over winter and through spring to reflect the actual and forecast water supply. Table 3-6 illustrates SWP Historical Table A, showing allocations from 1996 to the present.

Item #1. Page 105
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-18 Water Master Plan
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Table 3-6
State Water Project
Historical Table A Allocations
Water Years 1996-2023 1
Year Date Allocation
12/1/1995 75%
3/4/1996 90%
3/8/1996 100%
12/2/1996 70%
2/11/1997 100%
12/1/1997 40%
1/26/1998 60%
2/11/1998 80%
3/11/1998 100%
11/24/1998 55%
2/10/1999 60%
3/10/1999 100%
11/30/1999 50%
2/25/2000 70%
3/10/2000 100%
4/20/2000 90%
12/1/2000 40%
1/31/2001 20%
3/6/2001 25%
3/15/2001 30%
5/4/2001 33%
5/17/2001 35%
8/16/2001 39%
11/30/2001 20%
1/11/2002 45%
3/22/2002 55%
3/28/2002 60%
5/14/2002 65%
8/23/2002 70%
12/3/2002 20%
1/16/2003 45%
3/26/2003 50%
4/24/2003 70%
5/16/2003 90%
12/1/2003 35%
1/15/2004 50%
3/1/2004 65%
12/1/2004 40%
1/14/2005 60%
4/1/2005 70%
4/21/2005 80%
5/27/2005 90%
2004
2005
1996
1997
1998
1999
2000
2001
2002
2003
Item #1. Page 106
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-19 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 3-6 (Continued)
State Water Project
Historical Table A Allocations
Water Years 1996-2023 1
Year Date Allocation
11/22/2005 55%
12/14/2005 65%
1/17/2006 70%
3/23/2006 80%
4/18/2006 100%
2007 11/30/2006 60%2
11/21/2007 25%
2/1/2008 35%
10/29/2008 15%
3/18/2009 20%
4/15/2009 30%
5/20/2009 40%
11/30/2009 5%
2/23/2010 15%
3/30/2010 20%
4/22/2010 30%
5/3/2010 40%
5/20/2010 45%
6/22/2010 50%
11/22/2010 25%
12/16/2010 50%
1/20/2011 60%
3/15/2011 70%
4/20/2011 80%
11/18/2011 60%
2/21/2012 50%
4/16/2012 60%
5/23/2012 65%
11/29/2012 30%
12/21/2012 40%
3/22/2013 35%
11/19/2013 5%
1/31/2014 0%
4/18/2014 5%
12/1/2014 10%
1/15/2015 15%
3/2/2015 20%
12/1/2015 10%
1/26/2016 15%
2/24/2016 30%
3/17/2016 45%
4/21/2016 60%
2006
2008
2014
2015
2016
2009
2010
2011
2012
2013
Item #1. Page 107
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-20 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 3-6 (Continued)
State Water Project
Historical Table A Allocations
Water Years 1996-2023 1
Untreated water availability is planned for in MWD’s Integrated Resource Plan (IRP). MWD’s forecasted groundwater replenishment demands per the 2015 MWD IRP is shown in Table 3-7. The 2020 MWD IRP is currently in development.

MWD’s 2015 IRP plans for diminishing groundwater replenishment supplies starting in 2020 and holding constant for a 20-year period is shown in Table 3-7. It should be noted that groundwater replenishment supplies will decrease during times of drought as water supplies are moved around MWD’s service area based on the WSAP needs for equitable distribution. The WSAP assumes that groundwater replenishment can be deferred or minimized during drought years to accommodate Year Date Allocation
11/28/2016 20%
12/21/2016 45%
1/18/2017 60%
4/14/2017 85%
11/29/2017 15%
1/29/2018 20%
4/24/2018 30%
5/21/2018 35%
11/30/2018 10%
1/25/2019 15%
2/20/2019 35%
3/20/2019 70%
6/19/2019 75%
12/2/2019 10%
1/24/2020 15%
5/22/2020 20%
12/1/2020 10%
3/23/2021 5%
12/1/2021 0% 3
1/20/2022 15%
3/18/2022 5% 4
12/1/2022 5%5
1/26/2023 30%
1 Presents all allocation announcements for water years 1996 to the present. Data for earlier years can be found in Bulletin 132 or the 1967-1995 summary. 2 The 11/29/06 initial allocation of 60% for 2007 remained unchanged for that year, as documented in Notice to Contractors (NTC) 07--06.
2021
2022
2023
2017
2018
2019
2020
4 The 2022 final allocation is 5% of Table A, and supplying contractors unmet human health and safety needs, per NTC 22-03.
5 The 2023 initial allocation is 5% plus health and safety, per NTC 22-04. 3 The 2022 initial allocation is 0% of Table A; however, DWR is committed to supply contractor's unmet minimum health and safety needs, per NTC 21-07.

Item #1. Page 108
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-21 Water Master Plan
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more immediate treated imported water demands. The last ten year historical groundwater replenishment in the Main Basin is shown in Table 3-8.

Table 3-7
MWD IRP Forecasted Demands (AFY)
MWD untreated imported groundwater
replenishments have varied from a low of 13,371
acre-feet per year to a maximum of 99,265 acrefeet per year with an average of approximately 52,000 acre-feet per year.

The City is a sub-member agency of MWD through
their regional water wholesaler TVMWD. In fiscal
year 2020, approximately 10,849 acre-feet of
untreated imported water was delivered into the
Main Basin by TVMWD. This replenishment water
was a combination of cyclic storage and resource
development water.

The volatility of available MWD untreated imported
water will continue to be a challenge for MWD and
its member agencies. Other sources of
replenishment water are necessary, as such,
recycled water will need to become a significant
contributor to Main Basin replenishment to ensure
continued use of the City’s full adjudicated
groundwater pumping rights.
3-6 Potential for Recharge Using Recycled Water and Stormwater Capture The City does not currently have a recycled water program. The City has the potential to participate in recycled water development in multiple ways as follows:
3-6.1 Recycled Water
3-6.1.1 Direct Water Recycling
The City can participate in developing its own recycled water program via a) the scalping of wastewater flows from its sanitary sewer system; or 2) receiving water from LACSD’s San Jose Creek Water Reclamation Plant. Direct Water Recycling primarily focuses on providing recycled water for customer uses for irrigation or industrial manufacturing uses.

Demand on Metropolitan
2016
Demands
(AFY)
2020
Demands
(AFY)
2025
Demands
(AFY)
2030
Demands
(AFY)
2035
Demands
(AFY)
2040
Demands
(AFY)
Consumptive Use 1,423,000 1,689,000 1,750,000 1,791,000 1,840,000 1,879,000 Seawater Barrier 16,000 5,000 2,000 2,000 2,000 2,000
Replenishment 214,000 166,000 166,000 166,000 166,000 166,000 Total Demand on Metropolitan 1,653,000 1,860,000 1,918,000 1,959,000 2,008,000 2,047,000 Fiscal
Year
Local
Runoff
(AFY)
Replenishme
nt Water
(AFY)
Total
Replenishme
nt (AFY)
2012 39,100 57,846 96,946
2013 24,600 44,678 69,278
2014 21,900 36,717 58,617
2015 14,500 41,519 56,019
2016 35,200 60,092 95,292
2017 92,200 91,316 183,516
2018 29,400 55,115 84,515
2019 173,500 99,265 272,765
2020 79,700 54,736 134,436
2021 32,700 18,287 50,987
2022 29,300 13,371 42,671
Total 572,100 572,942 1,145,042
Table 3-8
10-Year Main Basin Replenishment Supplies
Item #1. Page 109
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CITY OF GLENDORA 3-22 Water Master Plan
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 Wastewater Scalping: This approach would require the construction of a Title 22 treatment system and “Purple Pipe” distribution system to specific customers throughout its service area.

Typical customers would include irrigation for parks, schools and medians, industrial process water for commercial customers, and potentially groundwater recharge. Treatment technology would include either membrane bioreactors (MBR) or conventional treatment systems. An example of a recycled water scalping system, associated distribution purple pipeline and potential customers is shown on Figure 3-8.
 Regional Distribution: This approach would receive water from LACSD’s San Jose Creek Water Reclamation Plant, which is located approximately 10 miles away. This would require the construction of a regional transmission main and local purple pipe distribution infrastructure as shown on Figure 3-8. The focus of this water recycling approach would be to primarily serve City customers with retail needs to offset imported water usage.

The City evaluated recycled water opportunities and determined that direct water recycling was not cost-effective to serve local customers due to the required dedicated infrastructure and the minimal effect on offsetting imported water demands.
3-6.1.2 Regional Recycled Water Recharge
MWD is developing a regional recycled water project titled Pure Water Southern California (Pure Water) in partnership with Los Angeles County Sanitation District (LACSD). This program will produce up to 150 mgd and provide groundwater recharge to several groundwater basins throughout Southern California. The Water Master indicates that up to 80,000 acre-feet per year of highly purified treated recycled water will be used to recharge the Main Basin. This recharge will significantly assist in restoring Main Basin water levels to allow Pumpers to more fully use their adjudicated water rights.

The project is currently in the environmental scoping and permitting process and is expected to be producing water as early as 2028.
3-6.2 Stormwater
Water supply availability continues to heighten the awareness and use of existing water supplies and the focus on developing new source water alternatives. Stormwater capture projects are being considered by agencies at a local level and regional basis as an additional water supply alternative.

Stormwater capture projects use local stormwater discharges that would normally be discharged to a river or ocean via city or county-maintained storm drain systems and instead use this water for groundwater replenishment in local groundwater basins, irrigation water at municipal/commercial sites, and other similar uses.

Various agencies have ventured into the stormwater capture arena with the development of local and regional projects. The Southern California Water Coalition (SCWC) published a 2018 whitepaper that assessed stormwater capture projects of varying magnitude across the Southern California region.

The goal of the SCWC whitepaper (Whitepaper) was to identify stormwater capture volumes, costs, benefits, and project performance across the region to better make future project decisions. The Whitepaper assessed 32 of the 54 identified stormwater capture projects of varying sizes from 6 agencies.

Item #1. Page 110
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-23 Water Master Plan
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Figure 3-8
Example Recycled Scalping System and Customers
Item #1. Page 111
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-24 Water Master Plan
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The Whitepaper categorizes stormwater projects into three main definitions as follows:
 Centralized for Recharge: Projects which capture rainfall and stormwater runoff from natural and engineered drainage systems and stored in centralized facilities such as spreading basins and recharge basins for the managed replenishment of local groundwater basins.  Distributed for Recharge: Projects which retain rainfall and stormwater runoff on site (at end user locations) to infiltrate into and replenish local groundwater basins. Examples of distributed recharge projects include green streets, park retrofits, permeable pavement and bio-swales.

Distributed for Direct Use: Projects which capture and store rainfall and stormwater runoff on site (at end user locations) which is then used to meet non-potable demands. Examples include stormwater capture using rain grading, tanks and cisterns, permeable pavement, and parkway basins. In some instances, stormwater capture for direct use may be used to meet potable demands as well.

The Whitepaper analysis determined that the cost and size of stormwater capture projects were core attributes in developing cost impactful projects. The cost of constructing and operating stormwater projects versus the stormwater yield captured is shown on Figure 3-9.

Figure 3-9
SCWP Unit Cost by Amount of Stormwater Captured
There are tremendous financial and institutional benefits to the larger Centralized for Recharge types of projects that produce an overall lower cost water supply. The overall findings of the Whitepaper analysis are as follows:
 Capital costs totaled $132 million for the 32 projects Item #1. Page 112
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-25 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
 Costs of the projects range from $59 per acre-foot to more than $250,000 per acre-foot  Median costs for distributed projects are $25,000 per acre-foot and new centralized projects are $6,900 per acre-foot
 The average stormwater captured for all 32 projects during the 11-year period was 13,400 AFY
The whitepaper analysis supports the findings of several local stormwater capture projects that have been completed or in process by local Los Angeles County municipalities.

In 2018, Los Angeles County voters passed Measure W to fund the Safe Clean Water Program (SCWP). The SCWP’s purpose is to provide regional direction to capturing stormwater to reduce reliance on imported water, provide enhanced water quality in stormwater discharges, and improve flood control management. The SCWP management is divided into nine watershed area steering committees that drive direction over regional projects. The City is part of the Upper San Gabriel Valley River Region. The SCWP is funded by a private parcel tax for properties within the Los Angeles County Flood Control District (LACFCD) service area. Fifty percent of funds are distributed proportionally to tax revenues collected for regional projects within that watershed region and forty percent are distributed directly to local municipalities proportional to tax revenues collected within their boundary.

Each year, participants of the SCWP file an annual report detailing the proposed projects they plan to implement. The City’s stormwater capture projects and proposed budget is summarized in Table 3-9.

Table 3-9
Proposed City Stormwater Capture Projects
The aforementioned projects primarily consist of distributed for recharge or direct use types of projects which will yield minimal recharge volume to the basin.

In consideration of the most cost-effective type of groundwater recharge project with maximum benefits to the City, the Pure Water Program will provide the greatest value to the City’s long-term water supply portfolio. Furthermore, this program is being developed at a rapid pace considering the size and span of the program, environmental processes, and stakeholders. It is recommended that the City support the Water Master’s efforts in developing this project to fruition.

Expenditure Type Name Budget
Program 1 NPDES Programs Administration $408,000
Program 2 Stormwater Master Plan $172,000
Project 1 Green Street Feasibility Study $15,000
Project 2 Finkbiner Park Stormwater Capture Project $50,000 Project 3 Street Yard Roof Addition Project $95,000
Project 4 Storm Drain Inlet Trash Capture Device Installation $115,000 O&M Activity Drywell, and Pervious Pavement Cleaning $25,000 Community Outreach/Engagement Activity Community Outreach $9,200 Total $889,600
Item #1. Page 113
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CITY OF GLENDORA 3-26 Water Master Plan
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3-7 Water Banking
Water Banking has become an additional water portfolio management tool for many western US states to address declining water supplies and increased costs of imported water. Water banking allows for the storage of surplus surface water in a groundwater basin for use at a later time. In concept, water banking appears to be a practical approach to enhancing and diversifying a water agency’s water supply portfolio. However, due to the Southern California geography, complicated water rights issues, groundwater basin management requirements, and the ability to physically take delivery of banked water, there are numerous complex and costly hurdles to overcome to be involved in water banking.

Water banking opportunities for Southern California occur mostly in the Kern County area at the southern tip of the central valley near Bakersfield California in the San Joaquin Valley’s Groundwater Basin (SJV Basin). It is estimated that the SJV Basin can store up to 10 million acre-feet with approximately 1.5 million acre-feet available to the Kern Water Bank.

Various agencies have formed water banking projects within the SJV Basin. The largest being the Kern Water Bank. The Kern Water Bank (KWB) consists of six core agencies operating under a Joint Powers Authority to store water from the Central Valley Project (CVP) and SWP. The water is primarily used to serve local agricultural and residential demands. However, several large California water agencies have also contracted with various members of the KWB to bank water for later recovery and use during dry years. For example, the Semitropic Water Storage District (SWSD), a KWB JPA member, stores up to one million acre-feet for several water agencies such as MWD. Being the largest storage partner, MWD has storage rights within the SJV Basin up to 350,000 acre-feet compared to the San Diego County Water Authority (SDCWA) which has storage rights up to 30,000 acre-feet. SWSD indicates that they are expanding their water banking capacity and are seeking additional partners.

Other Southern California water agencies have developed their own water banking storage facilities within the SJV Basin through land purchases, construction of spreading basins, and groundwater recovery facilities. SWP and CVP water is purchased from water right holders for water banking during available wet years. The capital investment in these facilities has been several million dollars over the past twenty years. Taking physical delivery of the banked water remains one of the most challenging hurdles to water banking.

Most Southern California agencies involved in water banking take delivery of the physical water through exchanges with MWD or a SWP Contractor. The other option is to wheel the physical water through the MWD transmission infrastructure and take physical delivery of the actual water. There are numerous MWD requirements in addition to wheeling costs involved in transferring physical banked water through MWD’s transmission system. The wheeling costs per MWD are based on a negotiated amount and at the discretion of the General Manager to determine if sufficient capacity exists within the MWD transmission system to wheel water during the desired time frame. Wheeling costs are also potentially subject to MWD Capacity and Readiness-to-Serve (RTS) charges.

Water banking can be a proactive way to ensure water supply reliability to the City. However, there is no guarantee that the banked water can be delivered in the time frame it is needed or at a reasonable cost. Water banking is a more robust long-term water supply portfolio management tool than a short-term tool. For example, in December 2021, MWD agreed to purchase 4,200 acre-feet Item #1. Page 114
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-27 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
of SDCWA banked water in the SWSD system for $983 per acre-feet. SDCWA purchased the banked water in 2008 for approximately $285 per acre-feet.

Water banking is not recommended as a short-term viable approach for the City given the numerous challenges associated with taking delivery of the banked water and the high costs. More immediate and local water supply reliability approaches are available (e.g., Pure Water Program groundwater recharge, cyclic storage purchases, etc.) to balancing the City’s long-term water supply portfolio than water banking. Should the City desire to proceed with water banking supply enhancements, it is recommended that the City engage a qualified consultant knowledgeable in water banking specifics to guide the City through the process of establishing a storage water bank. 3-8 Water Conservation and Rationing
3-8.1 Water Conservation
Water conservation has been at the forefront as an alternative water supply for several decades, helping communities meet increasing water demands while populations grow and businesses develop. The City, like many agencies across the country, have partnered with customers and regulatory agencies to find innovative ways to reduce water use while ensuring sufficient supplies and minimizing increasing costs.

In 1996, the City started its compliance roadmap of the State of California’s SB X7-7 law to achieve a reduction of 20% of its demands by 2020 or to achieve 95% of the
applicable state hydrologic region target as set forth in the State’s 20x2020 Water Conservation Plan. To
achieve 95% of the South Coast Hydrologic Region
target, the City’s 2020 target was established as shown in Table 3-10.

The City has not only achieved their 2015 interim SB X7-7 target goals, it has also achieved its 2020 ultimate target goals. The City’s extensive conservation efforts have been a core part in obtaining this performance.

The City’s exceptional water conservation performance achievements have been a result of its offering of a wide array of varying conservation programs. The residential conservation programs have included low flow fixture replacements, low-flow toilet retrofits, turf replacement, smart irrigation controller replacements, high efficiency clothes washer replacements, and rain barrel/cistern programs. Additionally, the City has instituted conservation rates that encourage customers to use less water based on a two-tiered volumetric system.

The commercial conservation programs have included low-flow toilet retrofits, commercial turf replacement, and replacement of traditional urinals with waterless urinals. The aforementioned programs have been essential in achieving each of the City’s SB X7-7 target compliance.

Like all new water supply development, these conservation efforts have come with a significant capital investment. Unlike traditional water supply projects that construct and operate tangible assets (e.g., treatment plants, wells, pipelines, reservoirs, etc.), water conservation typically has minimal to no tangible conventional assets, and as such, can be difficult to quantify its costs and impacts. A 2015 Pacific Institute study titled “The Cost of Alternative Water Supply and Efficiency Options in California” attempted to examine several years of conversation program costs across California and translate 2020 Target 2020 Actual
(GPCD) (GPCD)
218 194
Table 3-10
SBX7-7 Target and Performance
Item #1. Page 115
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WATER SUPPLY ANALYSIS
CITY OF GLENDORA 3-28 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
them into dollars per acre-feet savings. The following are costs associated with Residential Water Efficiency Measures:

Several of the traditional water conservation measures have a remarkable return on capital investment as shown in Table 3-11. For example, the cost of retrofitting residential toilets (3.5 gpf to

1.27 gpf) provides an overall relative cost savings in the long-term when considering the amount of water that is saved over the lifecycle of the toilet. However, when evaluating retrofitting toilets with more efficient flows (e.g., 1.6 gpf to 1.27 gpf) there is a large capital cost associated with this effort ranging from $1,200 to $4,600 per acre-feet. Similarly, the cost to perform landscape conversion at $5 per square foot has a larger per acre-feet cost than landscape conversion at $2 per square foot.

The difference between these two costs is a result of converting a fully healthy lawn with a low usage landscape versus a conversion of a lawn that had already perished and needed replacement.

Table 3-11
Cost of Alternative Water Supply and Efficiency Options in California (Residential)
Several of the same types of water conservation efforts used on the residential sector also have tremendous success in the commercial non-residential sector as shown in Table 3-12. Showerhead retrofits, clothes washer replacements, and landscape conversions (at $2 per square foot) have all yielded long-term cost savings and several thousands of potable acre-feet per year in increased water supply.

Water conservation has made significant contributions to increasing water supply for a growing population. However, there are continuing challenges associated with water conservation efforts as follows:

A. Market Penetration: Water conservation efforts have been ongoing for several decades. While water conservation has had significant impacts in freeing up additional water supply for growth, much of the traditional water conservation efforts have been implemented across the City as a result of excellent outreach and regulatory changes in the plumbing codes. As such, it is increasingly more difficult to achieve that next level of water conservation savings without tremendous impacts to costs and customers’ standards of living.

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CITY OF GLENDORA 3-29 Water Master Plan
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Table 3-12
Cost of Alternative Water Supply and Efficiency Options in California (Non-Residential)
B. Wastewater Impacts: While there have been extensive efforts put into water conservation efforts on the potable water use arena, there has been minimal effort put into the impacts water conservation has had on wastewater management. While water conservation has achieved significant water savings, this has resulted in increased operational challenges in wastewater treatment, conveyance costs and recycled water costs. Older wastewater treatment and conveyance systems were designed for a minimum of 100 to 125 gallons per capita per day (gpcd). When compared to the proposed State of California indoor wastewater discharge goals of 55 gpcd by 2025 and 52.5 gpcd by 2030, this presents operational challenges in additional treatment costs (e.g., more energy, chemicals, and labor). In some instances, entire infrastructure has had to be replaced to accommodate lower wastewater flows. Much of the older sewer infrastructure was originally designed for 2 feet per second velocities and now must be designed for 3 to 4 feet per second to achieve the same cleansing velocity with lower sewer flows, thus, requiring more lift stations and associated pumping and energy costs.

C. Cost: The development of additional water supplies is traditionally more costly than existing sources. Similarly, the same is true for water conservation efforts. The City has achieved remarkable success in implementing water conservation. However, the next level of water conservation will require innovation and will be more costly than the traditional water conservation efforts recognized to date as the existing market reaches maturity and full market penetration with traditional devices.

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CITY OF GLENDORA 3-30 Water Master Plan
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Water conservation continues to play a core part of the City’s water supply portfolio. Moving forward, water conservation programs will continue to be offered. However, as these traditional water conservation efforts are reaching implementation maturity, there will be less additional water savings recognized from this part of the water supply portfolio. Additionally, increased water conservation results in an impact to future recycled water production. 3-8.2 Water Rationing
On June 1, 2022, the City implemented Stage 3 of its Water Shortage Contingency Plan (WSCP).

The primary objective of Stage 3 is to reduce water use by 20 percent. Glendora’s average use is 150 gpcpd. Therefore, Stage 3 requires each resident to reduce water usage by about 30 gpcpd to comply.

The WSCP Stage 3 mandatory restrictions include the following:
 Outdoor watering is restricted between 8 am- 5 pm
• Watering limited to 3 days per week
• Watering limited to 5 minutes per station.
• Irrigation systems with drip irrigation are given an exception for an additional 15 minutes as long as there is no runoff.
 No washing down sidewalks or driveways.
 No excessive runoff from landscape irrigation that causes water flow onto an adjoining sidewalk, driveway, street, alley, or gutter.
 No outdoor watering during and 48 hours following measurable rainfall.  No washing motor vehicles with a hose, unless the hose is fitted with a shut-off nozzle.

ADDITIONAL RESTRICTIONS: FOR BUSINESSES
 Restaurants, cafes, and bars can only serve water to customers upon request.  Hotels and motels must display a notice providing guests with the option of choosing not to have towels and linens laundered daily.

While MWD implemented a water shortage emergency in April 2022 for all SWP dependent member agencies, it has yet to enact its Water Supply Allocation Plan. SWP dependent member agencies have been mandated to restrict watering to one day per week. TVMWD is part of the MWD water shortage emergency, restricting water usage to one day per week. Thus, the MWD conservation mandates override the City’s WSCP limiting water to 3 days per week.

Implementation of the WSCP and associated water rationing will continue until such time that the State declares the drought is over and sufficient rainfall and stormwater capture has occurred to replenish local water supplies. Additional WSCP levels and mandatory restrictions could also be implemented should the drought persist and available water supplies become even more restricted. 3-9 Main Basin Water Rights Purchases
The City’s most cost-effective water supply is its groundwater pumping from the Main Basin. As discussed in Section 3-2, maximizing the City’s Main Basin groundwater pumping rights is critical to Item #1. Page 118
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CITY OF GLENDORA 3-31 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
ensuring local water reliability. With a prescriptive right of 4.75261 percent, acquiring additional Main Basin groundwater rights would help ensure continued water reliability at a more cost-effective rate then using imported water supplies.

There are a total of 78 entities with pumping rights within the Main Basin. Sixty-eight (68) Pumpers have a total groundwater right of 76.46119 percent and 10 Integrated Pumpers have a total groundwater right of 23.53881 percent. The largest users (e.g., > 1%) of each category are shown in Table 3-13.

Table 3-13
Largest Main Basin Groundwater Rights Users
Sixteen (16) of the sixty-eight (68) Pumpers make up 67.22364 percent and eight (8) of the ten (10) Integrated Pumpers make up 23.45507 percent of the Main Basin groundwater pumping rights for a total of twenty-six (26) Pumpers holding 90.67871 percent of total Main Basin groundwater pumping rights. Thus, 9.32129 percent of groundwater pumping rights are held by fifty-two (52) smaller and mostly non-municipal entities. In 2016, the City was successful in securing additional groundwater rights from Monrovia Nursery Company and CV Santa Rosa Investments for a total addition of 194 acre-feet.

With an OSY of 130,000 acre-feet, there is approximately 12,118 acre-feet available from nonmunicipal Pumpers that could have an interest in selling these groundwater rights as they become available, or these entities decide they no longer have a need for them. A one percent acquisition of additional groundwater pumping rights would yield an additional 1,300 to 2,500 acre-feet per year with an OSY of 130,000 to 250,000 acre-feet OSY, respectively.

Main Basin Pumper
Percent
Groundwater
Right Main Basin Pumper
Percent
Groundwater
Right
Suburban Water Systems 12.59998 Azusa Valley Water Co. 5.06299 San Gabriel Valley Water Co. 10.49247 City of Glendora 4.75261 California Domestic 6.26154 Covina Irrigating Co. 3.22577 Cal American-San Marino 4.74431 City of Monrovia 3.09472 City of Alhambra 4.45876 County of Los Angeles 1.88292
City of Arcadia 4.23099 City of Azusa 1.84988
City of Whittier 4.18519 Cal American (Durate) 1.84634
City of Monterey Park 3.39216
Golden State Water Co. -
San Dimas District 1.73984
Pellissier Irrevocable QTIP Trust 3.28384 Subtotal 23.45507 Valley County Water District 3.01517 Total 90.67871
Golden State Water_S.G.V. District 2.92105
San Gabriel County Water District 2.73019
City of El Monte 1.40888
IBY Property Owner, LLC 1.20047
Hanson Aggregates West, Inc. 1.17094
Sunny Slope Water Co. 1.1277
Subtotal 67.22364
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CITY OF GLENDORA 3-32 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
It is recommended that the City actively engage these smaller groundwater right entities to gauge their interest in selling their Main Basin rights.
3-10 Recommendations
Water supply reliability is a critical component to the City’s future water portfolio. Managing all the integrated parts of this portfolio will establish the most cost-effective approach to ensuring reliable service to the customers. The following are recommendations for the City to consider in implementing the City’s future water supply portfolio combined with the other sections of this Master Plan. 3-10.1 Construct Groundwater Wells
Construction of additional groundwater wells will allow the City to meet current and future demands that take into account future development projects, accessory dwelling units, unforeseen outages, maintenance issues, and increased water reliability. Construction of new wells will also allow the City to pump 100% of their demands during regionally challenged water supply restrictions. Construction of new wells should follow the general criteria outlined in Section 3-4. 3-10.2 Support Groundwater Projects that Increase Main Basin Operating Safe Yield Support of projects that increase the Main Basin OSY will result in greater pumping rights availability to the City. Projects the City should consider include the MWD Pure Water Program that will provide significant recharge of the Main Basin of up to 80,000 acre-feet per year using purified recycled water.

Other projects for consideration include local stormwater capture projects that result in recharge of the Main Basin in significant quantities.
3-10.3 Maximize Cyclic Storage to Offset Imported Water Cost Maximizing the City’s cyclic storage account will assist in offsetting increased imported water costs.

It is recommended that the City purchase a minimum of 3-years of supplemental untreated imported water to store in their cyclic storage account to offset future MWD imported water rate increases.

This approach will allow the City to over pump groundwater and replace it with cyclic storage water purchased in prior years, thus, minimizing the need to take more expensive imported water that experiences a rate increase of approximately 5% per year on average. It should be noted that while using cyclic storage is a cost-effective strategy, the City does have physical pumping limitations during peak demand periods (e.g., Summer and fall) and when groundwater basin levels drop resulting in less production yield from its various wells. Thus, it is critical for the City to develop additional well pumping capacity to recognize the benefits of cyclic storage and full groundwater pumping rights during high demand seasons.
3-10.4 Conduct Updated Study of Well 3, Well 4, and Well 7 It is recommended that the City continue to consider replacing Well 3, Well 4, and Well 7 (Vosburg) as potential future supply sources to provide redundancy and offset the cost of using treated imported water. The City is currently working with TVMWD on an updated study with the most current information.
3-10.5 Continue Implementing Water Conservation Measures to Reduce Water Demands It is recommended the City continue to work with its customers to ensure mandatory conservation restrictions are implemented and conservation rebates are readily available.

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CITY OF GLENDORA 3-33 Water Master Plan
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3-10.6 Pursue the Purchase of Additional Main Basin Groundwater Rights It is recommended that the City reach out to the non-municipal Main Basin Groundwater right holders to gage their interest in selling their groundwater rights. A one percent increase in groundwater rights will result in an additional 1,300 AFY to 2,500 AFY. This effort could result in a significant cost savings to the City each year in regards to the water budget.
3-10.7 Actively Participate in TVMWD and Main Basin Water Policy Decisions The City’s active involvement in regional policy decisions will help minimize future water rate increases. The Water Master determines each year how much replenishment water will be purchased and spread and the associated assessment costs. The City’s input into this process will allow collaboration on future rate increases, setting of OSY levels, and assessment policies that are implemented that result in lower costs to Basin Pumpers.

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CITY OF GLENDORA 4-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 4

WATER USE
4-1 Historical Annual Water Use
The City of Glendora’s total annual water production and purchase from 2012 to 2021, shown in Figure 4-1 and Table 4-1, ranged from 9,288 AFY to 13,156 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. However, California soon fell back into drought conditions in 2018 and 2020-2021. In the last five 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 five years, the total production and purchase has stayed relatively steady and averaged about 10,390 AFY (9.28 mgd).

Figure 4-1
Annual Water Production and Purchase
11,682
11,821
8,449
9,285
9,515
10,698
10,135
9,513
10,675
8,447
789
1,166
4,708
2 154
0 497
0 11
1,975
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
14,000
15,000
20122013
20142015201620172018201920202021
Production and Purchase (AFY)
Fiscal Year
Imported Water
Groundwater
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CITY OF GLENDORA 4-2 Water Master Plan
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Table 4-1
Annual Water Production and Purchase
PM-6
(AFY)
PM-18
(AFY)
PM-23
(AFY)
CIC
(AFY)
Total
(AFY)
% of
Total
Well
2E
Well
5E
Well
8E
Well
9E
Well
10E
Well
11E
Well
12E
Well
13E
Total
(AFY)
% of
Total
2012 52 161 478 98 789 6% 615 2,570 1,810 2,025 212 415 2,827 1,208 11,682 94% 12,470 2013 3 485 678 0 1,166 9% 648 2,666 1,722 2,218 533 575 2,328 1,131 11,821 91% 12,987 2014 1,028 900 2,705 75 4,708 36% 298 1,935 879 1,999 250 760 1,196 1,131 8,449 64% 13,156 2015 2 0 0 0 2 0% 412 2,109 1,675 1,653 2 37 2,670 728 9,285 100% 9,288 2016 0 89 65 0 154 2% 332 2,326 1,595 1,683 75 89 2,902 513 9,515 98% 9,669 2017 0 0 0 0 0 0% 169 2,196 1,860 1,873 17 13 4,020 549 10,698 100% 10,698 2018 0 233 230 34 497 5% 365 1,808 1,694 1,836 237 363 3,161 671 10,135 95% 10,633 2019 0 0 0 0 0 0% 259 1,441 1,865 1,491 57 37 3,661 701 9,513 100% 9,513 2020 0 0 0 11 11 0% 437 2,395 1,561 1,884 107 110 3,670 512 10,675 100% 10,686 2021 735 432 809 0 1,975 19% 741 1,986 665 1,708 284 138 2,077 847 8,447 81% 10,422 Average 182 230 496 22 930 8% 428 2,143 1,533 1,837 178 254 2,851 799 10,022 92% 10,952 Calendar
Year
Imported Water Purchased Groundwater Production Total
Production
and
Purchase
(AFY)
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CITY OF GLENDORA 4-3 Water Master Plan
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4-2 Non-Revenue Water
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 853 AFY in FY 2020-2021 to 1604 AFY in FY 2016-2017 as shown in Table 4-2. 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 from the system. The City’s annual non-revenue water has been declining over the base five years. Since 2018- 2019, the non-revenue water percentage has been within
industry standard (10 percent or less). It is assumed that as the City completes more and more replacement of pipe, this will reduce the number of water line breaks each year and possible undetected leaks, which in turn will reduce the nonrevenue water volume. 4-3 Water Demand Variations
Demand variations through a year are influenced by seasonal effects such as temperature, humidity, and precipitation. System demand variations throughout a 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 6:00 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.
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 4-3. The highest water use typically occurs in July or August. The lowest water use typically occurs in December thru March. The highest and lowest monthly demand factors were found to be 1.82 and 0.44, respectively. A graph of the historic monthly demand factors (monthly demand/average monthly demand) is illustrated on Figure 4-2.

AFY %
2016-2017 1,603.6 16.3
2017-2018 1,479.3 13.9
2018-2019 726.5 7.6
2019-2020 195.4 2.2
2020-2021 853.3 8.0
Average 971.6 9.6
Fiscal Year
Table 4-2
Non-Revenue Water
Non-Revenue
Water
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CITY OF GLENDORA 4-4 Water Master Plan
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Table 4-3
Monthly Water Production and Demand Factors (2012-2021)

Month
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
2017
(AF)
Monthly
Demand
Factor
January 757 0.73 648 0.60 1,013 0.92 753 0.97 490 0.61 608 0.68 February 684 0.66 715 0.66 719 0.66 653 0.84 589 0.73 390 0.44 March 758 0.73 881 0.81 806 0.73 802 1.04 578 0.72 669 0.75 April 715 0.69 990 0.91 1,043 0.95 801 1.03 687 0.85 887 0.99 May 1,059 1.02 1,300 1.20 1,378 1.26 678 0.88 780 0.97 935 1.05 June 1,337 1.29 1,248 1.15 1,699 1.55 811 1.05 940 1.17 1,058 1.19 July 1,437 1.38 1,407 1.30 1,280 1.17 864 1.12 1,131 1.40 1,200 1.35 August 1,891 1.82 1,542 1.42 1,414 1.29 961 1.24 1,155 1.43 1,169 1.31 September 1,227 1.18 1,247 1.15 1,195 1.09 851 1.10 1,023 1.27 1,046 1.17 October 1,153 1.11 1,188 1.10 1,191 1.09 791 1.02 906 1.12 1,033 1.16 November 874 0.84 982 0.91 857 0.78 712 0.92 782 0.97 846 0.95 December 579 0.56 838 0.77 561 0.51 610 0.79 608 0.75 859 0.96 Average 1,039 1.00 1,082 1.00 1,096 1.00 774 1.00 806 1.00 892 1.00 Month
2018
(AF)
Monthly
Demand
Factor
2019
(AF)
Monthly
Demand
Factor
2020
(AF)
Monthly
Demand
Factor
2021
(AF)
Monthly
Demand
Factor
Minimum
Monthly
Factor
Average
Monthly
Factor
Maximum
Monthly
Factor
January 676 0.76 527 0.66 596 0.67 662 0.76 0.60 0.74 0.97 February 707 0.80 387 0.49 660 0.74 534 0.62 0.44 0.66 0.84 March 556 0.63 526 0.66 551 0.62 753 0.87 0.62 0.76 1.04 April 844 0.95 832 1.05 598 0.67 833 0.96 0.67 0.91 1.05 May 873 0.98 706 0.89 996 1.12 1,019 1.17 0.88 1.05 1.26 June 1,025 1.16 915 1.15 1,049 1.18 1,088 1.25 1.05 1.21 1.55 July 1,248 1.41 1,120 1.41 1,177 1.32 1,138 1.31 1.12 1.32 1.41 August 1,230 1.39 1,172 1.48 1,203 1.35 1,133 1.30 1.24 1.40 1.82 September 1,097 1.24 1,061 1.34 1,154 1.30 1,016 1.17 1.09 1.20 1.34 October 931 1.05 1,007 1.27 1,067 1.20 857 0.99 0.99 1.11 1.27 November 854 0.96 778 0.98 838 0.94 813 0.94 0.78 0.92 0.98 December 592 0.67 482 0.61 795 0.89 577 0.66 0.51 0.72 0.96 Average 886 1.00 793 1.00 890 1.00 869 1.00 0.44 1.00 1.82 Note: Peak month factors are highlighted in red. Minimum month factors are highlighted in green.

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CITY OF GLENDORA 4-5 Water Master Plan
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Figure 4-2
Monthly Demand Factors (2012-2021)
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. The maximum daily demand for 2021 was determined to be about 12.19 mgd when the data was extracted from the City’s Advanced Metering Instrumentation (AMI) system data. Adjusted up to production values (production was about 9.3% higher than billing data in August 2021), the maximum daily demand is estimated to be 13.27 mgd. 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 various hydraulic zones. 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 May 26, 2022 through June 16, 2022. The facility flow meters, pump flows, and water levels in the reservoirs were utilized in calculating the demands and demand factors in 5-minute

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5

1.6 1.7

1.8 1.9

2.0 Monthly Demand Factor
Month
2012
2013
2014
2015
2016
2017
2018
2019
2020
2021

AVERAGE
January
February
March
AprilMayJune
July
August
September
October
November
December
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CITY OF GLENDORA 4-6 Water Master Plan
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increments over a typical 24-hour period. The average weekday diurnal demand curves developed are shown on Figure 4-3.

Figure 4-3
Diurnal Demand Curves
4-4 Existing System Demands and Peaking Factors
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 Glendora’s water system demands utilized in this study are shown in Table 4-4.

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 4-5 by zone.

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CITY OF GLENDORA 4-7 Water Master Plan
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Table 4-4
Water System Demands and Peaking Factors
Minimum Month Demand - The minimum month peaking factor was determined from the City’s annual production and purchase records from 2012 through 2021 and is estimated as 0.44 times the average month demand. This demand typically occurs in winter months and is estimated at 2,835 gpm (4.08 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 five years (2017 through 2021). The average day demand is 6,442 gpm (9.28 mgd).

Maximum Month Demand - The maximum month peaking factor was determined from the City’s annual production and purchase records from 2012 through 2021 and is estimated as 1.40 times the average month demand. This demand typically occurs in winter months and is estimated at 9,019 gpm (12.99 mgd).

Maximum Day Demand - Daily AMI data was provided for August 2021. The highest demand seen was 12.19 mgd occurred on August 2, 2021. This number was increased to 13.32 mgd account for system losses. The percentage increase was calculated by comparing the total production data to the total billing data for the month of August 2021. The maximum day demand factor for 2021 was calculated to be 1.43.

The maximum day demand (MDD) factor for this Master Plan Study was conservatively set at 1.50 for planning purposes. Therefore, the MDD is estimated at 9,664 gpm (13.92 mgd).

Peak Hour Demand – Modeled peak hour demands were based upon the diurnal demand curves illustrated on Figure 4-3. The overall peak hour system demand is estimated to be 2.61 times the average day demand or 16,828 gpm (24.23 mgd). This factor varies by zone depending on the diurnal curve.
(gpm) (mgd) (AFY)
Minimum Month2 2,835 4.08 4,572 0.44
Average Day3 6,442 9.28 10,390 1.00
Maximum Month4 9,019 12.99 14,546 1.40
Maximum Day5 9,664 13.92 15,585 1.50
Maximum Day, Peak Hour6 16,828 24.23 27,140 2.61
3Average Day Demand is the average from 2017-2021
4Maximum Month Factor is the highest factor from 2012-2021 5Maximum Day Factor in 2021 was 1.43 based on water meter data. A slightly conservative factor of 1.5 was selected for planning purposes. 6Maximum Day, Peak Hour Demand is calculated in hydraulic model utilizing developed diurnal patterns for each zone
Demand Description
Existing Demand Peaking
Factor1
1Specific Demand = Average Day Demand x Peaking Factor
2Minimum Month Factor is the lowest factor from 2012-2021 Item #1. Page 128
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WATER USE
CITY OF GLENDORA 4-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 4-5
Existing Water Demands by Zone
4-5 Water Unit Demand Factors
Water unit demand factors were developed from billing data (January 2020 – December 2021) and associated land use information. It is assumed that this water use represents some bounce-back from the end of the 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 4-6. These demand factors can be used to estimate future development water use if more detailed information is not available. gpm mgd gpm mgd gpm mgd gpm mgd gpm mgd
1 1,525 2.1965 3,467 4.9920 4,853 6.9888 5,200 7.4880 7,904 11.3817 1RA 1 0.0008 1 0.0018 2 0.0025 2 0.0026 3 0.0077
1RB 11 0.0155 24 0.0351 34 0.0492 37 0.0527 56 0.1528
1A 13 0.0193 30 0.0438 43 0.0613 46 0.0657 69 0.0998
1B 22 0.0314 50 0.0713 69 0.0998 74 0.1070 113 0.1626
1BH1 7 0.0103 16 0.0233 23 0.0326 24 0.0350 37 0.0531
2 891 1.2831 2,025 2.9161 2,835 4.0826 3,038 4.3742 6,197 8.9233 2H1 4 0.0057 9 0.0129 13 0.0180 13 0.0193 27 0.0394
2H2 3 0.0043 7 0.0097 9 0.0136 10 0.0146 21 0.0297
3 267 0.3843 607 0.8734 849 1.2228 910 1.3101 2,638 3.7994 3A 31 0.0453 71 0.1029 100 0.1441 107 0.1544 311 0.4477 3B 3 0.0043 7 0.0099 10 0.0138 10 0.0148 30 0.0430
3C 3 0.0040 6 0.0092 9 0.0129 10 0.0138 28 0.0399
3C1
3D 18 0.0264 42 0.0600 58 0.0840 63 0.0900 181 0.2611
4 3 0.0045 7 0.0102 10 0.0143 11 0.0154 31 0.0445
4A 32 0.0464 73 0.1054 102 0.1475 110 0.1581 318 0.4584 Total 2,835 4.0819 6,442 9.2770 9,019 12.9878 9,664 13.9155 16,828 24.2323 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 peak does not happen at the same time in each zone, therefore the total system peak was determined utilizing the hydraulic model.

Zone
Average Day2 Maximum Day4 Minimum Month1
1 Minimum Month Demand shown is calculated using maximum month factor of 0.44. 2Average Day Demand based on 2017 through 2021 production and purchase records Peak Hour5
Minimal demand for boy scout camp restrooms only.

Maximum Month3
3 Maximum Month Demand shown is calculated using maximum month factor of 1.40.

Item #1. Page 129
Meeting Date: 9/12/2023 / Packet Page #: 132

WATER USE
CITY OF GLENDORA 4-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 4-6
Water Unit Demand Factors
4-6 Future Demands
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 4-7. A total of 223,840 gpd of future average water use is estimated to be added throughout the service area. The projected future water system demands by zone are shown in Table 4-8. 1 Min
gpd/du
2 Min
gpd/ac
3 Min
gpd/tsf
RHR 0-1 43,560 1,500 850 -
E-7 Single family
Residential 1-3 Varies 1,000 1,600 -
E-6 Single family
Residential 1-3 12,500-15,000 850 2,000 -
E-5 Single family
Residential 1-4 10,500 650 2,100 -
E-4 Single family
Residential 8,500 550 2,100 -
E-3 Single family
Residential 8,000 450 2,100 -
R-1 Single family
Residential 7,500 400 2,000 -
R-2 Restricted Multiple
Family Residential 6-10 - 300 1,800 -
R-3 Multiple-Family
Residential 10-30 - 150 900 -
Commercial - - - 2,000 200
MS- Medical Services - - - 3,400 350
1The gpd/du should be used if the number of dwelling units is known Landuse
Density
(du/ac)
1-5
Demand Factor
2The residential gpd/ac will vary based on the density. Use minimum gpd/ac if number of dwelling units is not known.
3 The commercial gpd/tsf is based on typical planning values seen in the Southern California
Max Lot
Size (sq ft)
Item #1. Page 130
Meeting Date: 9/12/2023 / Packet Page #: 133

WATER USE
CITY OF GLENDORA 4-10 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 4-7
Future Development Demands
No. Project Name / Location Zone Future Land Use
Area
(ac)
Future
Dwelling
Units
(du)
Average
Density
(du/ac)
Future
Building
Area (sf)
Future
Average
Demand
(gpd) Project Status
1 1121 E Arrow Hwy 1 Multi-Family Residential 0.34 19 55.9 150 gpd/du 2,850 Proposed 2 531 E Arrow Hwy 1 Multi-Family Residential 0.65 33 50.8 150 gpd/du 4,950 Proposed 3 905 E Arrow Hwy 1 Multi-Family Residential 2.70 16 5.9 300 gpd/du 4,800 Proposed 4 1950 Auto Center Dr (Walmart Expansion) 2 Commercial Retail Building 13.89 7,460 200 gpd/tsf 1,492 Proposed 5 630 W Foothill Blvd 1 Medical Office Building 0.63 9,745 200 gpd/tsf 1,949 Proposed 6 937 W Gladstone St 1 Single-Family Residential 0.93 4 4.3 400 gpd/du 1,600 Proposed 7 400 N Glendora / 101 E Whitcomb Ave 1 Church Expansion 0.65 9,287 200 gpd/tsf 1,857 Proposed 8 422 S Glendora Ave 1 Commercial Office Building 0.13 4,500 200 gpd/tsf 900 Proposed 9 300 Gordon Ranch Rd 3 Single-Family Residential 1.24 19 15.3 150 gpd/du 2,850 Proposed 10 1717 S Grand Ave 1 Car Wash 0.79 5,000 7,200 gpd/car wash 7,200 Proposed 11 950 Silent Ranch Rd 1BH1 Single-Family Residential 26.90 12 0.4 1,000 gpd/du 12,000 Proposed 12 220 E Bennett 1 Multi-Family Residential 0.32 5 15.6 150 gpd/du 750 Proposed 13 131 E Foothill Blvd 1 Mixed Use - Residential +
Commercial Office 0.34 2 5.9 2,616 150 gpd/du 300 Proposed 14 1706 E Route 66 (Olsen Project) 2 Single and Multi-Family Residential 2.11 43 20.4 150 gpd/du 6,450 Proposed
15 1237 Bonnie Cove Ave 1 Single-Family Residential 2.52 30 11.9 150 gpd/du 4,500 Planning Approved 16 1620 S Glendora Ave 1 Multi-Family Residential 0.58 8 13.8 150 gpd/du 1,200 Planning Approved 17 210 S Grand Ave 1 Medical Office Building 2.16 20,292 200 gpd/tsf 4,058 Planning Approved 18 334 E Lemon Ave 1 Multi-Family Residential 0.25 4 16.0 150 gpd/du 600 Planning Approved 19 501 W Route 66 1 Mixed Use - Residential +
Commercial Office 0.27 8 29.6 1,004 150 gpd/du 1,200 Planning Approved 20 117 N Vista Bonita Ave 1 Multi-Family Residential 0.12 5 41.7 150 gpd/du 750 Planning Approved 21 La Colina Estates (Sierra Madre Ave & Yucca Ridge Rd) 1 Single-Family Residential 28.44 121 4.3 1,000 gpd/du 121,000 Under Construction 22 Foothill Gold Line Phase 2B Extension (btw Vermont Ave & Vista Bonita Ave) 1 Regional Light Rail 4.10 - - Under Construction 23 333 W Dawson Ave 1 Care Facility 2.94 3,400 gpd/ac 9,996 Under Construction 24 919 S Lone Hill Ave 2 Personal Self-Storage Facility 1.31 113,868 200 gpd/tsf 22,774 Under Construction 25 706 W Route 66 1 Fast Food with Drive-Thru 0.66 3,068 200 gpd/tsf 614 Under Construction 26 1308 S Lone Hill* 2 Car Wash Redevelopment 1.64 5,988 7,200 gpd/car wash 7,200 Proposed Total 96.61 329 182,828 223,840
*The future building square footage for this development is less than the existing 25,063 square foot office building.

Unit Demand
Factor
Item #1. Page 131
Meeting Date: 9/12/2023 / Packet Page #: 134

WATER USE
CITY OF GLENDORA 4-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 4-8
Future Water Demands by Zone
4-6.2 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 2021, the total residential water use was about 328,097,679 CF and the service area population was 45,551. This equates to an average demand of approximately 148 gpcd. This includes outdoor irrigation.
gpm mgd gpm mgd gpm mgd gpm mgd gpm mgd
1 1,578 2.2717 3,585 5.1631 5,020 7.2283 5,378 7.7446 8,175 11.7718 1RA 1 0.0008 1 0.0018 2 0.0025 2 0.0026 3 0.0077
1RB 11 0.0155 24 0.0351 34 0.0492 37 0.0527 56 0.1528
1A 13 0.0193 30 0.0438 43 0.0613 46 0.0657 69 0.0998
1B 22 0.0314 50 0.0713 69 0.0998 74 0.1070 113 0.1626
1BH1 11 0.0155 25 0.0353 34 0.0494 37 0.0530 56 0.0805
2 903 1.2998 2,051 2.9540 2,872 4.1356 3,077 4.4310 6,277 9.0393 2H1 4 0.0057 9 0.0129 13 0.0180 13 0.0193 27 0.0394
2H2 3 0.0043 7 0.0097 9 0.0136 10 0.0146 21 0.0297
3 268 0.3856 609 0.8763 852 1.2268 913 1.3144 2,647 3.8118 3A 31 0.0453 71 0.1029 100 0.1441 107 0.1544 311 0.4477 3B 3 0.0043 7 0.0099 10 0.0138 10 0.0148 30 0.0430
3C 3 0.0040 6 0.0092 9 0.0129 10 0.0138 28 0.0399
3C1
3D 18 0.0264 42 0.0600 58 0.0840 63 0.0900 181 0.2611
4 3 0.0045 7 0.0102 10 0.0143 11 0.0154 31 0.0445
4A 32 0.0464 73 0.1054 102 0.1475 110 0.1581 318 0.4584 Total 2,903 4.1804 6,598 9.5009 9,237 13.3012 9,897 14.2513 17,220 24.7972 5 Peak Hour Demand shown was calculated in the hydraulic model utilizing the diurnal curves for each zone. The peak does not happen at the same time in each zone, therefore the total system peak was determined utilizing the hydraulic model.

Zone
Minimum Month1 Average Day2 Maximum Month3 Maximum Day4 1Minimum Month Demand shown is calculated using maximum month factor of 0.44. 2Average Day Demand based on 2017 through 2021 production and purchase records 4Maximum Day Demand shown is calculated using maximum day factor of 1.50.

Peak Hour5
Minimal demand for boy scout camp restrooms only.
3Maximum Month Demand shown is calculated using maximum month factor of 1.40.

Item #1. Page 132
Meeting Date: 9/12/2023 / Packet Page #: 135

WATER USE
CITY OF GLENDORA 4-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Typically, indoor water use is about 70 gpcd. In order to meet the SB606 and AB1668 requirements, the City’s residents need to reduce their water use by about 17.5 gpcd (70 gpcd – 52.5 gpcd) by 2030. The total reduction citywide would therefore be about 797,140 gpd. 4-6.3 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 Home Owners 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.

There are currently 11,312 single family residential water meters in the system. The City approved 33 ADUs (0.29% of total single family units) in 2021 and 31 ADUs (0.27% of total single family units) in 2022, respectively. Although, currently the number of ADUs are a small percentage of the total, it is expected that the number of ADUs will continue to trend upwards and increase in subsequent years.

The City is anticipating that between now and 2030, a maximum of 1,000 new residential dwelling units will be built, including ADUs. This means that the City is expecting a maximum of about 8.8 percent of the total 11,213 single family parcels to construct an ADU.

Item #1. Page 133
Meeting Date: 9/12/2023 / Packet Page #: 136

WATER USE
CITY OF GLENDORA 4-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
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 11,312 single family parcels add an ADU = 1,131 ADUs Additional demand = 1,131 ADU x 105 gpd/ADU = 118,755 gpd =133 AFY

2. If 20% of the total 11,312 single family parcels add an ADU = 2,262 ADUs Additional demand = 2,262 ADU x 105 gpd/ADU = 237,510 gpd = 266 AFY

3. If 30% of the total 11,312 single family parcels add an ADU = 3,394 ADUs Additional demand = 3,394 ADU x 105 gpd/ADU = 356,370 gpd = 399 AFY The City’s 2020 Urban Water Management Plan (UWMP) estimated an increase in population from 45,551 in 2020 to 48,093 in 2045 per SCAG data. The residential demands are expected to increase from 7,864 AFY in 2020 to 8,301 AFY in 2045. This is an increase of 437 AFY or 390,000 gpd.

Based on the aforementioned ADU demand estimates and 2020 UWMP demand projections, it is reasonable to assume that the indoor water reduction (797,140 gpd +/-) will exceed the demand increase expected due to future ADUs (118,755 gpd to 356,370 gpd) or the projected increase in population (390,000 gpd).
4-7 Water Conservation
At the time of this report writing, California was in its third consecutive year of severe drought and the state continued its emergency regulations to safeguard the remaining water supplies. The City of Glendora therefore implemented Stage 3 of its Water Shortage Contingency Plan. Stage 3 went into effect June 1, 2022 with the primary objective of reducing water consumption by 20% from 2020. To meet the 20% goal, water customers are asked to reduce water usage by 30 gallons per person, per day. The following restriction apply to all water customers:

1. No watering between 8 AM and 5 PM (Monday – Sunday)
a. Watering limited to 3 days per week
b. Watering limited to 5 minutes per station. Irrigation systems with drip irrigation are given an exception for an additional 15 minutes as long as there is no runoff

2. No washing down sidewalks or driveways

3. No excessive runoff from landscape irrigation that causes water to flow onto an adjoining sidewalk, driveway, street, alley, or gutter.

4. No excessive runoff from landscape irrigation that causes water to flow onto an adjoining sidewalk, driveway, street, alley, or gutter.

5. No outdoor watering during and 48 hours following measurable fainfall

6. No washing motor vehicles with a hose, unless the hose is fitted with a shut-off nozzle.

7. 20% water reduction (30 gallons per person, per day_

8. Restaurants, cafes, and bars can only serve water to customers upon request Item #1. Page 134
Meeting Date: 9/12/2023 / Packet Page #: 137

WATER USE
CITY OF GLENDORA 4-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

9. Hotels and motels must display a notice providing guest with the option of choosing not to have towels and linens laundered daily
The City maintains water conservation information on their website for viewing by the public (https://www.cityofglendora.org/departments-services/public-works/water/water-conservation).

A Water Conservation Guidebook can be downloaded from the website. It provides a list of the Stage 3 water restrictions, non-functional turf guidelines, rebate program information, instructions on how to use the water meter customer portal to track water consumption, instructions on how to save trees during a drought, water use efficiency and conservation tips, and coloring pages for kids.

Item #1. Page 135
Meeting Date: 9/12/2023 / Packet Page #: 138
CITY OF GLENDORA 5-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 5

EXISTING SYSTEM
5-1 General
The City of Glendora (City) operates and maintains the following potable water facilities:
 Four (4) primary pressure zones; Thirteen (13)
secondary zones
 210 miles of water mains (including hydrant laterals), 1- inch through 30-inches in diameter
 About 1,800 Fire hydrants
 13,483 water meters (Table 5-1)
 Eight (8) active wells
 Twenty-nine (29) storage reservoirs with a total volume of 34.6 MG
 Twenty (20) booster pump station (3 of them serve
hydropneumatic systems)
 Three (3) hydropneumatic tanks
 Three (3) pressure regulating stations
 Four (4) imported water connections
 Four (4) inter-agency connections
The existing water system is shown on
Figure 5-1. The hydraulic schematic of the
existing system is shown on Figure 5-2.
5-2 Pressure Zones
The existing system consists of four (4)
primary pressure zones and thirteen (13)
secondary zones. A summary of the
pressure zone features is shown in Table
5-2.
5-3 Transmission and Distribution
System
The existing water system includes
approximately 210 miles of transmission
and distribution pipe that ranges in size
from 1-inch through 30-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.

Meter Type
Number of
Meters
Residential Single Family 11,312
Residential Multi-Family 1,105
Irrigation 44
Institution 53
Government 34
Golf Course 5
Commercial 684
Unknown 246
Total 13,483
Water Meter Type
Table 5-1
Pressure
Zone
Area
(Ac)
Pipe
Length
(ft)
Ground
Elevation
Range (ft)
Hydraulic
Grade
Line (ft)
Static
Pressure
Range
(psi)a
1 3,337 593,705 623-882 976 41 - 153
1RA 3 973 642-656 775 52-58
1RBb 21 24,944 620 - -
1A 40 6,434 888-1,011 1,132 52 - 106
1B 127 18,213 883-1,122 1,197 32 - 136
1BH1 6 472 1,076-1,125 1,354 99-120
2 2,081 323,051 808-1,046 1,092 20 - 123
2H1 38 2,288 946-1,167 1,190 10-106
2H2 11 970 969-1,057 1,257 87-125
3 663 96,585 927-1,196 1,265 30 - 146
3A 156 9,980 1,070-1,389 1,408 8-146
3B 22 1,017 1,162-1,334 1,347 6-80
3C 180 9,083 1,109-1,294 1,340 20 - 100
3C1 79 713 1,328 1,473 63
3D 102 10,956 1,007-1,306 1,364 25 - 155
4 21 3,377 1,252-1,334 1,505 74-110
4A 129 6,817 1,351-1,585 1,704 52-153
Total 7,016 1,109,577
a Calculated based on HGL and ground elevation range
b Modeled as a demand off of Zone 1. Zone 1RB pipes not modeled. HGL/Pressure to Zone 1RB not known.

Table 5-2
Pressure Zones
Item #1. Page 136
Meeting Date: 9/12/2023 / Packet Page #: 139
")
")
")
")
")
") ")
")")
")")
&- &-
&-
&-
&-
&-
&-
&-
&-
&-
&- &-
&-
&-&- &-
&-
&- &-&-
&-
&-
&-
&-
&-
&-&-
&-
&-
&-
#*
#*
#*
#*
#*
#*
#*
#*
#* #*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#*
#* !(
!( !(
Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
Dalton
Bluebird
Oak Knoll
(inactive)
Greencroft
Amelia
Eagle Ridge
Boy Scouts
Glencoe
Englewild Cyn
North Grand
Hook Cyn
Hicrest
Silent Ranch
Valley Center
(inactive)
Hidden Springs
Country Club
Englewild
San Gabriel
Irwindale
(Inactive)
Gladstone
Reservoir and
Pump Station
(demolished)
Dawson
(inactive)
Rainbow
Morgan Ranch
Lower
Gordon
Morgan
Ranch
Bluebird
Hill
Hidden
Springs
Country
Club
South
Hills
East
Glencoe Englewild North
Glendora
Hook
Canyon
Hicrest
South
Hills
West
Big Dalton Boy Scouts
Sierra
Madre
Upper
Gordon
Gordon
Well 10
Well 11
Well
2 Well
1 Goddard
Englewild
Cyn
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing System
Figure 5-1
³
0 1,100 2,200 4,400
Feet
Legend
City Boundary
Water Pipes
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H1
Zone 2H2
Zone 3
Zone 3A
Zone 3B
Zone 3C
Zone 3C1
Zone 3D
Zone 4
Zone 4A
Item #1. Page 137
Meeting Date: 9/12/2023 / Packet Page #: 140
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`
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ë
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ë
`
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ë
`
`
ë
`
`
ë
3 3
3 3
3 %,%,
%, %,
%,%,%,%,
%,
%, %,
K
K
K
K
TU
TU
TU TU
TU TU
TU TU

TU TU TU
TU
TU TU
TU TU
TU
TU

TU TU TU

0.15 1.0

7.0 3.0

0.33 0.33

0.274 0.116

0.318 0.125 0.012

0.01 0.01

2.5 3.5 1.25 2.5

3.5 4.0

0.125 0.012

0.045

0.01 2.5

0.16 0.16

0.2 0.2
B A 1704 1704
1505 1505 B A
A 1473
A
1364 B 1364 A
1340
1265 A
1088 B A 1088

0.688 0.688
1088 1092 A B 1092 A
A A 969 969
1347 A B 1347
A 1265
B A 976 969
B 1408 B 1408 A 1408
B A 1197 1197
1132 1132 B A
697
485

CITY OF GLENDORA

WATER MASTER PLAN
Existing Hydraulic Schematic
New Zone IDs
Figure 5-2
Legend
TU Existing Storage Reservoir
TU Removed Storage Reservoir
K Hydropneumatic Tank
%, Groundwater Well
%, Groundwater Well (Inactive)
Pipes
with ID, Volume (MG), and HWL (ft)
Vol
HWL ID
Booster Pump (Inactive) ³
¬Ú
Zone
3 Altitude Valve
3 Gate Valve
`
`
ë
Pressure Reducing Valve
!( Imported Water Connection
!
³ Ú Booster Pump
Item #1. Page 138
Meeting Date: 9/12/2023 / Packet Page #: 141

EXISTING SYSTEM
CITY OF GLENDORA 5-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 5-3
Length of Pipe by Size
Figure 5-4
Length of Pipe by Material
20,900
18,099
18,871
24,030
52,106
24,411
127,971
49,300
326,614
409,128
38,146
0 50,000
100,000150,000200,000250,000300,000350,000400,000450,000 30 24-25
20-21
18 16
14 12
10 8
6 <= 4
Length of Pipe (ft)
Pipe Diameter (in)
1,455
13,192
68,730
2,074
20,190
432
763
439,155
221,479
1,313
200,071
127,207
13,515
0 50,000
100,000150,000200,000250,000300,000350,000400,000450,000500,000 Welded Steel
Unknown
Steel
Riveted Steel
Polyvinyl Chloride
Polyethylene
Galvanized
Ductile Iron
Double Dipped & Wrapped Steel
Copper
Cement Mortar Lined Steel
Cast Iron
Asbestos Cement
Length of Pipe (ft)
Material
Item #1. Page 139
Meeting Date: 9/12/2023 / Packet Page #: 142

EXISTING SYSTEM
CITY OF GLENDORA 5-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 5-5
Length of Pipe by Date of Construction
5-4 Wells
The total well capacity is currently about 11,800 gpm or 17.0 mgd. Well information and characteristics are provided in Table 5-3.
5-5 Storage Reservoirs and Hydropneumatic Tanks
The City’s water system includes twenty-nine (29) active storage reservoirs ranging in capacity from 10,000 gallons to 7.00 million gallons (MG). There are three (3) hydropneumatic tanks ranging in size from 3,000 gallons to 10,000 gallons. The total reservoir capacity is about 34.6 MG. The characteristics of each existing storage reservoirs and hydropneumatic tanks are shown in Table 5-

4. 5-6 Booster Pump Stations
There are twenty (20) booster pump stations in existing water system. Three of the stations serve water to hydropneumatic systems. Details of each booster pump station are summarized in Table 5-

5. 50,378
9,742
105,830
131,673
81,182
105,202
87,295
252,037
212,654
1,627
45,406
25,188
1,362
0 50,000
100,000150,000200,000250,000300,000
Unk
2020-2021
2010-2019
2000-2009
1990-1999
1980-1989
1970-1979
1960-1969
1950-1959
1940-1949
1930-1939
1920-1929
1910-1919
Length of Pipe (ft)
Year of Construction
Item #1. Page 140
Meeting Date: 9/12/2023 / Packet Page #: 143

EXISTING SYSTEM
CITY OF GLENDORA 5-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-3
Wells
No. ID Pumps to Location
Year
Drilled
Generator VFDPressure
Zone Pump Mfg
Pump
Model Stages
Well
Column
Pipe
Diameter
(in)
Well
Diameter
(in)
Well
Depth
(ft)
Pump
Type
Capacity
(gpm)
TDH
(ft)
Motor
Mfgr
Motor
RPM HP
Capacity
(gpm)
TDH
(ft)
Discharge
Pressure
(psi)1
Standing
Water
Level (ft)
Drawdown
(ft)
Pumping
Water
Level (ft)
Test
Date
1 W2E Water Yard 1051 Sierra
Madre Ave 1922 no no 1 Worthington A24200 24 VT 500 USEM 1780 100 525 492.4 4.5 448 34 482 2/15/22 2 W5E
San
Gabriel
Plant
919 Sierra Madre
Ave,
Azusa (Northwest
corner of the
Azusa Greens
Country Club)
1992 no yes SG Hydroflo 14ML 3 12 18 401 VT 2,200 220 USEM 1775 200 1,709 211.4 19 71 96.5 167.5 6/9/21 3 W8E
San
Gabriel
Plant
Behind 1451
Stonebrook St,
Azusa CA
1920 yes no SG Flowserve 14EMM 1 10 26 VT 1,500 103 GE 1770 50 1,090 97.5 2.4 73 19 92 2/15/22 4 W9E
San
Gabriel
Plant
Behind 1451
Stonebrook St,
Azusa CA
1921 yes no SG Goulds 12RH 2 10 26 VT 1,300 125 GE 1800 50 1,410 97.5 2.4 74 18 92 2/15/22 5 W10E Water Yard 1051 Sierra
Madre Ave 1912 no no 1 Hydroflo 12DC 7 8 15.5 508 VT 600 570 GE 1780 125 530 580.1 75 -- -- 404.5 2/15/22 6 W11E Water Yard 1051 Sierra
Madre Ave 1913 no no 1 Goulds 12RJHC 8 10 24 525 VT 1,200 480 USEM 1800 200 940 500.3 43.4 361 39 400 2/15/22 7 W12E
San
Gabriel
Plant
Behind 1451
Stonebrook St,
Azusa CA
1966 yes yes SG Flowserve 16ENL 3 12 24 242 VT 3,100 100 USEM 1180 150 2,100 116.6 5.0 59.0 46 105.00 4/11/22 8 W13E Water Yard 1051 Sierra
Madre Ave 1999 no no 1 Goulds 14RJHC 12 8 20 674 VT 1,400 460 GE 1200 300 950 473.4 1.4 423.0 43 466.00 3/26/21 Total 11,800 Total 9,254
Well Data Motor Specifications Efficiency Test
Item #1. Page 141
Meeting Date: 9/12/2023 / Packet Page #: 144

EXISTING SYSTEM
CITY OF GLENDORA 5-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-4
Storage Reservoirs
No.

Reservoir
Name ID
Pressure
Zone
Served Location Shape1
Volume
(MG)
Bottom
Elevation
(ft)
Maximum
Water
Level (ft)
High Water
Elevation
(ft) Height (ft)
Width x
Length1
(ft) Dia (ft) Material
Year of
Const. Comment
1 San Gabriel SG SG
Behind 1451
Stonebrook St, Azusa
CA
Circular 1.0 675.0 22.0 697.0 24 - 88 Concrete 2014 Partially Buried 2 South Hills West A 1 1020 Glendora Av,
access road Circular 3.0 954.3 15.0 969.3 16 - 179 Welded Steel 1957
3 South Hills West B 1 1020 Glendora Av,
access road Rectangular 7.0 952.8 23.0 975.8 24 180 x 220 - Reinforced Concrete 1975 Partially Buried 4 Sierra Madre A 1 1051 Sierra Madre Ave Circular 4.0 954.6 15.5 970.1 16 - 210 Concrete 1965 5 Goddard A 1 1021 Sierra Madre Ave Circular 3.5 954.6 15.5 970.1 16 - 200 Concrete 2007 Partially Buried 6 Hicrest A 1A Top of Hicrest Rd Circular 0.116 1,109.5 22.0 1,131.5 32 - 30 Welded Steel 2015
7 Hicrest B 1A Top of Hicrest Rd Circular 0.274 1,109.5 22.0 1,131.5 32 - 46 Welded Steel 2015
8 Hook Cyn A 1B North of 701 W. Sierra
Madre Ave Circular 0.325 1,174.5 22.0 1,196.5 24 - 50.5 Welded Steel 2007
9 Hook Cyn B 1B North of 701 W. Sierra
Madre Ave Circular 0.325 1,174.5 22.0 1,196.5 24 - 50.5 Welded Steel 2007
10 Silent Ranch A 1BH1 Southwest of 960 N.

Silent Ranch Dr - 0.01 1964 Hydropneumatic Tank
11 South Hills East A 2 Southwest of 1033 High
Country Dr Circular 2.5 1,065.0 23.0 1,088.0 24 - 136 Concrete 1965 12 Country Club
North A 2 Southeast of 2417 E. Wildwood Canyon Dr Circular 0.688 1,066.0 22.6 1,088.6 32 - 72 Welded Steel 2018
13 Country Club
South B 2 Southeast of 2417 E. Wildwood Canyon Dr Circular 0.688 1,066.0 22.6 1,088.6 24 - 72 Welded Steel 1976
14 Hidden Springs A 2 East of 1239. Saga St Circular 3.5 1,043.8 48.0 1,091.8 48 - 108 Welded Steel 1983
15 Hidden Springs B 2 East of 1239. Saga St Circular 1.25 1,061.0 31.0 1,092.0 32 - 78 Welded Steel 1961
Item #1. Page 142
Meeting Date: 9/12/2023 / Packet Page #: 145

EXISTING SYSTEM
CITY OF GLENDORA 5-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-4 (continued)
Storage Reservoirs
No.

Reservoir
Name ID
Pressure
Zone
Served Location Shape1
Volume
(MG)
Bottom
Elevation
(ft)
Maximum
Water
Level (ft)
High Water
Elevation
(ft) Height (ft)
Width x
Length1
(ft) Dia (ft) Material
Year of
Const. Comment
16 Rainbow A 2H1 North of 940 Rainbow
Dr - 0.0075 Shell Dia. 88" 1953
Hydropneumatic Tank' 75
psi @ 650 max allowable
working pressure
17 Eagle Ridge A 2H2 East of 1534 Eagle
Ridge - 0.003 1988 Hydropneumatic Tank
18 Morgan Ranch A 3 405 Morgan Ranch Rd Rectangular 2.5 1,237.0 28.0 1,265.0 28 109' x 141' - Concrete 1989 Partially Buried 19 Englewild A 3 Northwest of 1155
Englewild Dr Rectangular 2.5 1,237.0 28.0 1,265.0 28 109' x 141' - Concrete 1989 Partially Buried 20 Glencoe A 3A End of Glencoe Heights
Dr Circular 0.0125 1,384.9 23.0 1,407.9 24 - 9.5 Bolted Steel 1985 21 Glencoe B 3A End of Glencoe Heights
Dr Circular 0.125 1,384.9 23.0 1,407.9 24 - 30 Bolted Steel 1986 22 North Glendora B 3A North of 1145 N.

Glendora Ave Circular 0.318 1,385.0 23.0 1,408.0 24 - 48 Bolted Steel 1997 23 Englewild Cyn A 3B End of Englewild Dr Circular 0.01 1,336.0 11.0 1,347.0 12 - 12.8 Welded Steel 1988
24 Englewild Cyn B 3B End of Englewild Dr Circular 0.01 1,336.0 11.0 1,347.0 12 - 12.8 Welded Steel 1988
25 Big Dalton A 3C 2800 Big Dalton
Canyon Rd Circular 0.045 1,324.8 15.0 1,339.8 16 - 22 Bolted Steel 1986 26 Boy Scouts A 3C1 Big Dalton Canyon Rd,
east of Camp Bldg 0.01 1,464.0 9.0 1,473.0 Concrete 1970 Buried 27 Bluebird Hill A 3D West of 1990 Bluebird
Rd Circular 0.0125 1,341.6 23.0 1,364.6 24 - 10 Bolted Steel 1984 28 Bluebird Hill B 3D West of 1990 Bluebird
Rd Circular 0.125 1,341.6 23.0 1,364.6 24 - 30 Welded
Steel 1985
Item #1. Page 143
Meeting Date: 9/12/2023 / Packet Page #: 146

EXISTING SYSTEM
CITY OF GLENDORA 5-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-4 (continued)
Storage Reservoirs
No.

Reservoir
Name ID
Pressure
Zone
Served Location Shape1
Volume
(MG)
Bottom
Elevation
(ft)
Maximum
Water
Level (ft)
High Water
Elevation
(ft) Height (ft)
Width x
Length1
(ft) Dia (ft) Material
Year of
Const. Comment
29 Lower Gordon A 4 Gordon Highlands
Rd/Ferguson Mtwy Circular 0.16 1,490.0 15.0 1,505.0 16 - 44 Welded Steel 2000
30 Lower Gordon B 4 Gordon Highlands
Rd/Ferguson Mtwy Circular 0.16 1,490.0 15.0 1,505.0 16 - 44 Welded Steel 2000
31 Upper Gordon A 4A 627 Gordon Highlands
Rd Circular 0.20 1,681.5 22.0 1,703.5 24 - 40 Welded
Steel 2006
32 Upper Gordon B 4A 627 Gordon Highlands
Rd Circular 0.20 1,681.5 22.0 1,703.5 24 - 40 Welded
Steel 2006
Total Reservoir Capacity 33.85
Item #1. Page 144
Meeting Date: 9/12/2023 / Packet Page #: 147

EXISTING SYSTEM
CITY OF GLENDORA 5-10 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-5
Booster Pump Stations
No. Name Location
Station
As-built
Plan Date
Suction
Zone
Discharge
Zone
Pump
No.

Year
Installed Pump Mfg Pump Model Stages
Suction
Dia (in)
Pump
Type
Capacity
(gpm)
TDH
(ft)
Motor
Mfgr
Motor
RPM HP
Capacity
(gpm)
TDH
(ft)
Test
Date
SG-1 2012 Flowserve 15EHM 4 VT 3,000 370 US Motors 1785 350 3500 315.8 6/7/21 SG-2 2012 Flowserve 15EHM 4 VT 3,000 370 US Motors 1785 350 3380 313.7 6/7/21 SG-3 2012 Flowserve 15EMM 4 VT 2,000 370 Nidec
Motor 1780 250 2280 322.9 6/7/21
SG-4 2012 Flowserve 15EMM 4 VT 2,000 370 Nidec
Motor 1780 250 2280 322.9 6/7/21
SG-5 2012 Flowserve 15EMM 4 VT 2,000 370 Nidec
Motor 1780 250 2260 320.6 6/7/21
B10 1979 Johnston 12CC 6 8 VT 834 298 US Motors 1800 75 800 294.2 7/31/20 B13 1962 Flowserve 10EHM 8 8 VT 700 305 US Motors 1770 75 745 302.6 7/31/20 B14 1962 American-Marsh J-Line 5 8 VT 750 300 US Motors 1780 75 658 298.3 5/17/13 B11 1960 Goulds 14 RJ 2 10 VT 1,400 120 US Motors 1800 60 1260 120.5 7/31/20 B12 1960 Goulds 14 RJ 2 10 VT 1,400 120 US Motors 1800 60 1240 133.2 7/31/20 B20 1976 9 SUB 185 15 - - -
B57 7T 3 5 SUB 180 115 Hitachi 3450 15 - - -
5 Valley Center
1305 E.

Glandstone
Ave
1 2 B21 1982 HC 800 40 - - - no no
B22 2006 Flowserve 14EMM 2 24 VT 1,800 163 US Motors 1785 100 1630 171.3 7/31/20 B23 2006 Flowserve 14EMM 2 24 VT 1,800 163 US Motors 1785 100 1820 157.5 7/31/20 B36 2008 Flowserve 14EMM 2 24 VT 1,800 163 US Motors 1785 100 1760 157.5 7/31/20 B24 1992 Johnston 10EMC 4 VT 500 US Motors 1775 40 458 203.3 5/29/15 B25 1992 Johnston 10EMC 4 VT 500 US Motors 1775 40 468 194 5/29/15 B26 1990 Flowserve 10EML 5 7.375 VT 525 165 Plueger 1750 30 480 164 4/8/22 B27 1989 Flowserve 10EML 5 7.375 VT 525 165 Plueger 1750 30 470 166.3 4/8/22 B29 1983 Flowserve 10EML 5 6 SUB 400 200 Hitachi 1750 30 B41 12DKM 4 SUB 1,120 200 1735 100 550 251.8 4/8/22
yes
Underground
Vault?
no
no
no
no
no
no
no
3 Hidden Springs 2 1051 Sierra
Madre Ave 1
4 Silent Ranch
Southwest of
960 N. Silent
Ranch Dr
9 6 Country Club 1051 Sierra
Madre Ave 1
Glencoe
Across the
street from 653
E. Palm Ave
Pump Data Motor
1 San Gabriel
Behind 1451
Stonebrook St,
Azusa CA
2 Englewild 1 3 1051 Sierra
Madre Ave
7 18610 E.

Hicrest Ave 1990
8 1
3A
1A
2 1BH1
Efficiency Test
Hicrest 1
San
Gabriel
Reservoir
3 1B
no
yes
no
no
no
Portable
Gen Conn
Portable
Gen Conn
701 W. Sierra
Madre Ave
West of 811 N
Grand Ave
1 no
Generator?
North Grand 1B
Item #1. Page 145
Meeting Date: 9/12/2023 / Packet Page #: 148

EXISTING SYSTEM
CITY OF GLENDORA 5-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-5 (continued)
Booster Pump Stations
No. Name Location
Station
As-built
Plan Date
Suction
Zone
Discharge
Zone
Pump
No.

Year
Installed Pump Mfg Pump Model Stages
Suction
Dia (in)
Pump
Type
Capacity
(gpm)
TDH
(ft)
Motor
Mfgr
Motor
RPM HP
Capacity
(gpm)
TDH
(ft)
Test
Date
B30 1977 1 SUB 3,000 Hitachi 1750 75 - - -
B34 HC 1,500 US Motors 40 - - -
11 Dalton
Adjacent 1042
Dalton Springs
Rd
3 3C B31 1965 Flowserve 10E 3 8 SUB 1,100 80 Hitachi 1750 40 - - - no no B32 1980 Byron Jackson 7MQ 7 5 VT 225 160 G.E. 1740 10 110 182.5 7/5/19 B33 1980 7 VT 185 G.E. 1741 10 145 159.4 7/5/19
B42 1987 Byron Jackson 8GH 10 8 VT 375 250 US Motors 1800 30 299 277.2 6/18/15 B43 1987 Byron Jackson 8GH 10 8 VT 375 250 US Motors 1800 30 277 272.6 6/18/15 B44 1989 Peabody Floway JKH 9 6 VT 400
U.S.

Premium
Efficiency
1770 30 290 264.3 7/22/19
B45 1989 Peabody Floway M9MC 7 6 VT 360 262 1770 30 300 264.3 7/22/19 B46 1989 Peabody Floway JKH 9 6 VT 400 1770 30 255 274.7 7/22/19 B47 1988 Layne &
Bowler 8 VT 60 US Motors 1760 3 49 101.2 5/27/14
B48 1988 Layne &
Bowler 8 VT 60 US Motors 1760 3 32 110.9 5/27/14
B49 1989 Byron and
Jackson 8GH 5 6 VT 350 140 US Motors 1770 20 413 149 7/30/14 B50 1989 Byron and
Jackson 8GH 5 6 VT 350 140 General Electric 1770 20 262 145.6 6/16/14 B51 1989 Flowserve 10E 4 6 VT 350 160 US Motors 1770 20 408 144.3 7/30/14 B52 1992 Byron and
Jackson 10MQH 5 6 VT 650 233 US Motors 1780 50 426 251.8 4/12/22 B53 1992 Flowserve 10E 7 6 VT 650 233 US Motors 1780 50 540 263.3 4/11/22 no
no
no
no
no
no
no
Underground
Vault?
10 Amelia MWD/UF 2
Amelia Ave,
south of
Foothill Blvd
14 Morgan Ranch 405 Morgan
Ranch Rd 1987
15 3B Englewild
Canyon
1165 Englewild
Dr
1 1B
2 3
3 4
Rainbow 915 N.

Rainbow Dr 2
Blue Bird
Southwest
corner of
Sierra Madre
Ave and
1980 3 3D
1988
2H1
Pump Data Motor
16 East of 1534
Eagle Ridge 1988
17 Hook Canyon 701 Sierra
Madre Ave
Eagle Ridge 2H2
no
no
Portable
Gen Conn
no
no
Portable
Gen Conn
Generator?
Portable
Gen Conn
12 13
Efficiency Test
Item #1. Page 146
Meeting Date: 9/12/2023 / Packet Page #: 149

EXISTING SYSTEM
CITY OF GLENDORA 5-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 5-5 (continued)
Booster Pump Stations
No. Name Location
Station
As-built
Plan Date
Suction
Zone
Discharge
Zone
Pump
No.

Year
Installed Pump Mfg Pump Model Stages
Suction
Dia (in)
Pump
Type
Capacity
(gpm)
TDH
(ft)
Motor
Mfgr
Motor
RPM HP
Capacity
(gpm)
TDH
(ft)
Test
Date
18 Boy Scout
2800 Big
Dalton Canyon
Rd
3C 3C1 B56 1977 HC 15 2 - - - no no
B58 2010 Flowserve 10EML 6 6 VT 450 240 US Motors 1800 40 468 238.9 4/24/18 B59 2007 Flowserve 10EML 6 6 VT 450 240 US Motors 1760 40 435 219.5 4/24/18 B60 2009 Flowserve 12EML 3 6 VT 750 189 US Motors 1775 50 687 201 4/12/22 B61 2009 Flowserve 12EML 3 6 VT 750 189 US Motors 1780 50 643 198.7 4/12/22 B62 2009 Flowserve 12EML 3 6 VT 750 189 US Motors 1775 50 700 196.4 4/12/22 HC = Horizontal Centrifugal SUB = Submersible
VT = Vertical Turbine
Pump Data Motor Efficiency Test
Generator?
Underground
Vault?
yes
19 Gordon no
Gordon
Highland
Rd/Ferguson
Mtwy
4 20 Greencroft 3 Adjacent 246
Greencroft Ave 2
4A
no
no
Item #1. Page 147
Meeting Date: 9/12/2023 / Packet Page #: 150

EXISTING SYSTEM
CITY OF GLENDORA 5-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
5-7 Pressure Regulating Stations
The City’s water system consists of three (3) pressure regulating stations as listed in Table 5-6. PRS2 is regularly operating to feed lower pressure Zone 1RA from pressure Zone 1. The other two facilities normally remain closed.

Table 5-6
Pressure Regulating Stations
5-8 Imported Water Connections
The City has access to imported water through the four (4) connections listed in Table 5-7. 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.

Table 5-7
Imported Water Connections
5-9 Emergency Connections
The City’s water system has four (4) emergency connections with neighboring cities or water utilities.

Table 5-8
Emergency Connections
ID Location
Size
(in)
High
Pressure
Zone
Low
Pressure
Zone
PRS1 Gladstone St east of Barranca Ave 1 1RB
PRS2 Grand Ave south of Carson Dr 1 1RA
PRS3 Gladstone St east of Valley Center Dr 2 1
Name Location Status Zone
Minimum
Capacity
(cfs)
Maximum
Capacity
(cfs)
PM-6 Sierra Madre Ave, east of Little Dalton Wash Active 1 1.5 15 PM-18 Amelia Ave, south of Foothill Blvd Active 2 1.0 10 PM-23 Sierra Madre Ave, east of Wabash Ave Active 1 1.5 15 CIC Arrow Hwy, btw Grand Ave and Glendora Ave Active 1 3.3 Three Valleys Municipal Water District (TVMWD) / MWD Upper Feeder Covina Irrigating Company (CIC)
Agency Location Size (in) Direction of Flow
Suburban Water Systems Bonita Dr east of Barranca Ave 8 To the City Suburban Water Systems Foothill Blvd west of Grand Ave 8 To Other Agency Golden State Water Company Amelia Ave north of E Baseline Rd 12 To Other Agency City of Azusa Barranca Ave south of Gladstone St - To Other Agency Item #1. Page 148
Meeting Date: 9/12/2023 / Packet Page #: 151
CITY OF GLENDORA 6-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 6

PERFORMANCE EVALUATION CRITERIA
6-1 General
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 Glendora’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 is summarized in Table 6-1.

Table 6-1
Performance Evaluation Criteria
Item Description Criteria
Existing
Requirement
Future
Requirement
1 Source of Supply Maximum Day Demand from
Groundwater Sources 13.27 mgd 13.57 mgd
a. Operational Storage 30% of Maximum Day Demand 3.98 MG 4.07 MG b. Emergency Storage 100% Average Day Demand 9.28 MG 9.49 MG c. Fire Suppression Storage Highest Fire Flow Requirement Single Family Residential 1,250 gpm for 2 hours 0.15 MG 0.15 MG Single Family Residential
with Hillside Exposure 2,500 gpm for 2 hours 0.30 MG 0.30 MG Multi-Family Residential 2,500 gpm for 2 hours 0.30 MG 0.30 MG Commercial 3,500 gpm for 3 hours 0.63 MG 0.63 MG
Industrial 4,000 gpm for 4 hours 0.96 MG 0.96 MG
2 Flow meters, discharge pressure gauges, and telemetry equipment for alarm and status notification at each site.

Wells
Casing and screen sizing should meet maximum velocity
requirements
3 Item #1. Page 149
Meeting Date: 9/12/2023 / Packet Page #: 152

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 6-1 (Continued)
Performance Evaluation Criteria
Item Description Criteria
Existing
Requirement
Future
Requirement
6 Dynamic Pressures
7 Minimum Pipe Size (New Mains
and Replacement Mains)
Single Family Residential
Single Family Residential with
Hillside Exposure (located
within LA County Very High Fire
Hazard Severity Zone)
Multi-Family Residential
Commercial
School
Industrial/Manufacturing
1 Fire flow demand must be maintained with 20 psi minimum pressure at the fire hydrant outlet. 7 fps at Maximum Day and Peak Hour Demand
10 fps at Maximum Day plus Fire Flow Demand
Flow meters, suction and discharge pressure gauges, and telemetry Provisions for emergency power at all stations
4,000 gpm for 4 hours
3,500 gpm for 3 hours
1,500 gpm for 2 hours
2,500 gpm for 2 hours
2,500 gpm for 2 hours
3,500 gpm for 3 hours
Stand-by pump equal in size to the largest duty pump
Minimum 40 psi during Maximum Day and Peak Hour Demand
8-inch to the last hydrant
For open zones that do not have sufficient fire demand storage, the pump capacity into the zone must meet maximum day plus fire demands for the zone itself as well as any zones it provides water to. Well supply and imported water directly supplying the zone can be included in the pump capacity.
9 Maximum Velocities
Fire Flow Demand and
Pressures1
For closed zones, the pump capacity into the zone must meet maximum day plus fire demands or peak hour demands, whichever is greater. A separate fire pump can be installed to meet the fire flow requirements.

Maximum 80 psi
8 Minimum 40 psi
5 Static Pressures Desired 50-70 psi
4 Booster Pump Stations
For open zones with sufficient fire demand storage, the pump capacity into the zone must meet maximum day demands for the zone itself as well as any zones it provides water to. Well supply and imported water directly supplying the zone can be included in the pump capacity.

Item #1. Page 150
Meeting Date: 9/12/2023 / Packet Page #: 153

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
6-2 Source of Supply
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 secure water supplies from multiple sources so that demands can be met at reasonable levels when one or more water sources are not available.

California Code of Regulations Related to Drinking Water require 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. Whenever possible, 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 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, but it is recommended that wells be equipped with permanent generators or portable generator connections. One maximum day demand (MDD) of imported water capacity is more than sufficient.
6-3 Storage
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. 6-3.1 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 capacity of 7,154 gpm is based on the largest capacity well (Well 12) being out of service.

The maximum day demand (MDD) is 9,213 gpm or 13.27 mgd. The operational storage needed is calculated to be 3.9 million gallons. This is about 28.5 percent of the maximum day demand.

Therefore, for planning purposes, the operational storage criteria is conservatively set at 30 percent of the maximum day demand.

Item #1. Page 151
Meeting Date: 9/12/2023 / Packet Page #: 154

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 6-1
Maximum Day Supply and Demand
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
14,000
15,000
16,000
17,000
18,000
12:00 AM
1:00 AM
2:00 AM3:00 AM4:00 AM
5:00 AM
6:00 AM7:00 AM8:00 AM9:00 AM
10:00 AM11:00 AM12:00 PM
1:00 PM
2:00 PM
3:00 PM4:00 PM5:00 PM
6:00 PM7:00 PM
8:00 PM9:00 PM
10:00 PM11:00 PM12:00 AM
Demand (gpm)
Time
Existing Maximum Day System Demand (gpm)
Supply from Wells without largest Well 12 (7,154 gpm)
Item #1. Page 152
Meeting Date: 9/12/2023 / Packet Page #: 155

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
6-3.2 Emergency Storage
Emergency storage is used in the event of an interruption in the primary water supply source. It is assumed that most outages can be mitigated within 7 days. Accordingly, many agencies that depend solely on imported water utilize 7 average days of storage as their emergency storage criterion. 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.

The City of Glendora’s emergency storage volume can be reduced by the actual production capacity of its wells. The only requirement would be that the facilities be capable of pumping the water needed during an emergency from the wells to the higher zones. Since the City’s well capacity of 7,545 gpm exceeds the existing average day demand (6,442 gpm), the emergency storage criteria is set to one average day demand.

Operational and fire storage shall be available for each individual zone while emergency storage shall be available system-wide. Again, the only the requirement is that the facilities are capable of moving the water needed during an emergency, from the location of the storage to all other zones. 6-3.3 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. 6-4 Wells
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 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 switched 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.

Item #1. Page 153
Meeting Date: 9/12/2023 / Packet Page #: 156

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
6-5 Booster Pump Stations
For open zones with sufficient fire demand storage, the pump capacity into the zone must meet the maximum day demands for the zone itself and any other zones it provides water to. Well supply and imported water directly supplying the zone can be included in the pump capacity.

For open zones that do not have sufficient fire demand storage, the pump capacity into the zone must meet maximum day plus fire demands for the zone itself as well as any zones it provides water to.

Well supply and imported water directly supplying the zone can be included in the pump capacity.

Preliminary design reports (PDR) should be developed prior to the design and construction of a new pump station or an upgrade to a pump station. At a minimum, the PDR should address pump station location, system hydraulics, demands and pressures, pump selections, design criteria, equipment selection, construction issues, cost estimates, and scheduling. The pump station firm capacity, number of pumps, and type of pumps should also be evaluated and determined during the development of the PDR.

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.
6-6 System Pressures
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.

Item #1. Page 154
Meeting Date: 9/12/2023 / Packet Page #: 157

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
6-7 Transmission and Distribution System Pipelines
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 any waterline replacement/upgrade projects.
6-8 Fire Suppression
The City of Glendora has adopted the California Fire Code, 2019 Edition per the Glendora, California Municipal Code Section 18.04.010. 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 Hydrant Location Criteria
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.

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)
Single Family Residential 1,500 2 20 1 500 250
Single Family Residential with Hillside
Exposure (located within LA County
Very High Fire Hazard Severity Zone)
2,500 2 20 3 450 225
MultiFamily Residential 2,500 2 20 3 450 225
Commercial 3,500 3 20 4 350 210
School 3,500 3 20 4 350 210
Industrial 4,000 4 20 4 350 210
Item #1. Page 155
Meeting Date: 9/12/2023 / Packet Page #: 158

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
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.

Table 6-3
Minimum Required Fire Flow and Flow Duration for Buildings Type IA and IBb Type IIA and IIIAb Type IV and V-Ab Type IIB and IIIBb Type V-Bb 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 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 3,500 112,701-128,700 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 4,500 183,401-203,700 103,101-114,600 66,001-73,300 47,701-53,000 29,301-32,600 4,750 203,701-225,200 114,601-126,700 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 5,250 247,701-271,200 139,401-152,600 89,201-97,700 65,401-70,600 39,601-43,400 5,500 271,201-295,900 152,601-166,500 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 - - 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 74,601-79,800 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 III = 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
3 4
Fire Flow Calculation Area (sq. ft.) Fire Flow
(gpm)c
Flow
Duration
(hrs)
2 Item #1. Page 156
Meeting Date: 9/12/2023 / Packet Page #: 159

PERFORMANCE EVALUATION CRITERIA
CITY OF GLENDORA 6-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
6-9 Service Life of Facilities
All facilities have useful lives for which relatively trouble-free service can be expected. Once exceeded, these facilities become less reliable, expensive to maintain and are subject to failure.

Therefore, facility age is considered in the assessment of all water systems and in formulating future replacement projects.

The determination of the useful life is dependent upon multiple considerations. Table 6-4 shows the useful lives that are generally accepted as prudent planning criteria. They shall be one of the considerations in determining the phasing of facility replacement.

Table 6-4
Planning Criteria for Facility Useful Life
Useful Life
(Years)
40 50
50 50
50 35
Structure 50
Piping 40
Valves 20
Mechanical 15
Electrical 15
Well Casing 20 - 60
Pump Stations / Wells / Treatment Facilities
Cast Iron and Steel Pipe (Lining or coating of
non-current practice)
Facility
Steel Reservoirs
Concrete Reservoirs
Lines and Coated Ductile Iron / Steel Pipe
PVC Pipe
Asbestos Cement Pipe
Item #1. Page 157
Meeting Date: 9/12/2023 / Packet Page #: 160
CITY OF GLENDORA 7-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 7

HYDRAULIC MODEL
7-1 General
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. Utilize the City’s existing hydraulic model which was updated in 2017 as the basis for the model geometry

2. Update pipeline geometry through review of as-built plans, atlas sheets and discussions with engineering and operations staff

3. Verify and complete pipe information (pressure zone, diameter, length, roughness)

4. Verify and complete junction information (pressure zone, elevations)

5. Add detailed facility data (wells, pump stations, reservoirs, and imported water connections)

6. Add facility information (dimensions and water level for tanks, pump curves for booster pumps and wells, and aquifer levels for well pump suction levels)

7. Determine and assign demands to model junctions

8. Develop and assign diurnal demand curves to model junctions

9. Assign controls to facilities (pump start and stop conditions, imported water connection settings)
The City’s existing hydraulic model was used as the basis of the geometry of the model. As-built plans were used to add the pipes constructed since the model was last updated in 2017. 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 publicly available 2015-2016 LARIAC Lidar DEM data for the Los Angeles Region.
7-2 Demand Distribution
7-2.1 Existing Demands
The City provided water billing data with coordinates for each service meter. The meter locations were plotted in GIS and service laterals were created to connect the meter points 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
Item #1. Page 158
Meeting Date: 9/12/2023 / Packet Page #: 161

HYDRAULIC MODEL
CITY OF GLENDORA 7-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The existing demand distribution was based upon water meter data provided for January 2020 through December 2021. 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: Residential – Single Family
 Demand Type 2: Residential - Multi
 Demand Type 3: Future Customers
 Demand Type 4: Commercial
 Demand Type 5: Irrigation
 Demand Type 6: Government
 Demand Type 7: Golf
 Demand Type 8: Undetermined (User Type “#NA” in consumption data)  Demand Type 9: Institution
 Demand Type 10: High Water Users
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 4-6. The calculated demands, shown in Table 4-7, were then input manually into the model at appropriate model junctions. 7-3 Diurnal Curves
The developed diurnal demand curves discussed in Section 4-3.3 were specified at each node. 7-4 Model Scenarios
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.

Item #1. Page 159
Meeting Date: 9/12/2023 / Packet Page #: 162

HYDRAULIC MODEL
CITY OF GLENDORA 7-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 7-1
Existing Model Scenarios and Data Sets
Table 7-2
Future Model Scenarios and Data Sets
Average Day
Demand Scenario
(EXISTING_AVGDAY)
Maximum Day
Demand Scenario
(EXISTING_MAXDAY)
Maximum Day Demand
Plus Fire Flow Scenario
(FF_EX_MAXDAY, global)
Maximum Day Demand
Scenario plus Multi-Fire
Flow Scenario
(FF_MULTI_EX_MAYDAY)
Maximum Day Demand
Scenario with Fire
Improvements
(IMPROVE_FF_EX_MAXDAY)
Demand Set CALIBRATION_DAY EXISTING_AVGDAY EXISTING_MAXDAY EXISTING_AVGDAY EXISTING_MAXDAY EXISTING_AVGDAY Tank Set BASE BASE BASE BASE BASE BASE
Reservoir Set BASE BASE BASE BASE BASE BASE
Pump Set BASE BASE BASE BASE BASE BASE
Pipe Set BASE BASE BASE BASE BASE BASE
Valve Set BASE BASE BASE BASE BASE BASE
Control Set BASE EXISTING EXISTING EXISTING EXISTING IMPROVE_EXISTING Logical Set BASE EXISTING EXISTING EXISTING EXISTING EXISTING Facilty Set CALIBRATION_EXISTING EXISTING EXISTING EXISTING EXISTING FF_IMPROVE_EXIST_MAXDAY Data Set
Calibration Day
Scenario
(CALIBRATION)
Existing Scenarios
Minimum Month
(FUTURE_MINDAY)
Maximum Day
Fire Flow Global
(FUTURE_ MAXDAY)
Demand Set FUTURE_ MINDAY FUTURE_ MAXDAY
Tank Set BASE BASE
Reservoir Set BASE BASE
Pump Set BASE BASE
Pipe Set BASE BASE
Valve Set BASE BASE
Control Set FUTURE FUTURE
Fireflow Set BASE GLOBAL_FF
Logical Set FUTURE FUTURE
Facilty Set FUTURE FUTURE
Data Set
Future Scenarios
Item #1. Page 160
Meeting Date: 9/12/2023 / Packet Page #: 163

HYDRAULIC MODEL
CITY OF GLENDORA 7-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
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).

4. Existing Maximum Day Fire flow Global (FF_EX_MAXDAY)

5. Existing Maximum Day Fire flow using multiple hydrants (FF_MUTI_EX_MAXDAY) This scenario was utilized for running fire flow analysis at multiple fire hydrants at the same time in select areas where the analysis didn’t meet the fire criteria using just one hydrant.

6. Existing Maximum Day Fire flow using multiple hydrants including hydraulic improvements (IMPROVE_FF_EX_MAXDAY)

7. Future Maximum Day Demand Scenario (FUT_MAXDAY)

8. Future Minimum Day Demand Scenario (FUT_MINDAY)
The aforementioned scenarios were 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 7-5 Facility Model Characteristics and Control Settings 7-5.1 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. For reference, the previously used reservoir names are included in the model as information in the Description field. 7-5.2 Wells
The City’s water system currently has eight (8) active wells. Four are located at the San Gabriel facility in the City of Azusa. Four are located within the system and pump water to the City’s water yard which is the site of the Sierra Madre and Goddard Reservoirs (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 were based on the June 2022 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.
7-5.3 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.

Item #1. Page 161
Meeting Date: 9/12/2023 / Packet Page #: 164

HYDRAULIC MODEL
CITY OF GLENDORA 7-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 7-3
Storage Reservoir Characteristics
1 San Gabriel SANGABRIELTANK 675.0 0: Cylindrical 88 1.0 22.0 13.6 1 South Hills West A A_W_SOUTHHILLS 954.3 0: Cylindrical 179 5.0 15.0 9.3 1 b
South Hills West B B_W_SOUTHHILLS 952.8 0: Cylindrical 224.54 5.0 23.0 11.3 1 Sierra Madre A A_SIERRAMADRE 954.6 0: Cylindrical 210 5.0 15.6 11.3 1 Goddard A A_GODDARD 954.6 0: Cylindrical 200 5.0 15.5 10.6 1A c
Hicrest A and B HICREST 1109.5 0: Cylindrical 54.92 5.0 22.0 10.2 1B Hook Canyon A A_HOOKCNYN 1174.5 0: Cylindrical 50.5 5.0 22.0 9.9 1B Hook Canyon B B_HOOKCNYN 1174.5 0: Cylindrical 50.5 5.0 22.0 10.4 1BH1 d
Silent Ranch A A_SILENTRANCH 1123.0 0: Cylindrical 3.37 104.0 254.1 200.0 2 Hidden Springs A A_HIDDENSPRNGS 1047.5a 0: Cylindrical 108 5.0 48.0 31.4 2 Hidden Springs B B_HIDDENSPRNGS 1063.0a 0: Cylindrical 78 5.0 31.0 15.8 2 South Hills East A A_E_SOUTHHILLS 1065.0 0: Cylindrical 136 5.0 23.0 16.1 2 Country Club A (north) A_COUNTRYCLB 1066.0 0: Cylindrical 72 5.0 22.0 16.6 2 Country Club B (south) B_COUNTRYCLB 1066.0 0: Cylindrical 72 5.0 22.0 16.7 2H1 d
Rainbow A A_RAINBOW 1200.0 0: Cylindrical 3.98 34.7 115.5 100.0 2H2 d
Eagle Ridge A A_EAGLERIDGE 1012.0 0: Cylindrical 4.7 184.8 207.9 190.0 3 b
Morgan Ranch A A_MORGNRANCH 1237.0 0: Cylindrical 139.89 5.0 28.0 18.4 3 b
Englewild A A_ENGLEWILD 1237.0 0: Cylindrical 139.89 5.0 28.0 18.0 3A c
Glencoe A and B GLENCOE 1384.9 0: Cylindrical 31.47 5.0 23.0 13.6 3A North Glendora B B_NORTHGLEN 1385.0 0: Cylindrical 48 5.0 23.0 11.6 3A c
Englewild Canyon A and B ENGLEWILDCNYN 1336.5 0: Cylindrical 18.1 5.0 11.0 7.8 3C Big Dalton A A_BIGDALTON 1324.8 0: Cylindrical 22 5.0 20.0 10.9 3D c
Bluebird A and B BLUEBIRD 1341.6 0: Cylindrical 31.62 5.0 23.0 12.6 4 c
Lower Gordon A and B LOWERGORDON 1490.0 0: Cylindrical 61.16 5.0 15.0 10.1 4A c
Upper Gordon A and B UPPERGORDON 1681.5 0: Cylindrical 56.57 5.0 22.0 11.7 a The Hidden Springs Reservoir elevations were slightly adjusted to match SCADA water levels b A circular reservoir with an equivalent diameter was used to represent the existing rectangular reservoir c The existing two small reservoirs were combined into one with an equivalent diameter d This is a hydropneumatic tank
Model
Tank
Minimum
Level (ft)
Model
Tank
Maximum
Level (ft)
Existing and Future
Conditions Initial
Tank Level (ft)
Model
Tank
Diameter
(ft)
Pressure
Zone Reservoir Name
Bottom
Elevation
(ft)
Model Tank
New Model ID Type
Item #1. Page 162
Meeting Date: 9/12/2023 / Packet Page #: 165

HYDRAULIC MODEL
CITY OF GLENDORA 7-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 7-4
Well Pump Control Settings
Reference
Reservoir Action
If
Reference
Reservoir
is
Level
(ft)
closed above 12.7
open below 9.5
closed above 17.25
open below 14.25
Open above 17
open below 14
closed above 17.25
open below 14.75
closed above 12
open below 9.2
closed above 11
open below 9
closed above 17.25
open below 13.5
closed above 12.5
open below 9.4
A_SIERRAMADRE

SANGABRIELTANK

SANGABRIELTANK
WELL8 WELL8

SANGABRIELTANK
WELL5 WELL5
WELL2 WELL2
WELL12 WELL12
SG 683.62 WELL9 WELL9
A_SIERRAMADRE
A_SIERRAMADRE
964.42 A_SIERRAMADRE
a VFD is simulated using additional controls to vary the pump settings based on different levels in the San Gabriel Reservoir b Well 12 is modeled as a constant speed pump
Well 9
Well 11
Well
Name
Pressure
Zone
Groundwater
Pumping
Elevation (ft)
Well 5a SG 668.27
Well 2 1 968.36
Well 8
WELL13 WELL13
SG 683.63
1 910.65
1 870.84 WELL11
WELL10 WELL10
WELL11
Well 13
Existing and Future Conditions Settings
Model Pump ID
Well 12b SG 683
Model Pump Curve ID
Well 10 1
Item #1. Page 163
Meeting Date: 9/12/2023 / Packet Page #: 166

HYDRAULIC MODEL
CITY OF GLENDORA 7-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 7-5
Booster Pump Station Sequencing Controls
Reference
Reservoir Action
If
Reference
Reservoir
Level is
Level
(ft)
close above 20.5
open below 14.0
close above 20.5
open below 15.0
close above 20.0
open below 14.5
close above 38.0
open below 27.0
close above 37.0
open below 28.0
close above 18.0
open below 8.5
close above 19.0
open below 9.5
close above 9.5
open below 8.0
close above 18.0
open below 8.0
close above 18.0
open below 9.0
close above 20.0
open below 9.5
close above 20.0
open below 8.5
close above 16.0
open below 8.0
close above 18.0
open below 9.5
close above 13.0
open below 5.5
close above 18.0
open below 9.0
close above 18.0
open below 8.5

GLENCOE

GLENCOE
A_HOOKCNYN
A_HOOKCNYN
A_BIGDALTON

BLUEBIRD

BLUEBIRD
A_RAINBOW
A_HIDDENSPRNGS
A_HIDDENSPRNGS
A_SILENTRANCH
A_SILENTRANCH
A_COUNTRYCLB
A_COUNTRYCLB
A_COUNTRYCLB

HICREST

HICREST
Only one pump used at
Silent Ranch PS at any
time
Only one pump used at
Rainbow PS at any time
Set to maintain system
pressures between 45-87
psi (104-200 ft)
Silent Ranch Pump 1 B20 B20_SILENT_RANCH
North Grand Pump 2 B41 B41_NORTH_GRAND
Silent Ranch Pump 2 B57 B57_SILENT_RANCH
Rainbow Pump 1 B42 B42_RAINBOW
B11
Dalton Pump B31 B31_DALTON
B33 B33_BLUE_BIRD
Blue Bird Pump 1 B32 B32_BLUE_BIRD
Blue Bird Pump 2
Glencoe Pump 2 B27 B27_GLENCOE
Glencoe Pump 1 B26 B26_GLENCOE
North Grand Pump 1 B29 B29_NORTH_GRAND
Englewild Pump 3 B14
Hidden Springs Pump 2 B12 B12_HIDDEN_SPRINGS
B11_HIDDEN_SPRINGS
Booster Pump Name
Model
Pump
ID Model Pump Curve ID
Existing and Future Condition Settings
Englewild Pump 1 B10 B10_ENGLEWILD
Englewild Pump 2 B13 B13_ENGLEWILD
Hidden Springs Pump 1

ENGLEWILDCNYN

ENGLEWILDCNYN
Hicrest Pump 1 B24 B24_HICREST
Country Club Pump 3 B36 B36_SIERRA_MADRE
Hicrest Pump 2 B25
B14_ENGLEWILD
B25_HICREST
Country Club Pump 2 B23 B23_SIERRA_MADRE
Country Club Pump 1 B22 B22_SIERRA_MADRE
Item #1. Page 164
Meeting Date: 9/12/2023 / Packet Page #: 167

HYDRAULIC MODEL
CITY OF GLENDORA 7-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 7-5 (Continued)
Booster Pump Station Sequencing Controls
Reference
Reservoir Action
If
Reference
Reservoir
Level is
Level
(ft)
close above 13.0
open below 8.0
close above 13.0
open below 8.0
close above 12.0
open below 7.0
close above 9.0
open below 5.0
close above 8.0
open below 4.5
close above 18.0
open below 9.0
close above 18.0
open below 8.5
close above 18.0
open below 8.0
close above 18.0
open below 9.5
close above 21.0
open below 16.0
close above 21.0
open below 16.0
close above 20.0
open below 15.0
close above 13.5
open below 10.0
close above 13.5
open below 8.0
close above 13.5
open below 9.8
close above 13.0
open below 9.9
close above 13.5
open below 7.0

UPPERGORDON
A_MORGNRANCH
A_MORGNRANCH
A_MORGNRANCH
A_SIERRAMADRE
A_SIERRAMADRE
A_SIERRAMADRE
A_SIERRAMADRE
A_SIERRAMADRE
A_RAINBOW
Set to maintain system
pressures between 80-90
psi (head = 185-206 ft)
Englewild Canyon Pump 1 B47 B47_ENGLEWILD_CANYON
Englewild Canyon Pump 2 B48 B48_ENGLEWILD_CANYON
Booster Pump Name
Model
Pump
ID
Only one pump used at
Eagle Ridge PS at any time
Set to maintain system
pressures between 15-50
psi (35-116 ft)
Model Pump Curve ID
Existing and Future Condition Settings

LOWERGORDON

ENGLEWILDCNYN

ENGLEWILDCNYN
A_EAGLERIDGE
A_EAGLERIDGE
A_EAGLERIDGE
A_HOOKCNYN
A_HOOKCNYN

UPPERGORDON
Rainbow Pump 2 B43 B43_RAINBOW
San Gabriel Pump 3a
San Gabriel Pump 5 SG-5 SG_B5
a To simulate the VFD, additoinal controls are used to adjust the pump setting when a third pump is on or off SG-3 SG_B3
San Gabriel Pump 4 SG-4 SG_B4
San Gabriel Pump 1 SG-1 SG_B1
San Gabriel Pump 2 SG-2 SG_B2
Greencroft Pump 2 B61 B61_GREENCROFT
Greencroft Pump 3 B62 B62_GREENCROFT
Gordon Pump 2 B59 B59_GORDON
Greencroft Pump 1 B60 B60_GREENCROFT
Hook Canyon Pump 2 B53 B53_HOOK_CANYON
Gordon Pump 1 B58 B58_GORDON
Eagle Ridge Pump 3 B51 B51_EAGLE_RIDGE
Hook Canyon Pump 1 B52 B52_HOOK_CANYON
Eagle Ridge Pump 1 B49 B49_EAGLE_RIDGE
Eagle Ridge Pump 2 B50 B50_EAGLE_RIDGE
Morgan Ranch Pump 2 B45 B45_MORGAN_RANCH
Morgan Ranch Pump 3 B46 B46_MORGAN_RANCH
Morgan Ranch Pump 1 B44 B44_MORGAN_RANCH
Item #1. Page 165
Meeting Date: 9/12/2023 / Packet Page #: 168

HYDRAULIC MODEL
CITY OF GLENDORA 7-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
7-5.4 Imported Water Connections
Imported water connections were input in the model, but are generally only used in max day demand periods. The settings shown in Table 7-6.

Table 7-6
Imported Water Connection Controls
7-6 Friction Factors
The pipeline friction factors used in the hydraulic model are shown in Table 7-7. 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.

ID
To
Zone Model ID All Scenarios
PM-6 1 - Not used
PM-18 2 B30 and B34 Pumps about 1500 gpm when the Reservoir 2C level falls below 8 feet, and turns off when Reservoir 2C level rises above 14 feet PM-23 1 - Not used
Pipe
Diameter
Pipe Roughness
Coefficient
4-inch 100
6-inch 120
8-10 inch 130
12-16 inch 140
18-30 inch 145
Table 7-7
Pipe Roughness Coefficients
Item #1. Page 166
Meeting Date: 9/12/2023 / Packet Page #: 169
CITY OF GLENDORA 8-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 8

MODEL CALIBRATION
8-1 General
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
8-2 Supervisory Control and Data Acquisition (SCADA) Data Supervisory Control and Data Acquisition (SCADA) information was collected from May 25, 2022 through June 15, 2022 and used in calibrating the 24-hour extended period simulation. The following data was provided in 1 minute intervals.
 Reservoirs - water levels
 Well Pumps - flows
 Booster Pumps – flows
 Imported Water Connections – flows
 Pressures:
a. Hicrest Booster Pump Station discharge pressure
b. San Gabriel Booster Pump Station discharge pressure
c. Silent Ranch Booster Pump Station suction and discharge pressures d. Eagle Ridge Booster Pump Station suction and discharge pressures e. Englewild Booster Pump B13 discharge pressure
8-3 Field Collected Data
In addition to the data available via the SCADA system, pressure data was collected in the field by installing pressure data loggers on twenty-eight (28) 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. Some locations were specifically selected near pump stations where pressures were not collected through the SCADA system.

The Englewild Canyon Reservoir levels are currently not collected in SCADA. Therefore, a water level data logger was installed in one of the reservoirs to record reservoir levels during the calibration period.

Item #1. Page 167
Meeting Date: 9/12/2023 / Packet Page #: 170
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$+
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$+ $+
$+
$+
$+
$+
$+
$+
$+
$+
$+
$+
$+
$+
$+
Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
6 5
4 8
9 3
1 2
7 25
26 28
27 11
19 22
17 23
21 16
20 18 15
14 10
13 12
24 PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Pressure Data Logger Locations
Figure 8-1
³
0 1,100 2,200 4,400
Feet
Legend
Water Pipes
$+ Pressure Data Logger Location
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H1
Zone 2H2
Zone 3
Zone 3A
Zone 3B
Zone 3C
Zone 3C1
Zone 3D
Zone 4
Zone 4A
City Boundary
Item #1. Page 168
Meeting Date: 9/12/2023 / Packet Page #: 171

MODEL CALIBRATION
CITY OF GLENDORA 8-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Pump station flows throughout Glendora’s water system are not recorded in the SCADA system. For the calibration period, Meter Master equipment was installed on select flow meters at the following locations:
 Englewild Booster Pump Station, flow meter for Pump B10  Hidden Springs Booster Pump Station, combined meter for Pumps B11 and B12  Glencoe Booster Pump Station, combined meter for Pumps B26 and B27  North Grand Booster Pump Station, flow meter for Pump B41  Hook Canyon Booster Pump Station, flow meter for Pump B52  Hook Canyon Booster Pump Station, flow meter for Pump B53  Englewild Canyon Booster Pump Station, combined meter for Pumps B47 and B48 It was requested that Pump B14 at the Englewild Booster Pump Station not be operated during normal system demands, because there isn’t any power at the site to connect Meter Master equipment and monitor the flows through the pump. It was also requested that City staff log daily flows at pump stations during the calibration period. Flow logs were provided for Hook Canyon, Hidden Springs, Englewild, Eagle Ridge, and North Grand Booster Pump Stations. 8-4 Calibration Period
The calibration period, the time period in which SCADA data and pressure data was collected in the field, was from May 25, 2022 to June 15, 2022. A 24-hour period was selected to represent normal demand and operating conditions during the calibration period. “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. The calibration day was selected to be June 7, 2022.
8-5 Demand Allocation
Demand allocation for the calibration scenario was based on the average distribution represented by the water billing data during the period January 2020 through December 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. 8-6 Zonal Diurnal Curves
Diurnal patterns were created for the major zones (i.e. Zone 1, Zone 2, and Zone 3). The smaller zones that are supplied water by Zones 1, 2, and 3 were included in the calculation of the overall diurnal pattern for that zone.

Water usage within each zone were determined based upon data collected from the City’s SCADA system during the calibration period. The flow from the wells, pump stations, and imported water connections, and water levels in the reservoir were utilized in calculating the total amount of water used in each zone in 15-minute increments.

The three major zonal diurnal demand curves, shown on Figure 8-2, are grouped as follows:

1. The demands in Zone 1, 1A, 1B, and 1BH1 are grouped and assigned the same diurnal demand curve.

Item #1. Page 169
Meeting Date: 9/12/2023 / Packet Page #: 172

MODEL CALIBRATION
CITY OF GLENDORA 8-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

2. The demands in Zone 2, 2H1, and 2H2 are grouped and assigned the same diurnal demand curve.

3. The demands in Zone 3, 3A, 3B, 3C, 3C1, 3D, 4, and 4A are grouped and assigned the same diurnal demand curve.

Figure 8-2
Diurnal Demand Curves
High water users (HWUs), listed in Table 8-1, were identified based on monthly billing data for June 2021. Some customers in smaller zones that account for a large percentage of the water use within the zone were also identified. The water use of these customers were removed from the diurnal pattern calculations and then individual diurnal patterns were developed for each of these customers using the City’s Advanced Metering Instrumentation (AMI) data.

The AMI data for customers in Zone 1RA and Zone 1RB was utilized to develop separate diurnal patterns for those two small zones.

Item #1. Page 170
Meeting Date: 9/12/2023 / Packet Page #: 173

MODEL CALIBRATION
CITY OF GLENDORA 8-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 8-1
High Water Users
8-7 Wells
The City records static water levels and pumping water levels monthly at each well. The groundwater elevation at each well was calculated by subtracting the pumping water level from the ground surface elevation and input into the hydraulic model. The well flows for the calibration period are shown in Appendix 8-1.

For most wells, an on/off pattern was used to turn the well on and off by time and the adjusted pump curves for each well were utilized to determine the flows. For Well 5 and Well 12, a flow pattern was used to simulate the actual flow produced from these wells during calibration period. This is due to the fact that the model cannot simulate the VFD controls of these wells, hindering the ability to use controls or on/off patterns to calibrate these facilities.

No
Customer ID
(SDP) Customer Name
Average
Demand
June 2022
(gpm)
Average
Demand
June 7, 2022
(gpm) Zone
1 84873265 Glendora Country Club 196.3 226.1 3
2 81664777 Glendora High School 56.7 69.8 2
3 89367861 Goddard Middle School 49.1 40.9 3
4 74922279 Glenn Oaks Golf Course 37.4 27.6 1
5 81664757 Grand Terrace Apartments 22.3 25.0 1
6 74872739 Williams Educational Center 23.2 24.9 1
7 69419814 Mall Complex 13.3 18.7 2
8 74634447 Louie Pompei Memorial Sports
Park 41.9 16.0 2
9 81664832 St. Lucy's Priory High School 18.5 15.5 1B
10 74698820 Church of the Open Door
(auditorium) 10.7 13.9 1B
11 71795379 Sellers Elementary School 35.1 9.9 2
12 81664761 Foothill Presbyterian Hospital
Emergency Room 14.1 9.1 1
13 74872741 Willow Elementary School 11.3 7.2 1
14 73304490 Walmart Supercenter 11.8 6.3 2
15 81664776 Whitcomb Continuation High
School 16.3 5.9 1
16 62019519 Glendora Country Club 5.7 5.7 3
17 81664769 Church of the Open Door 9.8 5.3 1B
18 73100397 Sutherland Elementary School 11.4 3.3 2
19 61949141 Glendora Country Club 2.1 2.1 3
20 73100387 Cullen Elementary School 16.7 1.9 2
21 73149743 Pool (no name) 19.6 1.7 2
22 74983306 San Gabriel River Ranger District 15.1 0.7 1 23 81881985 Near Washington Elemntary
School, but in the neighborhood 14.0 0.4 1
24 81664753 Arrow High School 11.2 0.2 1
Item #1. Page 171
Meeting Date: 9/12/2023 / Packet Page #: 174

MODEL CALIBRATION
CITY OF GLENDORA 8-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
An additional loss was added to the discharge of Well 10 to match calibration day flow values. 8-8 Imported Water Connections
Imported water connections were not utilized during the calibration period, therefore remained off in the calibration model simulation.
8-9 Booster Pump Stations
Booster Pump Stations were set up similar to the wells for the calibration scenario. Pumps were given specified on/off times in the model and utilized the adjusted pump curves were utilized to determine the flows. Because of model limitations, San Gabriel Pump 3 is controlled with a flow pattern based on discussion with City Staff about how this pump is generally operated with the other San Gabriel pumps. The pump station flows for the calibration period are shown in Appendix 8-2.

City staff reports that the valves downstream of the Country Club Pump Stations are throttled to increase the head so that the pumps run more efficiently. The throttled valves are accounted for in the model as a loss on the pipes just downstream of each pump to obtain the desired flows and discharge pressures.

The Morgan Ranch Booster Pump Station does not have a flow meter so the pumped flows could not be measured in the field. The pump curves were adjusted in the model to pump a flow amount that made the water levels in the Lower Gordon Reservoirs match as closely as possible with SCADA data.

Hydropneumatic system pumps use pressure head controls provided by the City to turn on at the low pressure settings and off at the high pressure settings as follows:
 Silent Ranch Booster Pumps (Zone 1BH1) – high pressure 110 psi, low pressure 45 psi  Rainbow Booster Pumps (Zone 2H1) – high pressure 50 psi, low pressure 15 psi  Eagle Ridge Booster Pumps (Zone 2H2) – high pressure 90 psi, low pressure 80 psi The following pumps were not in use during the calibration period:
 San Gabriel Booster Pump 2 and Pump 5
 Country Club Booster Pump B22
 Englewild Booster Pump B13 and B14
 Valley Center Booster Pump B21
 Hicrest Booster Pump B24
 Hook Canyon Booster Pump B53
 North Grand Booster Pump B29 and B41
 Hidden Springs Booster Pump B11 and B12
 Greencroft Booster Pump B61
 Morgan Ranch Booster Pump B44
 Bluebird Booster Pump B32
 Glencoe Booster Pump B27
Item #1. Page 172
Meeting Date: 9/12/2023 / Packet Page #: 175

MODEL CALIBRATION
CITY OF GLENDORA 8-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
 Gordon Booster Pump B58
 Dalton Booster Pump B31
 Englewild Canyon Booster Pump B48 (unknown which pump was in use during calibration but only one pump was used)
8-10 Reservoirs
The initial reservoir levels were set to match those of the initial calibration period (June 7, 2022). The reservoir levels for the calibration period are shown in Appendix 8-3. The comparison of SCADA data versus model data is shown on each figure. Most reservoir levels in Zone 1, Zone 2, and Zone 3 were within 1 foot throughout the calibration period which is evidence of a well calibrated model. 8-10.1 Country Club Reservoir Levels
The Country Club Reservoirs A (0.688 MG) and Country Club B (0.688 MG) water levels did not always match within 1 foot. The levels matched relatively well for the first six hours of the simulation (See Figure 8-3 and 8-4). At about six in the morning, the Country Club Pump Station turned on (See Figure 8-5 and 8-6) and this is when the reservoir levels start to diverge. In reality, water fills the Country Club Reservoirs six feet over the next 18 hours. In the model, the water is not able to get to the reservoirs due to the pipe sizes and distance from the Country Club Booster Pump Station.

Amelia Pump Station is close to the Country Club Reservoirs but SCADA confirmed that this pump station was not on during the calibration period. It was not providing water to Zone 2.

Figure 8-3
Item #1. Page 173
Meeting Date: 9/12/2023 / Packet Page #: 176

MODEL CALIBRATION
CITY OF GLENDORA 8-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 8-4
Figure 8-5
Item #1. Page 174
Meeting Date: 9/12/2023 / Packet Page #: 177

MODEL CALIBRATION
CITY OF GLENDORA 8-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 8-6
The Country Club Reservoir A and B are both 0.688 MG tanks located on the far southeast side of Zone 2. The model is not able to get enough water into the reservoirs. AKM tried to determine the reason for the discrepancy in the reservoir levels recorded in the field versus the model predicted reservoir levels. Typically, a discrepancy like this might be due to incorrect demands, diurnal patterns, reservoir dimensions or elevations, system pipe sizes and connectivity, and/or unknown closed or partially closed valves in the system. All of these possibilities were explored.

Since the Zone 1 and Zone 3 reservoir levels match well and the Zone 2 and Zone 3 booster pump flows match well, it is believed that the demands and diurnal patterns are accurate. The model is predicting higher reservoir levels than the field data showed at the Country Club Reservoirs. One possibility explored was if a major transmission line was missing from the system mapping. City staff reviewed the system pipes and sizes and could not identify any errors. It is still possible that there are some incorrect pipe sizes or connectivity issues within the mapping of the system. The City is currently in the process of developing a detailed Water GIS of the entire system. It is recommended that the hydraulic model be updated after the completion of the Water GIS and the model be recalibrated.

It was also noted that Hidden Springs Reservoirs A (3.5 MG) and B (1.25 MG) have higher water levels in the model than the field collected data (See Figure 8-7 and Figure 8-8). The difference is not extreme because the reservoirs are large in volume. But it is possible that the model is conveying water to the Hidden Springs Reservoirs instead of the Country Club Reservoirs due to incorrect pipe geometry and connectivity.

Item #1. Page 175
Meeting Date: 9/12/2023 / Packet Page #: 178

MODEL CALIBRATION
CITY OF GLENDORA 8-10 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 8-7
Figure 8-8
Item #1. Page 176
Meeting Date: 9/12/2023 / Packet Page #: 179

MODEL CALIBRATION
CITY OF GLENDORA 8-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
8-10.2 Glencoe Reservoir Levels
Additional losses were added near the Glencoe Reservoirs to match levels compared to SCADA.

After interviews with City Operations staff, it was verified that these pipes are old and could be corroded or have partially closed valves, adding to the normal losses through the distribution system pipes.
8-10.3 Reservoir Levels of Small Upper Zones
Zones 1A, 1B, 3A, 3B, 3C, 3D, 4, and 4A have smaller demands and smaller reservoirs. This makes the development of a diurnal pattern specific to the zone much more difficult because the calculations need to be more precise. The exact time and flow from the pump stations and the exact changes in the reservoir levels are needed to calculate the demands at every desired time step.

For this study, an attempt was made to develop specific diurnal patterns for all the smaller zones.

Many times, the calculations resulted in negative demands which means water entering the zone but not being used. In reality, all demands should be positive when calculating a diurnal pattern. Since specific diurnal patterns could not be developed for each of the small zones, the areas were considered a part of the larger zone that supplies water to it and the same diurnal pattern used in the larger zone was applied to the small zone. The hydraulic zones were grouped as follows for developing the diurnal patterns used in this Master Plan Study:

1. Zone 1, Zone 1A, Zone 1B, and Zone 1BH1

2. Zone 2, Zone 2H1, and Zone 2H2

3. Zone 3, Zone 3A, Zone 3B, Zone 3C, Zone 3C1, Zone 3D, Zone 4, and Zone 4A For the recommended hydraulic studies (see Section 9) in the smaller zones, the following is recommended prior to the studies so that a specific diurnal pattern can be developed for each zone and so the hydraulic model can be refined/calibrated for the study zone:

1. Collect AMI data for the zone in small time intervals (5 minutes or less) for the study period

2. Calibrate flow meters

3. Ensure that flow meters are hooked up to the SCADA system and flows can be recorded in small time intervals (5 minutes or less) for the study period

4. Calibrate water level sensors

5. Ensure that the water levels in reservoirs can be recorded in the SCADA at small changes in water levels and at the exact times that they occur for the study period 8-10.4 San Gabriel Reservoir Levels
The well flows and San Gabriel Booster Pump Station flows were matched in the model as close as possible to the SCADA data provided. When this was done, the San Gabriel Reservoir levels did not match well. The levels in the model are not maintained as shown on Figure 8-9. It seems as if the well supply is insufficient. Well 8 flows ramp up in the model, trying to compensate for the low supply but it is still not enough. It is recommended that the well flow meters and reservoir level sensors be tested and/or calibrated to determine the discrepancy.

Item #1. Page 177
Meeting Date: 9/12/2023 / Packet Page #: 180

MODEL CALIBRATION
CITY OF GLENDORA 8-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 8-9
8-11 System Pressures
The comparison of field collected data to model data at each of the pressure data logger locations is shown in Table 8-2. All model pressures were within 5 percent of the field collected pressures recorded during the calibration period. The three pressure data loggers that malfunctioned during the field calibration period are noted in the table. The average pressures difference at each location was less than 5 percent.

The pressure data comparison graphs are shown in Appendix 8-4.

Table 8-2
Pressure Data Comparison
Site
Number Zone
Atlas Map
Hydrant ID Source
Average
Pressure
(psi)
Average
Pressure
Difference
(psi)
%
Difference Comments
Field Data 123.7
Model Data 124.0
Field Data 62.6
Model Data 63.3
Field Data NA
Model Data 69.6
H235-19
1 -0.3 0.2%
1 PDL1 H264-01
PDL3 H170-07
PDL2 -0.7 1.1%
1 Pressure Data Logger Malfunction
Item #1. Page 178
Meeting Date: 9/12/2023 / Packet Page #: 181

MODEL CALIBRATION
CITY OF GLENDORA 8-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 8-2 (continued)
Pressure Data Comparison
Site
Number Zone
Atlas Map
Hydrant ID Source
Average
Pressure
(psi)
Average
Pressure
Difference
(psi)
%
Difference Comments
Field Data 83.0
Model Data 83.4
Field Data 82.6
Model Data 83.3
Field Data 117.6
Model Data 116.8
Field Data NA
Model Data 93.1
Field Data 79.0
Model Data 79.3
Field Data 94.9
Model Data 95.4
Field Data 66.3
Model Data 69.5
Field Data 50.9
Model Data 52.7
Field Data 49.8
Model Data 50.7
Field Data 106.8
Model Data 107.5
Field Data 104.1
Model Data 105.5
Field Data 91.7
Model Data 92.4
Field Data 84.0
Model Data 85.0
Field Data 87.8
Model Data 89.1
Field Data 43.7
Model Data 41.7
Field Data 55.5
Model Data 55.6
Field Data NA
Model Data 86.6
Field Data 98.2
Model Data 98.1
Field Data 53.4
Model Data 53.4
Field Data 40.7
Model Data 39.2
Field Data 85.8
Model Data 85.4
3 3
3 1A
1B
3A
3D
1 1
1 1
2 2
2 2
2 2
3 PDL6
H236-10
PDL8
PDL4 1 H120-20 -0.4 0.5%
PDL10 H123-08
PDL11
-0.6 0.8%
H167-08
PDL7
H118-02
PDL9 H187-12
PDL5

0.7 -0.3 0.4%
-0.5 0.5%
-0.7 0.7%
H140-20
-0.6%
-0.9 1.8%
H89-02
-3.1 4.5%
-1.9 3.6%
Pressure Data Logger Malfunction
PDL24 H266-27
PDL21 H185-20
PDL22 H86-09
PDL23 1 H279-02
1 PDL16 H124-02
-0.1 0.2%
PDL12 H189-24
PDL15 H74-5
-0.8 0.7%
-1.5 1.4%
PDL13 H190-2
PDL14 H91-12
PDL20 H92-04
PDL17 H86-13
PDL18 H71-06
PDL19 H56-02
-1.3 1.4%

2.1 -4.9%
Pressure Data Logger Malfunction
-0.9 1.1%
-0.1%

0.0 0.0%
-0.4%

1.6 -4.1%

0.3 0.1
Item #1. Page 179
Meeting Date: 9/12/2023 / Packet Page #: 182

MODEL CALIBRATION
CITY OF GLENDORA 8-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 8-2 (continued)
Pressure Data Comparison
8-12 Fire Hydrant Testing
Fire hydrant flow tests were conducted at six (6) locations on June 9, 2022. The sites were selected to help further calibrate the model. The fire hydrant flow test locations were chosen near five (5) of the twenty-eight (28) portable pressure data loggers, described in Section 8-3, and then one additional site was chosen where new loggers were installed. The loggers recorded the static pressure and residual pressure once the nearby hydrants were opened. The six (6) hydrant test locations are shown on Figure 8-10.

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 8-3.

The pressure drop (difference between static and residual pressure at the nearby hydrant) was used for comparison purposes to verify the model. The pressure drop comparison is slightly skewed at each location because the model does not include the fire hydrant laterals. Other 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.

Test location 4 data is suspect. The static pressure at the nearby hydrant was recorded as 73.2 psi.

The pressure at the test hydrant and in the model is in the vicinity of 100 psi. The nearby hydrant is actually lower in elevation than the test hydrant, so the pressure should be higher than 100 psi. It is possible that the hydrant valve was not fully opened during the flow test. This test data was therefore not considered in verifying the calibration of the model.

The difference in pressure drop between the field data and model data was less than 4 psi at all hydrant testing locations except for test location 4 which was disregarded. This difference is within acceptable limits for a well calibrated hydraulic model.

Site
Number Zone Location Source
Average
Pressure
(psi)
Average
Pressure
Difference
(psi)
%
Difference Comments
Field Data 63.4
Model Data 62.6
Field Data 156.7
Model Data 149.9
Field Data 87.6
Model Data 88.3
Field Data 110.3
Model Data 107.8

1.2 1.5%
PDL28
Morgan
Ranch PS
Discharge
PDL25
Englewild
Canyon PS
Discharge
PDL26 Rainbow PS
Discharge
PDL27 Lower Gordon
PS Discharge
4 4A
2H1
3B
-0.7 0.8%

2.5 -2.3%
Field data only collected pressures
when pumps were on due to
location of data logger.

Total Average % Difference

0.8 -1.2%

6.8 -4.5%
Item #1. Page 180
Meeting Date: 9/12/2023 / Packet Page #: 183
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$+
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Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
FF Location 2
H118-01
FF Location 1
H120-21
FF Location 5
H074-04
FF Location 3
H140-18
FF Location 4
H187-14
FF Location 6
H233-10
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Fire Flow Test Locations
Figure 8-10
³
0 1,100 2,200 4,400
Feet
Legend
$+ Fire Flow Test ID w/ Hydrant ID
Water Pipes
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H2
Zone 2H1
Zone 3
Zone 3A
Zone 3B
Zone 3C
Zone 3C1
Zone 3D
Zone 4
Zone 4A
City Boundary
Item #1. Page 181
Meeting Date: 9/12/2023 / Packet Page #: 184

MODEL CALIBRATION
CITY OF GLENDORA 8-16 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 8-3
Fire Hydrant Test Results
1Test
Hydrant
Flow
(gpm)
Static
Pressure at
Nearby
Hydrant
(psi)
Residual
Pressure at
Nearby
Hydrant
(psi)
Pressure
Drop
(psi)
Model
Nearby
Hydrant
Static
Pressure
(psi)
Model
Nearby
Hydrant
Residual
Pressure
(psi)
Pressure
Drop
(psi)
1 1 Glendora Ave, North of Bennet Ave H120-21 12031 11883 1,177 73.3 67.1 6.2 78.8 76.8 2.0 4.2 2 1 Leodora Ave and Baldy Vista Ave H118-01 PDL5 11846 1,272 94.1 89.0 5.1 82.0 76.0 6.0 -0.9 3 2 Northeast corner of Whispering Oaks and
Foothill Blvd H140-18 11489 11548 1,167 81.8 80.5 1.3 82.0 81.0 1.0 0.3 4 2 Hunter Trail, north of Buffalo Trail H187-14 11592 11591 1,020 73.2 60.6 12.7 102.0 101.0 1.0 11.7 Static pressure at nearby hydrant significanly lower in field. It is possible the hydrant valve was not fully open during the flow test. City should recheck pressure at
nearby hydrant. This test was not utilized for calibration purposes.
5 3 Intersection of Sheelin Ln and Mullaghboy
Rd H074-04 12331 12332 1,196 75.7 67.9 7.8 73.8 66.0 7.8 0.0 6 1 Glencroft Rd, between Rosalynn Dr and
Gladstone St H233-10 2168 10369 1,359 104.3 100.6 3.8 105.2 102.2 3.0 0.8 1 The Test Hydrant is the hydrant that was flowed in the field Fire
Flow
Test
Location
ID
Field Collected Data Model Data
Difference
in
Pressure
Drop (psi) Comments
Model
Nearby
Hydrant
Junction
ID
1 Model
Test
Hydrant
Junction
Zone ID
1 Atlas Map
Test
Location Hydrant ID
Item #1. Page 182
Meeting Date: 9/12/2023 / Packet Page #: 185
CITY OF GLENDORA 9-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 9

SYSTEM HYDRAULIC ANALYSIS
9-1 General
The established performance evaluation criteria (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 adjusting 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 system 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 12). 9-2 Source of Supply
The criterion established requires the City’s source of supply to be equal to one maximum day demand, For the City of Glendora, this means that under current demand conditions, the City should have an existing source of supply capacity of 9,215 gpm (13.27 mgd). In the future, with increased demands, the City should have a source supply capacity of 9,361 gpm (13.48 mgd).

The City’s groundwater supply is shown in Table 9-1. Using design capacities, the total supply is 11,800 gpm which exceeds the existing and future source of supply requirement. Using the current capacities based off of recent efficiency tests, the total supply is 9,254 gpm which just meets the existing requirement. The City currently does often meet the maximum day demands by utilizing one of the imported water connections (PM-18/Amelia BPS).

The imported water connections have a total capacity of 19,434 gpm as shown in Table 9-2, which exceeds the existing and future source of supply requirement. These connections are primarily planned to be utilized during peak demand periods and emergencies.

Source of
Supply
Design
Capacity
(gpm)
Current
Capacity
(gpm)
Efficiency
Test Date
Well 2 500 525 2/15/22
Well 5 2,200 1,709 6/9/21
Well 8 1,500 1,090 2/15/22
Well 9 1,300 1,410 2/15/22
Well 10 600 530 2/15/22
Well 11 1,200 940 2/15/22
Well 12 3,100 2,100 4/11/22
Well 13 1,400 950 3/26/21
Total 11,800 9,254
Table 9-1
Groundwater Supply
Maximum
Capacity
(cfs)
Maximum
Capacity
(gpm)
PM-6 15.0 6,732
PM-18 10.0 4,488
PM-23 15.0 6,732
CIC 3.3 1,481
Total 43.3 19,434
Source of Supply
Table 9-2
Imported Water Connection Capacities
Three Valleys Municipal Water District
Covina Irrigating Company
Item #1. Page 183
Meeting Date: 9/12/2023 / Packet Page #: 186

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
9-3 Storage
9-3.1 Operational Storage Criteria
The City’s operational storage criteria is set at 25 percent of the maximum day demand. 9-3.2 Emergency Storage Criteria
The City’s emergency storage criteria is set at one average day demand. For a system that depends mostly on groundwater supplies, this amount of emergency storage is adequate and is primarily for response in operations due to a loss of a major source of supply. 9-3.3 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 maximum fire suppression storage required in any of the City’s hydraulic zones is 0.96 million gallons.
9-3.4 Storage Analysis
The storage analysis by hydraulic zone and system wide is illustrated in Table 9-3. The existing available storage for each zone is calculated by adding the effective volume of each reservoir, utilizing the high water level and an assumption of a minimum water level of five feet in each reservoir.

The system overall has a surplus of 1.447 million gallons of storage. The following observations are made about the storage of each zone:

1. Zone 1, 1RA, & 1RB has sufficient storage with a calculated storage surplus of 3.37 MG.

2. Zone 1A has a storage deficit of 0.062 MG.

3. Zone 1B & 1BH1 has sufficient storage with a calculated storage surplus of 0.055 MG.

4. Zone 2, 2H1, & 2H2 has sufficient storage with a calculated storage surplus of 1.628 MG.

5. Zone 3 has sufficient storage with a calculated storage surplus of 2.117 MG.

6. Zone 3A has a storage deficit of 0.100 MG.

7. Zone 3B has a storage deficit of 0.302 MG.

8. Zone 3C & 3C1 has a storage deficit of 0.285 MG.

9. Zone 3D has a storage deficit of 0.281 MG.

10. Zone 4 has a storage deficit of 0.087 MG.

11. Zone 4A has a storage deficit of 0.133 MG.

Item #1. Page 184
Meeting Date: 9/12/2023 / Packet Page #: 187

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-3
Storage Analysis
The existing available storage system wide is estimated at 24.428 MG. The future average day and maximum day demands are estimated at 9.385 MG and 14.078 MG, respectively. In the event of an extreme emergency, without any well supply or imported water supply, the water system would be able to provide water to customers for about 2.6 average demand days or 1.7 maximum demand days. If an emergency is expected to last any longer, the customers would have to cut back on water use until supply sources can be implemented again.

Zone 1,
1RA, 1RB
Zone
1A
Zone 1B,
1BH1
Zone 2,
2H1, 2H2
Zone
3 Zone 3A Zone 3B
Zone
3C, 3C1 Zone 3D Zone 4 Zone 4A
Total
System
Future Average Day Demand (mgd) 5.200 0.044 0.107 2.977 0.876 0.103 0.010 0.009 0.060 0.010 0.105 9.385 Future Maximum Day Demand (mgd) 7.800 0.066 0.160 4.465 1.314 0.154 0.015 0.014 0.090 0.015 0.158 14.078 1 Fire Flow Demand (gpm) 4,000 2,500 2,500 4,000 4,000 2,500 2,500 2,500 2,500 2,500 2,500 4,000 Fire Flow Duration (hrs) 4 2 2 4 4 2 2 2 2 2 2 4
2 Fire Suppression Storage (MG) 0.960 0.300 0.300 0.960 0.960 0.300 0.300 0.300 0.300 0.300 0.300 4.680 3 Emergency Storage (MG) 5.200 0.044 0.107 2.977 0.876 0.103 0.010 0.009 0.060 0.010 0.105 14.078 4 Operational Storage (MG) 2.340 0.020 0.048 1.339 0.394 0.046 0.004 0.004 0.027 0.005 0.047 4.223 Fire + Emergency + Operational (MG) 8.500 0.363 0.455 5.276 2.231 0.449 0.314 0.313 0.387 0.315 0.453 22.981 5 Existing Available Storage (MG) 11.870 0.301 0.510 6.904 4.348 0.349 0.012 0.028 0.106 0.228 0.320 24.428 Storage Surplus / Deficit (MG) 3.370 -0.062 0.055 1.628 2.117 -0.100 -0.302 -0.285 -0.281 -0.087 -0.133 1.447 5Existing Available Storage = Effective Storage of Reservoirs assuming minimum level of 5 feet in each reservoir 1 Highest fire flow demand required
2 Fire flow demand x Fire flow duration
3Emergency Storage = average day demand
4Operational Storage = 30% of maximum day demand
Item #1. Page 185
Meeting Date: 9/12/2023 / Packet Page #: 188

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
9-4 Pumping and Supply Analysis by Hydraulic Zone
The pumping and supply analysis by hydraulic zone is shown in Table 9-4.

Well supply and imported water directly supplying the zone can be included in the pump capacity.

This criteria applies to the pump capacity into Zone 1A, 1B, 3A, 3B, 3C, 3D, 4, and 4A. The pump capacity does not meet the criteria of maximum day plus fire demand for any of these zones.

The zones that do not meet the pumping capacity criteria are the zones with low daily demands.

Item #1. Page 186
Meeting Date: 9/12/2023 / Packet Page #: 189

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-4
Pumping and Supply Analysis by Zone
Pump Stations
Firm
Capacity
(gpm)1 Wells
Firm
Capacity
(gpm)2 Connections
Firm
Capacity
(gpm)3
1 and
above Open Yes MDD of entire system San Gabriel 10,200 2, 10, 11, 13 1,995 PM6, PM23,
CIC 8,250 20,445 6,598 9,897 - - - Yes Yes - -
1A Open No MDD of Zone 1A + Fire
Demand Hicrest 458 - - - - 458 30 46 2,500 2,546 - Yes Yes No - 1B and
1BH1 Open Yes MDD of Zone 1B, 1BH1 Hook Canyon, North Grand 826 - - - - 826 74 111 2,500 2,611 - Yes Yes No - 1BH1 Closed No
MDD of Zone 1BH1 + Fire
Demand or Peak Hour
Demand
Silent Ranch 180 - - - - 180 25 37 2,500 2,537 56 Yes Yes No Yes 2 and
above Open Yes
MDD of Zone 2, 2H1,
2H2, 3, 3A, 3B, 3C, 3C1,
3D, 4, 4A,
Country Club,
Hidden Springs,
Valley Center
5,430 - - PM18 1,500 6,930 2,882 4,323 - - - Yes Yes - - 2H1 Closed No
MDD of Zone 2H1 + Fire
Demand or Peak Hour
Demand
Rainbow 227 - - - - 227 9 13 2,500 2,513 27 Yes Yes No Yes 2H2 Closed No
MDD of Zone 2H2 + Fire
Demand or Peak Hour
Demand
Eagle Ridge 670 - - - - 670 7 10 2,500 2,510 21 Yes Yes No Yes 3 and
above Open Yes MDD of Zone 3, 3A, 3B,
3C, 3C1, 3D, 4, 4A
Englewild,
Greencroft 2,733 - - - - 2,733 815 1,223 - - - Yes Yes - - 3A Open No MDD of Zone 3A + Fire
Demand Glencoe 470 - - - - 470 71 107 2,500 2,607 - Yes Yes No - 3B Open No MDD of Zone 3B + Fire
Demand
Englewild
Canyon 32 - - - - 32 7 10 2,500 2,510 - Yes Yes No -
3C and
3C1 Open No MDD of Zone 3C, 3C1 + Fire Demand Dalton 1,100 - - - - 1,100 6 10 2,500 2,510 - Yes Yes No - 3D Open No MDD of Zone 3D + Fire
Demand Bluebird 110 - - - - 110 42 63 2,500 2,563 - Yes Yes No - 4 and 4A Open No MDD of Zone 4, 4A + Fire
Demand Morgan Ranch 545 - - - - 545 80 11 2,500 2,511 - Yes Yes No - 4A Open No MDD of Zone 4A + Fire
Demand Gordon 435 - - - - 435 73 110 2,500 2,610 - Yes Yes No - Total
Firm
Capacity
(gpm)
Does
Total
Firm
Capacity
exceed
MDD?
Zone
Pumped
Into
Pumping and Supply
Criteria
1 Pump Station Firm Capacity = Capacity without the largest duty pump 3 Imported Water Firm Capacity = Capacity without the largest capacity imported water connection, if more than one; For Zone 1, PM6 and PM23 have the largest capacity of 6,750 gpm. One was not added to the firm capacity. 2Groundwater Firm Capacity = Capacity without the largest capacity well, if more than one; For Zone 1, Well 13 Capacity was not added to the firm capacity.

Future
Maximum
Day plus
Fire Flow
Demand
(gpm)
Does Total
Firm
Capacity
exceed
PHD?
Fire
Flow
Demand
(gpm)
Future
Maximum
Day
Demand
(gpm)
Future
Average
Day
Demand
(gpm)
Pump Stations Groundwater
Zone
Type
Sufficient
Fire
Storage?
Does
Total
Firm
Capacity
exceed
ADD?
Peak
Hour
Demand
(gpm)
Does Total
Firm
Capacity
exceed
MDD+Fire?
Imported Water
Item #1. Page 187
Meeting Date: 9/12/2023 / Packet Page #: 190

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
9-5 System Pressures and Velocities
The hydraulic model was utilized to analyze the existing and future system under various demand conditions.
9-5.1 System Pressures
The minimum and maximum system pressures in each zone are summarized in Table 9-5.

Table 9-5
System Pressures
The maximum pressures throughout the system are shown graphically on Figure 9-1. Service pressures exceed 80 psi (maximum pressure allowed per the plumbing code without a pressure regulator) throughout the system. City staff reports that all services in these areas of high pressures have pressure regulators installed.
9-5.2 System Velocities
The maximum velocities in the distribution pipes are shown on Figure 9-2. There is just one location in the system that experiences a maximum velocity between 7 and 8 feet. This is within the 24-inch pipe downstream of the San Gabriel Booster Pump Station. Although the velocity is predicted by the model to exceed the criteria, the exceedance is very minimal and therefore it is not believed to be a major issue. No action is recommended.

Minimum
Dynamic
Pressure
(psi)
Maximum
Dynamic
Pressure
(psi)
1RA 775 642 656 52 58 46 52
1RBb - 620 620 - - - -
1 976 623 882 41 153 30 148
1A 1132 888 1011 52 106 47 105
1B 1197 883 1122 32 136 43 134
1BH1c 1354 1076 1125 99 120 65 107
2 1092 808 1046 20 123 28 118
2H1c 1190 946 1167 10 106 30 94
2H2c 1257 969 1057 87 125 60 108
3 1265 927 1196 30 146 18 136
3A 1408 1070 1389 8 146 65 118
3B 1347 1162 1334 6 80 4 78
3C 1340 1109 1294 20 100 60 100
3C1a 1473 1328 1328 63 63 - -
3D 1364 1007 1306 25 155 15 150
4 1505 1252 1334 74 110 70 100
4A 1704 1351 1585 52 153 35 148
a Modeled as a demand off Zone 3C. Zone 3C1 pipes not modeled c Hydropneumatic systems - hydraulic grade based on high and low pressure setpoints of the tank b Modeled as a demand off of Zone 1. Zone 1RB pipes not modeled. HGL/Pressure to Zone 1RB not know Hydraulic
Zone Grade (ft)
Existing and Future
Minimum
Static
Pressure
(psi)
Maximum
Static
Pressure
(psi)
Maximum
Service
Elevation
(ft)
Minimum
Service
Elevation
(ft)
Item #1. Page 188
Meeting Date: 9/12/2023 / Packet Page #: 191
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Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing Minimum Demand
Maximum Pressures
Figure 9-1
³
0 1,100 2,200 4,400
Feet
Water Pipes
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H1
Zone 2H2
Zone 3
Zone 3A
Zone 3B
Zone 3C
Zone 3C1
Zone 3D
Zone 4
Zone 4A
City Boundary
Legend
Maximum Pressures
!( 0-40 psi
!( 41-60 psi
!( 61-80 psi
!( 81-100 psi
!( 101-120 psi
!( 121-140 psi
!( 140-150 psi
Item #1. Page 189
Meeting Date: 9/12/2023 / Packet Page #: 192
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Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Existing Maximum Demand
Maximum Velocities
Figure 9-2
³
0 1,100 2,200 4,400
Feet
Water Pipes
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H1
Zone 2H2
Zone 3
Zone 3A
Zone 3B
Zone 3C
Zone 3C1
Zone 3D
Zone 4
Zone 4A
City Boundary
Legend
Maximum Velocity
0-3 ft/s
3-5 ft/s
5-7 ft/s
7-8 ft/s
Item #1. Page 190
Meeting Date: 9/12/2023 / Packet Page #: 193

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
9-6 Fire Flow Analysis
The fire flow analysis was conducted utilizing the existing maximum day demand scenario. Fire flow demands, listed in Table 6-1, 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. Since the City’s hydraulic model only includes the location of the hydrant connection with the mainline and not the hydrant itself, a residual pressure of 26 psi is utilized for analysis purposes. It is estimated that there will be about 6 psi loss from the water main, through a typical 6-inch hydrant lateral to the fire hydrant outlet. Initially, the fire flow simulation is run globally and the entire fire flow demand is applied to a fire hydrant connection. This initially identifies the areas with low residual pressures as shown on Figure 9-3.

In reality, firefighting often takes place by using multiple fire hydrants with each providing approximately 1,000 gpm to 1,200 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 26 psi at the fire hydrant connection point.

The fire flow improvement locations are shown on Plate 9-1. Detailed descriptions of the recommended improvements are provided in Table 9-6.
9-7 Additional Hydraulic Improvement Recommendations
Additional hydraulic improvements are recommended based on staff interviews:

1. Looping of pipes in Zone 3D (Bluebird Reservoirs and PS) to improve hydraulics and fire flow availability.

2. Extension of pipes in North Glendora Avenue in Zone 3A for future customers.

3. A connection at Bennet Avenue and Parkview Terrace to improve hydraulics and fire flow availability.

The additional improvement locations are shown on Plate 9-1.

Item #1. Page 191
Meeting Date: 9/12/2023 / Packet Page #: 194
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Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Sierra Madre Ave
Foothill Blvd
State Rte 66
Grand Ave
Loraine Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
Palm Dr
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Initial Fire Flow Analysis
Residual Pressures
Figure 9-3
³
0 1,100 2,200 4,400
Feet
Residual Pressures
!( Less than 0 psi
!( 0 - 26 psi
!( Greater than 26 psi
Water Pipes
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H1
Zone 2H2
Zone 3
Zone 3A
Zone 3B
Zone 3C
Zone 3C1
Zone 3D
Zone 4
Zone 4A
City Boundary
Legend
Item #1. Page 192
Meeting Date: 9/12/2023 / Packet Page #: 195

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-6
Fire Flow Improvement Recommendations
Project ID Zone
Deficiency
Type Recommendation
Existing
Diameter
(in)
Proposed
Replacement
Diameter (in)
Length
(ft)
Valve
Replacement
Add
Hydrant or
Reconnect
Hydrant
Lateral
Construction
Cost
Estimate ($)
Design &
Admin ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($) Comments
FF-V01 3D Zone Fire
Deficiency
FF-V02 3A Zone Fire
Deficiency
FF-V03 1BH1 Zone Fire
Deficiency
FF-V04 2H1 Zone Fire
Deficiency
FF-V05 2H2 Zone Fire
Deficiency
FF-V06 1A Zone Fire
Deficiency
FF-V07 4 Zone Fire
Deficiency
FF-V08 4A Zone Fire
Deficiency
FF-V09 3B Zone Fire
Deficiency
FF-V10 3C Zone Fire
Deficiency
FF-V11 3 Zone Fire
Deficiency $ 90,000
Detailed hydraulic study recommended for Zone 3D (Bluebird PS/ Bluebird Res). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 3A (Glencoe PS/ North Glendora Res). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended forr Zone 1BH1 (Silent Ranch HP). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 2H1 (Rainbow HP). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 2H2 (Eagle Ridge HP). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 1A (Hicrest PS / Hicrest Res). See Vertical Assessment Improvement Project Recommendations for estimated costs. H Detailed hydraulic study recommended for Zone 4 (Morgan Ranch PS /Lower Gordon Res). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 4A (Gordon PS/ Upper Gordon Res). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 3B (Englewild Canyon PS / Englewild Res). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for Zone 3C (Dalton PS/ Big Dalton Res). See Vertical Assessment Improvement Project Recommendations for estimated costs.

Detailed hydraulic study recommended for the Zone 3 homes, located along Wildwood Canyon, with low system pressures. Conduct an investigation of the pressures experienced at the existing properties and what fire flow is available to each property (i.e. private hydropneumatic systems). If additional homes are being considered by the City/developers, a booster pump station may be needed adjacent the Country Club Reservoirs to provide future supply and fire protection. Another option may be a future connection to the City of San Dimas system when the development along Brasada Lane is completed.

Item #1. Page 193
Meeting Date: 9/12/2023 / Packet Page #: 196

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-6 (Continued)
Fire Flow Improvement Recommendations
Project
ID Zone
Deficiency
Type Recommendation
Existing
Diameter
(in)
Proposed
Replacement
Diameter (in)
Length
(ft)
Valve
Replacement
Add
Hydrant or
Reconnect
Hydrant
Lateral
Construction
Cost
Estimate ($)
Design &
Admin ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total
Project Cost
($) Comments
2 8 80 $ 32,000 $ 4,800 $ 4,800 $ 6,400 $ 48,000
6 8 595 $ 238,000 $ 35,700 $ 35,700 $ 47,600 $ 357,000
- 8 115 $ 46,000 $ 6,900 $ 6,900 $ 9,200 $ 69,000
6 8 581 $ 232,400 $ 34,860 $ 34,860 $ 46,480 $ 348,600
- 8 135 $ 54,000 $ 8,100 $ 8,100 $ 10,800 $ 81,000
6 8 712 $ 284,800 $ 42,720 $ 42,720 $ 56,960 $ 427,200
- 8 800 $ 320,000 $ 48,000 $ 48,000 $ 64,000 $ 480,000
FF-P04 1 Pipe Fire
Deficiency
Fix and open valves at intersection of
Route 66 and Vermont Ave (V168-77 and
V168-80). Utilize hydrant on other side of
street
- 2 $ 20,000 $ 3,000 $ 3,000 $ 4,000 $ 30,000
2 8 320 $ 128,000 $ 19,200 $ 19,200 $ 25,600 $ 192,000
- 8 610 $ 244,000 $ 36,600 $ 36,600 $ 48,800 $ 366,000
FF-P06 1 Pipe Fire
Deficiency
Add parallel 8-inch line on south side of
Route 66 from Loraine Ave to hydrant
11306
- 8 430 $ 172,000 $ 25,800 $ 25,800 $ 34,400 $ 258,000
FF-P07 1RA Pipe Fire
Deficiency
Extend Zone 1 line in Arrow Hwy to provide
fire protection. Option to loop and add
another pressure reducing station in Arrow
Hwy at end of Zone 9 line.
- 8 770 $ 308,000 $ 46,200 $ 46,200 $ 61,600 $ 462,000
Zone 9 is a reduced zone. Can Zone
9 pipes be transferred to Suburban
Water Systems or can fire flow be
met utilizing Suburban's system?
3 8 377 $ 150,800 $ 22,620 $ 22,620 $ 30,160 $ 226,200
4 8 58 1 $ 38,200 $ 5,730 $ 5,730 $ 7,640 $ 57,300
6 12 370 $ 222,000 $ 33,300 $ 33,300 $ 44,400 $ 333,000 8 12 270 $ 162,000 $ 24,300 $ 24,300 $ 32,400 $ 243,000 - 12 815 $ 489,000 $ 73,350 $ 73,350 $ 97,800 $ 733,500 FF-P10 3 Pipe Fire
Deficiency
Move hydrant lateral connection to 14-inch
line in Glendora Mountain Rd. Add hydrant
to same street off 14-inch line
- 2 $ 30,000 $ 4,500 $ 4,500 $ 6,000 $ 45,000
FF-P11 1A Pipe Fire
Deficiency
Add 8-inch loop and add a hydrant near
property - 8 780 1 $ 327,000 $ 49,050 $ 49,050 $ 65,400 $ 490,500 Cannot get 26 psi residual pressure due to elevation Pipe Fire
Deficiency FF-P08 1
Upsize to 8-inch in Mountain View Ave and
add hydrant at intersection of Mountain
View and Pennsylvania Ave
FF-P01 Pipe Fire
Deficiency 1
Upsize 6-inch on north side of Route 66 to
8-inch and add 8-inch parallel line near
Grande Ave intersection
FF-P02 1 Pipe Fire
Deficiency
Connect 8-inch on north side of Route 66
to 6-inch on northside. Upsize 6-inch on
south side of Route 66 to 8-inch from
Alosta Ave to Vecino Dr
FF-P09 3
Pipe Fire
Deficiency FF-P03 1
Pipe Fire
Deficiency FF-P05 1
If looping is not possible, upgrade 8-
inch in Crescent Glen Dr to 12-inch.

Investigate option to loop in other
dead end streets north of properties
ie. in Morgan Ranch Dr
Add 8-inch loop from Alosta Ave to
Barranca Ave. Replace 6-inch from Alosta
to Barranca Ave with 8-inch
Upsize 2-inch in parking lot to 8-inch and
add 8-inch loop through parking lot back to
main in Grand Ave
Upgrade 8-inch in Oak Park Rd to 12-inch
from Amelia Ave to Oak Park Rd dead end.

Loop 12-inch to Edgemont Pl.

Pipe Fire
Deficiency
Item #1. Page 194
Meeting Date: 9/12/2023 / Packet Page #: 197

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-6 (Continued)
Fire Flow Improvement Recommendations
Project
ID Zone
Deficiency
Type Recommendation
Existing
Diameter
(in)
Proposed
Replacement
Diameter (in)
Length
(ft)
Valve
Replacement
Add
Hydrant or
Reconnect
Hydrant
Lateral
Construction
Cost
Estimate ($)
Design &
Admin ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total
Project Cost
($) Comments
FF-P12 1B Pipe Fire
Deficiency
Verify if line is connected to 12-inch near
Church of the Open Door. If not, make
connection at that location and near St
Lucys High School, the 8-inch to the 6-inch
dead end
- 8 290 $ 116,000 $ 17,400 $ 17,400 $ 23,200 $ 174,000
FF-P13 1 Pipe Fire
Deficiency
Upsize to 8-inch to the last hydrant in
Parker Dr 6 8 495 $ 198,000 $ 29,700 $ 29,700 $ 39,600 $ 297,000 Must also utilize hydrants on south
side of Route 66 connected to a 12-
inch.

FF-P14 2 Pipe Fire
Deficiency Connect dead end in Los Cerritos Rd - 8 375 $ 150,000 $ 22,500 $ 22,500 $ 30,000 $ 225,000 FF-P151 1 Pipe Fire
Deficiency Upsize to 8-inch to the last hydrant in alley 4 8 230 - - - - - FF-P16 1 Pipe Fire
Deficiency
Upsize to 8-inch to the last hydrant in
Lesterwest Way 4 8 496 $ 198,400 $ 29,760 $ 29,760 $ 39,680 $ 297,600 FF-P171 1 Pipe Fire
Deficiency
Upsize to 8-inch to the last hydrant in
Washington Ave 4 8 280 - - - - -
FF-P181 1 Pipe Fire
Deficiency
Upsize to 8-inch to the last hydrant in
Pennsylvania Ave 4 8 275 - - - - -
FF-P191 2 Pipe Fire
Deficiency
Upsize to 8-inch to the last hydrant in
Pflueger Ave 4 8 460 - - - - -
FF-P201 1 Pipe Fire
Deficiency
Upsize to 8-inch to the last hydrant in Duell
St 4 8 430 - - - - -
FF-P21 2 Pipe Fire
Deficiency
Connect to line in Sierra Madre Ave at
Treanor Ave - 8 14 $ 5,600 $ 840 $ 840 $ 1,120 $ 8,400
FF-P22 1 Pipe Fire
Deficiency
Connect 8-inch dead end to 30-inch in
Sierra Madre Ave - 8 80 $ 32,000 $ 4,800 $ 4,800 $ 6,400 $ 48,000 FF-P23 3 Pipe Fire
Deficiency
Add hydrant on Bluebird Road on Zone 3
line and add pipe from Zone 3 to properties
in private street with a new hydrant.
- 8 660 2 $ 294,000 $ 44,100 $ 44,100 $ 58,800 $ 441,000 When Zone 28 is updated, could
move lateral to Zone 28 in Bluebird
Road and include domestic use.

FF-P24 2 Pipe Fire
Deficiency Extend Zone 3 line to new fire hydrant. - 8 530 1 $ 227,000 $ 34,050 $ 34,050 $ 45,400 $ 340,500 Hydrant at high elevation for Zone 2.

FF-P25 1 Pipe Fire
Deficiency
Add 8-inch loop around Hope Lutheran
Elementary. Add hydrant off Zone 2 line
near school.
- 8 775 1 $ 325,000 $ 48,750 $ 48,750 $ 65,000 $ 487,500 FF-P26 2 Pipe Fire
Deficiency
Add hydrant off 8-inch in Sierra Madre Ave;
Extend Zone 3 line to new fire hydrant. - 8 625 2 $ 280,000 $ 42,000 $ 42,000 $ 56,000 $ 420,000 FF-P27 1 Pipe Fire
Deficiency
Move hydrant lateral connection to Zone 2
10-inch in Lorraine Ave. Zone 1 pressures
not sufficient for fire or services
- 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500
FF-P28 2 Pipe Fire
Deficiency
Add hydrant in Rainbow Dr, north of
Bubbling Well Dr 7818 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 Complete when Pipe Replacement Project is constructed Item #1. Page 195
Meeting Date: 9/12/2023 / Packet Page #: 198

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-6 (Continued)
Fire Flow Improvement Recommendations
Project
ID Zone
Deficiency
Type Recommendation
Existing
Diameter
(in)
Proposed
Replacement
Diameter (in)
Length
(ft)
Valve
Replacement
Add
Hydrant or
Reconnect
Hydrant
Lateral
Construction
Cost
Estimate ($)
Design &
Admin ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total
Project Cost
($) Comments
FF-P29 3 Pipe Fire
Deficiency
Add hydrant on Zone 19 line to supplement
fire demand, near intersection of Easley
Canyon Rd and Oak Canyon Ln
1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500
FF-P30 1 Pipe Fire
Deficiency
Move hydrant lateral connections to Zone 2
line in Sierra Madre Ave 7 $ 105,000 $ 15,750 $ 15,750 $ 21,000 $ 157,500 Complete when Pipe Replacement Project is constructed FF-P31 2 Pipe Fire
Deficiency
Move hydrant lateral connections to Zone 3
in Palm Dr 2 $ 30,000 $ 4,500 $ 4,500 $ 6,000 $ 45,000
FF-P32 1 Pipe Fire
Deficiency
Move hydrant lateal connection to 6-inch in
Colorado Ave 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 Complete when Pipe Replacement Project is constructed
FF-P33 2 Pipe Fire
Deficiency
Add hydrant in Caballo Ave per hydrant
spacing requirements 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 Complete when Pipe Replacement Project is constructed FF-P34 1B Pipe Fire
Deficiency
Add hydrant on 8-inch in Ben Lomond Ave
south of Cairngrove Lane 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 FF-P35 2 Pipe Fire
Deficiency
Add hydrant on 12-inch in Valley Center
Ave near intersection of Catherine Park Dr. 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 FF-P36 2 Pipe Fire
Deficiency
Add hydrant near intersection of Entrada
Way and Huerta Verde Road 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 FF-P37 1 Pipe Fire
Deficiency
Move hydrant lateral connection (11370) to
24-inch line 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 FF-P38 2 Pipe Fire
Deficiency
Add hydrant in Whitcomb Ave per hydrant
spacing requirements 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 FF-P39 1 Pipe Fire
Deficiency
Add hydrant in Allen Ave per hydrant
spacing requirements 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 Complete when Pipe Replacement Project is constructed FF-P40 1 Pipe Fire
Deficiency
Add hydrant in Lemon Ave per hydrant
spacing requirement 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 Complete when Pipe Replacement Project is constructed
FF-P41 1 Pipe Fire
Deficiency
Add hydrant in Allen Ave per hydrant
spacing requirements 1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500 Complete when Pipe Replacement Project is constructed FF-P42 2 Pipe Fire
Deficiency
Add a hydrant in Puma Canyon Ln near
Buffalo Trail per hydrant spacing
requirements
1 $ 15,000 $ 2,250 $ 2,250 $ 3,000 $ 22,500
FF-P43 1 Pipe Fire
Deficiency
Add a hydrants in Mountain View Ave and
in Dalton Ave per hydrant spacing
requirements
2 $ 30,000 $ 4,500 $ 4,500 $ 6,000 $ 45,000 Complete when Pipe Replacement Project is constructed
$ 5,699,200 $ 854,880 $ 854,880 $ 1,139,840 $ 8,638,800 1 Cost removed from Fire Flow Improvements when project is already accounted for in the Pipe Replacement Program Priority 1 Pipelines Total
Item #1. Page 196
Meeting Date: 9/12/2023 / Packet Page #: 199

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-15 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-7
Additional Hydraulic Improvement Recommendations
Project
ID Zone Recommendation
Proposed
Replacement
Diameter (in)
Length
(ft)
Construction
Cost Estimate
($)
Design &
Admin ($)
Construction
Managemen
t Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
G-P01 3D
Create loop east of Bluebird Rd and south
of Bluebird Reservoirs; include Pipe
Replacement Program Pipelines nearby
8 340 136,000 $ $ 20,400 $ 20,400 $ 27,200 $ 204,000
G-P02 3D
Create loop through Mountain Lane;
include Pipe Replacement Program
Pipelines nearby
8 430 172,000 $ $ 25,800 $ 25,800 $ 34,400 $ 258,000
G-P03 3A Future customer line extension in North
Glendora Ave 8 350 140,000 $ $ 21,000 $ 21,000 $ 28,000 $ 210,000 G-P04 1 Alley connection to Bennett Avenue from
Park View Terrace 8 150 60,000 $ $ 9,000 $ 9,000 $ 12,000 $ 90,000 Total 1,270 508,000 $ $ 76,200 $ 76,200 $ 101,600 $ 762,000 Item #1. Page 197
Meeting Date: 9/12/2023 / Packet Page #: 200

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-16 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
9-8 Water Age Analysis
The water age analysis was conducted utilizing the existing average day demand scenario for a 90 day period. Water age in the reservoirs is shown in Table 9-8. Generally, a water age of 7 days or less is desired. Mixers can help in reducing water age and improving water quality and have been recommended for several reservoirs. Newly constructed reservoirs should include mixers in the future.

Table 9-8
Water Age Scenario Model Results
Zone Reservoir Name
Reservoir
No.

Volume
(MG)
Low
Water
Age
(days)
Average
Water
Age
(days)
High
Water
Age
(days)
1 Mixer
Recommended Comments
SG San Gabriel SG 1.0 0.1 0.1 0.1
1 South Hills West A 3.0 7.8 8.7 9.8
Reservoir replacement
recommended, see
Section 11 & 12
1 Sierra Madre A 4.0 0.7 0.9 1.1 Yes
1 South Hills West B 7.0 10.9 12.1 13.4 Yes
1 Goddard A 3.5 0.8 1.0 1.3 Yes
1A Hicrest A 0.116
1A Hicrest B 0.274
1B Hook Cyn A 0.325 3.5 4.4 5.3
1B Hook Cyn B 0.325 3.5 4.4 5.3
2 South Hills East A 2.5 5.7 7.4 9.5 Yes
2 Country Club North A 0.67 4.4 5.9 7.9 Yes
2 Country Club South B 0.67 4.3 5.7 7.8
Reservoir replacement
recommended, see
Section 11 & 12
2 Hidden Springs A 3.5 10.6 12.8 15.1 Yes
2 Hidden Springs B 1.25 8.1 11.9 15.0 Yes
3 Morgan Ranch A 2.5 4.5 5.8 7.3 Yes
3 Englewild A 2.5 7.3 8.8 10.5 Yes
3A Glencoe A 0.0125
3A Glencoe B 0.125
3A North Glendora B 0.318 5.3 8.6 12.1
Reservoir replacement
recommended, see
Section 11
3B Englewild Cyn A 0.01
3B Englewild Cyn B 0.01

8.9 10.5 12.4

12.3 Modeled as one reservoir
for hydraulic purposes.

Water age may be
skewed.

Modeled as one reservoir
for hydraulic purposes.

Water age may be
skewed.

Modeled as one reservoir
for hydraulic purposes.

Water age may be
skewed.

3.9 5.2 6.5

5.9 8.8
Item #1. Page 198
Meeting Date: 9/12/2023 / Packet Page #: 201

SYSTEM HYDRAULIC ANALYSIS
CITY OF GLENDORA 9-17 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 9-8 (continued)
Water Age Scenario Model Results
The water age throughout the system is depicted on Figure 9-4. Generally, Zone 1 has the lowest water age (1 to 5 days) in the system because the source of supply is constantly providing water directly into Zone 1. The area of Zone 1 south of the 210 Freeway has higher water age than the rest of the zone, ranging from 5 to 10 days. Water age in the higher zones generally range up to 15 days.

Water age in Zone 3C and 3C1 exceeds 15 days due to minimal demands.

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.

Reservoir Name
Reservoir
No.

Volume
(MG)
Low
Water
Age
(days)
Average
Water
Age
(days)
High
Water
Age
(days)
1 Mixer
Recommended Comments
3C Big Dalton A 0.045 16.3 17.9 19.6 Yes
3C1 Boy Scouts A 0.01 - - - Not Modeled
3D Bluebird Hill A 0.0125
3D Bluebird Hill B 0.125
4 Lower Gordon A 0.16
4 Lower Gordon B 0.16
4A Upper Gordon A 0.20
4A Upper Gordon B 0.20

6.9 8.7 10.5
Modeled as one reservoir
for hydraulic purposes.

Water age may be
skewed.

5.2 7.3
Modeled as one reservoir
for hydraulic purposes.

Water age may be
skewed.

9.2 1See Facility Assessment Section 11 and Capital Improvement Program Section 12 for recommendations

2.6 4.2 6.0
Modeled as one reservoir
for hydraulic purposes.

Water age may be
skewed.

Item #1. Page 199
Meeting Date: 9/12/2023 / Packet Page #: 202
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#*
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!( !(
Arrow Hwy
Valley Center Ave
Arrow Hwy
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Alosta Ave
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave Sierra Madre Ave
Foothill Blvd
State Rte 66
Loraine Ave
Grand Ave
Gladstone St
Gladstone St
Glendora Ave
SR-57
San Gabriel Ave
Foothill Blvd Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove AveSunflower Ave
Live Oak Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
San Gabriel
Well 5
Well 8, 9, 12
Vosburg
Well
(Inactive)
Well 3 & 4
(Inactive)
Irwindale
(Inactive)
City of Azusa
Service Area
Suburban Water
Service Area
Suburban Water
Service Area
Citrus Ave
Transmission Main from Irwindale
(Inactive)
Transmission Main from Vosburg Well
(Inactive)
Suburban Water
Service Area
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Water Age
Figure 9-4
³
0 1,100 2,200 4,400
Feet
Water Age
!( 0-5 days
!( 5-10 days
!( 10-15 days
!( 15-20 days
!( 20-30 days
!( Dead ends and/or no demands in model
Water Pipes
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Zone 1RA
Zone 1RB
Zone 1
Zone 1A
Zone 1B
Zone 1BH1
Zone 2
Zone 2H1
Zone 2H2
Zone 3
Zone 3A
Zone 3B
Zone 3D
Zone 3C
Zone 3C1
Zone 4
Zone 4A
City Boundary
Legend
Item #1. Page 200
Meeting Date: 9/12/2023 / Packet Page #: 203
CITY OF GLENDORA 10-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 10

PIPE REPLACEMENT PROGRAM
10-1 General
According to the 2021 Drinking Water Report Card, developed by the American Society of Civil Engineers, the national average break rate ranged between 10 breaks per 100 miles of pipe per year to 37 breaks per 100 miles of pipe per year.

The break records show that the City of Glendora’s (City) water system has experienced about 225 breaks per year between 2017 and 2021. This equates to 107 breaks per year per 100 miles of pipe (225 breaks / 2.1 hundred miles of pipe), which is much greater than the national average.

Based on a review of the City’s as-built plans from the last 10 years, the City has been replacing an average of 10,300 feet of pipe annually (1% of the total system). It is recommended that the City continue implementing an annual pipe replacement program to reduce the number of water breaks each year.

For this Master Plan study, the recommended pipe replacement program was developed based on historical breaks and leak records, a risk assessment, problematic areas identified by City staff, and critical facility (hospitals, police stations, fire stations, etc) locations. These project recommendations were developed independently of the hydraulic analyses described in Section 9. 10-2 Risk Assessment
Risk assessments have become more important as the average age of infrastructure in Southern California has increased and more breaks have occurred. The Water Research Foundation describes the main objectives of an effective risk assessment as one that includes:

1. Reduction in the number and cost of failures, by identifying high-risk assets and enabling costeffective, targeted, proactive remedies

2. Extension of the useful life of assets, by distinguishing those that are merely old from those that are truly impaired

The pipeline risk assessment includes an evaluation of various elements that affect the LoF and CoF.

Item #1. Page 201
Meeting Date: 9/12/2023 / Packet Page #: 204

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Artificial intelligence, machine learning (AI-ML) technology was used to calculate the LoF for the pipeline risk assessment. Contracted by AKM, Fracta provided the software as a service (SaaS) solution to develop the LoF scores.

The CoF elements were modeled in the Fracta online platform, using the widely accepted triple bottom line (TBL) framework, which is a method that categorizes the consequence of failure as social, economic, and environmental factors.
10-3 Likelihood of Failure (LoF)
The City’s risk assessment was developed using artificial intelligence, machine learning (AI-ML) technology to develop LoF scores. The main goal was to prioritize the likelihood of the system pipes to fail by using historical failure patterns (break data), surrounding area attributes (environmental and demographics), and pipe features (size, material, and year of construction). This data was embedded into the Fracta LoF module, which is a complex AI based and ML algorithm that uses historical and geospatial data to calculate LoF scores for the system pipes. The LoF score is a percentage that predicts which pipe segments will have the highest risk of breaking in the upcoming 1 year, 2 years, 3 years, and 5 years.
10-3.1 Pipe Asset Data
The pipe asset data was developed from the pipe geometry included from the previous hydraulic model prepared in 2017. The geometry was updated with current as-built plans. The pipe diameter, material, length and year of installation were imported into Fracta’s AI-ML LoF module. Where the pipe material and/or year of installation information was missing, the Fracta proprietary imputation algorithm was used to fill in the missing data, primarily using the adjacent pipe data. 10-3.2 Global Data
In addition to the pipe asset data from the City’s geodatabase, the AI-ML LoF module incorporates global variables to perform the LoF analysis, including but not limited to roads, soil type, trains, population density, built density, distance from water, precipitation, and temperature. Fracta obtains this data from Federal, State, and other public sources/agencies such as U.S. Geological Survey (USGS), U.S. Department of Agriculture (USDA), and the U.S. Census Bureau. 10-3.3 Pipe Break Data
Water main break history is a good indicator of the quality of a pipe’s condition. The City’s pipe break data was provided from 2012 to 2021.

It should be noted that the LoF module training and validation include the evaluation of pipes that were abandoned and replaced. The pipe breaks, associated to those abandoned pipes, were also included in the training of the LoF module. After the training was completed, the abandoned pipes and breaks were removed from the LoF module, which is necessary for developing the LoF scores for the “normalized” pipes. The normalized break locations are shown on Figure 10-1. The break summary data is shown on Figure 10-2.
10-3.4 LoF Module Training
The LoF module finds correlations between the City’s pipe asset data, the global data, and the City’s comprehensive pipe break data to calculate the pipe LoF percent scores.

Item #1. Page 202
Meeting Date: 9/12/2023 / Packet Page #: 205
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Arrow Hwy
Valley Center Ave
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Foothill Blvd
State Rte 66
Loraine Ave
Gladstone St Gladstone St Glendora Ave SR-57
Palm Dr
San Gabriel Ave
Railroad
Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove Ave
Sunflower Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
Vosburg
Well
(Inactive)
Citrus Ave
Transmission Main from Irwindale
(Abandoned)
Transmission Main from Vosburg Well
(Inactive)
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Pipe Break Locations
Figure 10-1
³
0 1,100 2,200 4,400
Feet
Legend
City Boundary
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
! Normalized Breaks
9 - 25 Breaks
3 - 8 Breaks
2 Breaks
1 Break
No Breaks
Item #1. Page 203
Meeting Date: 9/12/2023 / Packet Page #: 206

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Figure 10-2
Pipe Break History
Item #1. Page 204
Meeting Date: 9/12/2023 / Packet Page #: 207

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The LoF module was trained and validated by evaluating the pipe break data between 2012 to 2020.

The data for 2021 was not included when developing the LoF scores during the training period. The actual 2021 break data was compared to the initial LoF scores to train the model. Once the training and validation was completed all break data was inputted into the model and used to develop the final LoF scores.

The Fracta LoF module can utilize LoF data, such as pipe asset and break data, from nearby agencies to incorporate into the LoF module. This is particularly useful when there is very little break data.

Based on the results of the LoF training exercise, it was determined that the City’s local LoF module was better at predicting the 2021 breaks that were initially withheld from the module. All LoF analysis is based on this local module.

The Fracta AI-ML module identified the following to be the most influencing LoF risk factors:
 Pipe Material
 Major Roads
 Distance from Water
 Number of Breaks
 Pipe Diameter
 Population Density
 Elevation
 Train
 Major Roads
 Slope
 Built Density
 Soil
Fracta’s AI-ML algorithms evaluate many large and complex datasets containing more variables than a human can process. The algorithms “learn” as more and more data is available and inputted into the program. AI-ML is an efficient way to incorporate large amounts of data and improve on results.

Within the LoF module, all pipes are grouped by similar LoF risk factors. Pipe age and pipe break data is not identified as LoF risk factors. This data is used by the AI-ML module to prioritize the LoF risk factors and identify the pipe grouping used to develop the LoF scores for the City’s entire system. 10-3.5 Likelihood of Failure Results
The AI-ML model generates LoF scores which are the calculated percentage that the pipe segments will break in the upcoming 1 year, 2 years, 3 years and 5 years. The summary of the pipes by LoF score is shown in Table 10-1. The LoF scores for each pipe are shown on Figure 10-3.

Table 10-1
Likelihood of Failure Score Summary
Pipe
Count Length (ft)
Pipe
Count Length (ft)
Pipe
Count Length (ft)
Pipe
Count Length (ft)

75.1% to 100.0% 43 14,009 238 81,803 410 129,476 587 172,427

50.1% to 75.0% 195 67,793 278 75,167 224 55,214 147 33,349

25.1% to 50.0% 338 87,949 211 46,420 142 31,616 561 110,537

0.0% to 25.0% 5,368 942,740 5,217 909,102 5,168 896,186 4,649 796,178 Total 5,944 1,112,491 5,944 1,112,491 5,944 1,112,491 5,944 1,112,491 1 Time frame at which the pipe is likely to break
1-Year1 2-Year1 3-Year1 5-Year1
LoF Score Range
(% likelihood of failure
for each time frame)
Item #1. Page 205
Meeting Date: 9/12/2023 / Packet Page #: 208
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Arrow Hwy
Arrow Hwy
Valley Center Ave
Lone Hill Ave
Amelia Ave
Cataract Ave
Foothill Blvd
I-210
I-210
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Foothill Blvd
State Rte 66
Loraine Ave
Gladstone St Gladstone St Glendora Ave SR-57
Palm Dr
San Gabriel Ave
Railroad
Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove Ave
Sunflower Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
Vosburg
Well
(Inactive)
Citrus Ave
Transmission Main from Irwindale
(Abandoned)
Transmission Main from Vosburg Well
(Inactive)
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Likelihood of Failure
Scores
Figure 10-3
³
0 1,100 2,200 4,400
Feet
Legend
City Boundary
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
LoF Score (% likelihood of break within 1-year)

75.1% - 100.0%

50.1% - 75.0%

25.1% - 50.0%

0.0% - 25.0%
Item #1. Page 206
Meeting Date: 9/12/2023 / Packet Page #: 209

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
10-4 Consequence of Failure (CoF)
The CoF analysis involves quantifying the estimated losses associated with damage that might occur when a pipe fails. This is done by modeling the CoF using the widely accepted triple bottom line (TBL) framework, which is a method that categorizes the consequences of failure as social, economic, and environmental factors as shown on Figure 10-4.

Figure 10-4
Consequence of Failure Analysis Factors
The CoF scores are the costs associated with a pipe break. The scores were developed for all pipes using Fracta’s CoF module. The CoF factors included with this risk assessment include the following:

1. Economic CoF: This component reflects the impact that the utility would incur directly due to the repair cost of the failed pipe, which include the labor and materials costs.

2. Social CoF: This component reflects the impact of the pipe failure for the public and has two subcomponents: customers without water service and traffic disruption.

3. Environmental CoF: This component reflects the potential damage that is caused by a pipe break, which includes the discharge of chlorine treated water. 10-4.1 Economic CoF Factors
The cost to repair a pipe break varies depending on the necessary equipment, depth of the pipe break, amount of water loss, and other factor specific to each circumstance. City operation and maintenance staff report that the typical main break response procedure includes a repair of the pipe using sleeve repair clamps. The costs associated with the repair work are the labor and materials cost as follows:
 Labor Costs are based on a typical repair time of 5 hours and the following O&M Staff rates  1 Water Utility Leadworker with $75.88/hour rate
 4 Water Utility Worker II with $64.39/hour rate
Consequence
of Failure (CoF)
Economic
Labor (City
Staff)
Materials (Pipe
Sleeve)
Social
Customers
without Water
Traffic
Disruption
Environmental
Dechlorination
Item #1. Page 207
Meeting Date: 9/12/2023 / Packet Page #: 210

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
 Materials costs are based on the pipe sleeve repair
clamp costs that are summarized in Table 10-2.
10-4.2 Social CoF Factors
The social component to the CoF score includes the
customer without water service due to potential outages at each of the City’s pipes. Fracta’s CoF module calculates these indirect costs by estimating the number of customers within a 160 feet radius of each pipe. Fracta’s module uses 2010 Topologically Integrated Geographic Encoding and
Referencing (Tiger) data from the American Census
Bureau to calculate the population density. An indirect cost of $50 per person is attributed to each pipe, which accounts for the social impact the pipe break has on the affected customers.

In addition to customers without water, traffic disruption also contributes to the social component of the CoF score.

Water that overflows on the street and pipe repairs caused by pipe breaks are causes for increased traffic disruptions when there is a pipe break. Fracta’s CoF module
calculates the indirect cost based on pipe size, as shown in Table 10-3. Fracta’s cost estimates are based on
publicly available bid results and costing documents for project traffic control and rerouting.
10-4.3 Environmental CoF Factors
The affected water bodies are generally far from the City’s service area. Catch basins and storm drains are
distributed throughout the service area and will capture all discharged flow from a pipe break. For these reasons, the proximity of a failed pipe to the affected water bodies is irrelevant when developing the CoF score.

The quantity of chlorine treated water is a more reasonable element to evaluate the environmental CoF. The chemical costs to dechlorinate the water from a pipe break was
estimated by the discharged flow, which vary by pipe
diameter. The environmental costs are shown in Table 10-4. 10-5 Risk
Fracta’s Total Risk module combines the LoF scores (%) and the CoF scores ($) to provide a total risk score. The total risk score is a dollar amount that takes into consideration the monetized consequence of failure and the percentage of when each pipe is predicted to fail.

Risk is calculated as the product of the LoF and CoF.

Risk = Likelihood of Failure (LoF) x Consequence of Failure (CoF) Pipe Diameter
Pipe Sleeve
Repair Clamp
Cost ($)
Less than 4" $360

4.0" to 7.9" $1,200

8.0" to 15.9" $3,480

16.0" to 23.9" $6,360

24.0" to 29.9" $6,480
Greater than 30" $6,600
Table 10-2
Pipe Sleeve Repair Clamp Cost by
Diameter
Pipe Diameter
Traffic Disruption
Cost ($)
Less than 4" $600

4.0" to 7.9" $600

8.0" to 15.9" $1,500

16.0" to 23.9" $2,000

24.0" to 29.9" $3,000
Greater than 30" $4,000
Table 10-3
Traffic Disruption Costs
Pipe Diameter
Pipe Sleeve Cost
($)
Less than 4" $30

4.0" to 7.9" $115

8.0" to 15.9" $460

16.0" to 23.9" $1,030

24.0" to 29.9" $1,600
Greater than 30" $2,300
Table 10-4
Dechlorination Chemical Costs
Item #1. Page 208
Meeting Date: 9/12/2023 / Packet Page #: 211

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Fracta’s LoF scores, predicting which pipe
segments will have the highest risk of breaking in
the upcoming 1 year were used to develop the
total risk scores. The summary of the pipes by
total risk score is shown in Table 10-5. The total
risk scores of each pipe are shown on Figure 10-

5. 10-6 City Pipe Concerns
There are locations throughout the City’s water
system, shown on Figure 10-6, that are known to be difficult to provide routine and emergency operation and maintenance. The majority of these pipes are located within private right-of-ways and are difficult to access. City staff are extremely concerned about these locations, and therefore the pipes were included in the pipe replacement program. If the pipes in these areas were identified as high risk and recommended for replacement, the pipe was increased in priority to account for the City staff’s concerns.
10-7 Critical Facilities
Critical facilities include those businesses or operations where water service is essential, such as hospitals, police facilities, fire facilities, dialysis centers, and care facilities. The locations of critical facilities (identified by City staff) are shown on Figure 10-7.

The City will make all efforts to ensure that the critical facilities are provided reliable water service.

The pipes near these critical facilities were included in the pipe replacement program. If these pipes areas were identified as high risk and recommended for replacement, the pipe was increased in priority to account for the City staff’s concerns.
10-8 Pipe Priorities
Pipe priorities were developed by looking at the total risk score, historical pipe break data, LoF scores, City pipe concerns, and pipes near critical facilities. Pipe priorities are categorized as follow:
 Pipe Priority 1 projects include pipes with the following:
o Total Risk scores in the top 1% of the total system length o History of pipe breaks (9 or more breaks between 2012 and 2021) o LoF scores greater than 75% probability of breaking in the first year.  Pipe Priority 2 projects include pipes with the following:
o Total Risk scores between 1.1% and 5% of the total system length o History of pipe breaks (Between 3 and 8 breaks between 2012 and 2021) o LoF scores greater than 75% probability of breaking in the second year.  Pipe Priority 3 projects include pipes with the following:
o Total Risk scores between 5.1% and 20% of the total system length o History of pipe breaks (2 breaks between 2012 and 2021) o LoF scores greater than 75% probability of breaking in the fifth year. o Pipes of concern
o Pipes near critical facilities
Total Risk1 Pipe Count Length (ft)
Top 1% 28 11,124

1.1% - 5.0% 133 44,130

5.1% -20.0% 557 166,840
Greater than 20.0% 5,226 890,396
Total 5,944 1,112,491
1 Percent of total, prioritized by Total Risk score
Table 10-5
Total Risk Summary Table
Item #1. Page 209
Meeting Date: 9/12/2023 / Packet Page #: 212
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Cataract Ave
Foothill Blvd
I-210
I-210
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Foothill Blvd
State Rte 66
Loraine Ave
Gladstone St Gladstone St Glendora Ave SR-57
Palm Dr
San Gabriel Ave
Railroad
Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove Ave
Sunflower Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
Vosburg
Well
(Inactive)
Citrus Ave
Transmission Main from Irwindale
(Abandoned)
Transmission Main from Vosburg Well
(Inactive)
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Total Risk Scores
Figure 10-5
³
0 1,100 2,200 4,400
Feet
Legend
City Boundary
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Total Risk
Top 1%

1.1% - 5.0%

5.1% - 20.0%

20.1% - 100.0%
Item #1. Page 210
Meeting Date: 9/12/2023 / Packet Page #: 213
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I-210
I-210
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Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Foothill Blvd
State Rte 66
Loraine Ave
Gladstone St Gladstone St Glendora Ave SR-57
Palm Dr
San Gabriel Ave
Railroad
Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove Ave
Sunflower Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
Vosburg
Well
(Inactive)
Citrus Ave
Transmission Main from Irwindale
(Abandoned)
Transmission Main from Vosburg Well
(Inactive)
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
City Pipe Concern
Locations
Figure 10-6
³
0 1,100 2,200 4,400
Feet
Legend
City Boundary
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
Pipe
City Pipe Concern
Item #1. Page 211
Meeting Date: 9/12/2023 / Packet Page #: 214
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Cataract Ave
Foothill Blvd
I-210
I-210
Grand Ave
Barranca Ave
Mauna Loa Ave
Baseline Rd
I-210
Foothill Blvd
Sierra Madre Ave
Foothill Blvd
State Rte 66
Loraine Ave
Gladstone St Gladstone St Glendora Ave SR-57
Palm Dr
San Gabriel Ave
Railroad
Citrus Ave
I-210
1st St
Vernon Ave
Azusa Ave
Lark Ellen Ave
Cerritos Ave
Bonnie Cove Ave
Sunflower Ave
Big Dalton Cyn Rd
San Gabriel
Irwindale
(Inactive)
Vosburg
Well
(Inactive)
Citrus Ave
Transmission Main from Irwindale
(Abandoned)
Transmission Main from Vosburg Well
(Inactive)
Clearwater
Assisted Living
Da Vita
Dialysis Glendora
Hospital Mohan
Dialysis
Glendora Canyon
Transitional Care Unit
Foothill
Presbyterian
Hospital
LA County
Fire Station #151
Glendora Police
Facility/ City
Transmitter Site
Fresenius
Dialysis
LA County
Fire Station #85
LA County
Fire Station #86
Foothill Medical
Arts Building
La Fetra
Senior Center
PROJECT NO: 0201782.00
DATE: April 2023

CITY OF GLENDORA

WATER MASTER PLAN
Critical Facility Locations
Figure 10-7
³
0 1,100 2,200 4,400
Feet
Legend
City Boundary
") Wells
#* Pump Stations
&- Storage Reservoirs
!( Pressure Regulating Station
! Critical Facilities
Pipe
Pipes near Critical Facilities
Item #1. Page 212
Meeting Date: 9/12/2023 / Packet Page #: 215

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Pipe replacement project priorities were increased for pipes that are identified by the City to have operation and maintenance concerns, as described in Section 10-6. Priorities are also increased for pipes near a critical facility, as described in Section 10-7. The individual pipe priorities are shown on Plate 10-1.
10-9 Project Recommendations
It should be noted that some of the improvement recommendations herein are conceptual in nature based on existing available planning information. Therefore, they should not be considered as absolute for final design.

Proposed pipe replacement projects costs are planning level estimates. Specific alignments and refined cost estimates should be developed as part of the preliminary design phase for each recommended project.
10-9.1 Recommended Improvement Costs
The recommended improvement cost estimates are based upon recent information for similar projects and include contingencies for this planning level study. The pipeline replacement costs are based upon $50 per diameter inch per foot. The replacement costs are based on pipeline replacement projects between Fiscal Year 2018-2019 and Fiscal Year 2020-2021.

The total project cost includes construction, contingency, design and administrative, and construction management and inspection costs. The individual cost components are calculated as follows:

1. Construction Cost = (pipe length (ft)) x (Improvement diameter size (in)) x ($50/diam-in/foot)

2. Design and Administrative Costs = 15% of the Construction Costs

3. Construction Management Costs = 15% of the Construction Costs

4. Contingency Costs = 20% of the Construction Costs

5. Total Project Cost = Construction Cost + Design and Administrative Costs + Construction Management Costs+ Contingency Cost
Total Project Cost = 1.5 x Construction Costs
10-9.2 Project Development
Projects were generally developed to include groups of pipes in the same general vicinity. The project priority was based on the highest individual pipe priority within each group of pipes and are categorized as Project Priority 1, Project Priority 2, and Project Priority 3.

The pipe replacement project locations are shown on Plate 10-2 and summarized in Table 10-6. The detailed project summary data is included in Appendix 10-1.

Item #1. Page 213
Meeting Date: 9/12/2023 / Packet Page #: 216

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
The total Pipe Replacement Program costs are as follows:

Priority 1 Projects 101,400 feet $64.8M
Priority 2 Projects 67,900 feet $43.4M
Priority 3 Projects 100,100 feet $75.0M
Total 269,300 feet $183.1M
Table 10-6
Pipe Replacement Project Summary Table
Priority
Project
ID
Project
Length
(ft)
Project Total
Cost ($) Priority
Project
ID
Project
Length
(ft)
Project Total
Cost ($)
1 1058 770 $692,896 31 1035 562 $337,387
2 1051 1,277 $765,953 32 1069 817 $489,984
3 1026 2,136 $1,281,881 33 1022 2,410 $1,546,008
4 1065 1,273 $763,533 34 1053 2,043 $1,225,665
5 1048 2,746 $1,647,359 35 1036 1,650 $990,284
6 1009 2,248 $1,348,793 36 1031 768 $461,047
7 1027 1,681 $1,008,778 37 1029 3,014 $1,808,485
8 1067 3,336 $2,001,824 38 1062 1,287 $772,411
9 1066 1,287 $772,063 39 1044 3,177 $1,905,996
10 1068 1,303 $781,846 40 1057 2,665 $1,598,885
11 1060 2,507 $1,504,019 41 1039 2,392 $1,435,040
12 1063 1,536 $1,893,705 42 1017 1,685 $1,010,817
13 1043 633 $380,012 43 1032 1,864 $1,118,113
14 1064 1,128 $1,522,963 44 1024 3,281 $1,968,564
15 1030 2,150 $1,290,063 45 1037 1,757 $1,054,086
16 1052 553 $331,574 46 1028 2,821 $1,692,330
17 1013 2,204 $1,322,596 47 1020 2,129 $1,277,643
18 1007 1,129 $797,171 48 1045 1,533 $1,044,068
19 1003 1,089 $653,594 49 1004 2,669 $1,628,469
20 1034 568 $340,914 50 1018 2,665 $1,599,258
21 1012 290 $348,347 51 1061 613 $459,619
22 1011 548 $328,634 52 1025 2,614 $1,568,494
23 1041 1,679 $1,007,329 53 1049 1,008 $604,605
24 1059 1,533 $1,078,121 54 1040 1,384 $830,459
25 1033 1,316 $789,650 55 1019 1,476 $885,509
26 1046 1,172 $703,400 56 1055 2,311 $1,386,648
27 1010 566 $679,189 57 1050 2,230 $1,337,874
28 1001 2,524 $2,271,888 58 1023 692 $415,286
29 1038 2,065 $1,238,716 59 1021 1,484 $890,581
30 1042 2,231 $1,338,301 60 1002 907 $544,139
101,387 64,772,867
Project Priority 1 Project Priority 1
Total
Item #1. Page 214
Meeting Date: 9/12/2023 / Packet Page #: 217

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-15 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 10-6 (Continued)
Project Summary Table
Priority
Project
ID
Project
Length
(ft)
Project Total
Cost ($) Priority
Project
ID
Project
Length
(ft)
Project Total
Cost ($)
61 2028 1,111 $666,447 85 2010 940 $563,946
62 2006 381 $457,206 86 2011 1,389 $833,429
63 2044 1,830 $1,097,995 87 2022 1,133 $679,977
64 2020 1,864 $1,118,117 88 2019 2,061 $1,236,682
65 2031 1,034 $620,663 89 2021 2,319 $1,391,148
66 2043 1,299 $779,264 90 2005 501 $300,814
67 2025 1,511 $906,353 91 2017 2,581 $1,548,554
68 2024 463 $277,754 92 2049 1,166 $699,495
69 2030 1,179 $707,104 93 2004 705 $845,436
70 2035 1,830 $1,097,753 94 2041 806 $483,845
71 2034 2,135 $1,281,171 95 2015 2,365 $1,419,230
72 2047 654 $392,688 96 2013 2,635 $1,581,299
73 2018 1,411 $859,487 97 2016 2,661 $1,596,446
74 2046 1,077 $646,022 98 2040 762 $799,633
75 2001 933 $559,764 99 2012 1,199 $719,550
76 2045 843 $505,800 100 2037 1,376 $825,556
77 2032 545 $327,249 101 2053 1,794 $1,076,497
78 2023 2,526 $1,515,580 102 2002 1,616 $1,212,275
79 2026 955 $572,955 103 2003 1,285 $770,962
80 2033 2,220 $1,331,734 104 2038 582 $734,158
81 2009 2,755 $1,653,034 105 2051 1,935 $1,732,404
82 2048 549 $329,693 106 2050 905 $542,984
83 2014 2,825 $1,695,118 107 2052 1,108 $1,112,922
84 2036 2,145 $1,287,048 67,898 $43,393,241
Project Priority 2 Project Priority 2
Total
Item #1. Page 215
Meeting Date: 9/12/2023 / Packet Page #: 218

PIPE REPLACEMENT PROGRAM
CITY OF GLENDORA 10-16 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 10-6 (Continued)
Project Summary Table
Priority
Project
ID
Project
Length
(ft)
Project Total
Cost ($) Priority
Project
ID
Project
Length
(ft)
Project Total
Cost ($)
108 3061 443 $321,982 146 3060 596 $357,661
109 3038 495 $296,972 147 3062 712 $1,121,357
110 3020 1,242 $745,378 148 3021 1,368 $1,399,942
111 3015 244 $146,318 149 3012 2,612 $2,793,196
112 3081 385 $230,974 150 3068 1,433 $1,592,189
113 3013 532 $319,268 151 3052 691 $499,280
114 3050 643 $385,913 152 3028 1,192 $714,965
115 3082 919 $551,157 153 3006 1,936 $1,203,039
116 3080 1,067 $640,106 154 3035 2,623 $3,620,793
117 3026 997 $598,247 155 3004 1,329 $797,581
118 3027 454 $272,423 156 3011 1,729 $1,037,197
119 3053 1,722 $1,032,962 157 3071 603 $361,813
120 3076 1,838 $1,249,217 158 3078 580 $870,615
121 3042 1,019 $611,464 159 3074 1,255 $1,505,981
122 3079 429 $257,690 160 3017 1,968 $1,568,213
123 3045 1,283 $777,575 161 3009 1,258 $754,863
124 3022 1,025 $614,889 162 3001 2,217 $1,358,838
125 3043 683 $409,509 163 3073 1,689 $1,223,959
126 3065 1,274 $764,210 164 3058 1,025 $1,845,820
127 3064 1,149 $689,299 165 3051 1,663 $997,838
128 3070 1,286 $1,157,758 166 3075 1,171 $1,405,500
129 3063 1,057 $634,008 167 3057 1,738 $2,972,205
130 3077 696 $417,612 168 3056 1,385 $831,099
131 3040 1,757 $1,054,478 169 3083 3,372 $2,660,381
132 3023 844 $506,388 170 3054 1,562 $937,306
133 3059 692 $415,394 171 3033 1,716 $1,175,688
134 3025 1,262 $757,470 172 3002 834 $500,261
135 3041 602 $360,954 173 3010 1,422 $853,086
136 3039 1,727 $1,036,341 174 3034 1,969 $1,387,178
137 3007 581 $1,306,641 175 3055 1,642 $985,213
138 3008 2,187 $1,356,210 176 3046 1,572 $943,480
139 3036 3,094 $1,856,408 177 3047 1,746 $1,047,747
140 3024 1,871 $1,122,737 178 3018 803 $481,516
141 3044 1,280 $768,219 179 3031 1,986 $1,760,886
142 3029 1,867 $1,120,306 180 3032 1,653 $992,010
143 3003 2,135 $1,340,387 181 3030 1,612 $1,174,060
144 3048 1,244 $746,471 182 3084 1,509 $905,287
145 3037 1,316 $789,580 183 3085 550 $659,592
Total 100,062 $74,960,553
Project Priority 3 Project Priority 3
Item #1. Page 216
Meeting Date: 9/12/2023 / Packet Page #: 219
CITY OF GLENDORA 11-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 11

FACILITY ASSESSMENTS
11-1 General
As a part of the Master Plan work, each well, pump station, and storage reservoirs was evaluated to assess its condition and develop improvement recommendations. As-built plans, sanitary survey reports, maintenance records, pump curves and efficiency tests, dive reports, and other available historical information were reviewed as a part of the evaluation. City staff was interviewed by and accompanied AKM staff on tours of each facility as well. 11-2 Wells
The City’s water system consists of eight (8) active wells. Wells 5, 8, 9, and 12 are located at the San Gabriel Plant in Azusa. Groundwater is first pumped into the San Gabriel Reservoir and then into Zone 1 via the San Gabriel Booster Pump Station. Wells 2, 10, 11, and 13 pump groundwater to Goddard and Sierra Madre Reservoirs, located at the City’s Water Yard.

The assessments were based on field site investigations, discussions with City staff, review of asbuilt plans, pump curves and efficiency tests, installation reports, and Sanitary Survey reports.

Detailed notes of the well assessments and recommendations can be found in Appendix 11-1. The recommendations are summarized in Table 11-1 at the end of this section. The total cost of the well improvements is estimated at about $46.2 Million.

Some of the common recommendations at booster pump stations include the following:
 Well rehabilitation – brush and clean, dual swab mechanical, focus intake pumping, and pumping development
 Replace discharge piping and valves
 Addition of automatic pump to waste
 Conduct dual-cam downhole video survey
It is recommended that Well 2 and Well 13 be converted to submersible pumps and that standby generators be added on-site.

Well rehabilitation is recommended for Well 8 and Well 9. This includes dual swab brushing and cleaning, focus intake pumping, and pumping development.

It is recommended that Well 10 and Well 11 be demolished and that a new well be drilled and equipped to replace them. Standby generators and wellhead nitrate treatment will be required.

The Capital Improvement Program (CIP) includes recommendations and costs for improvements for Well 5 to extend its useful life and bring the facility up to the standard code. In the future, the City would like to study the possibility of a new well site on the City owned property adjacent the golf course. The study should determine the exact location and size of the potential well site. The groundwater quality and the size of the discharge piping should also be evaluated. The cost of a new well and dishcarge piping is included in the CIP.

Well rehabilitation and improvement recommendations are included for Well 2, 8, 9, 12, and 13.

Item #1. Page 217
Meeting Date: 9/12/2023 / Packet Page #: 220

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
11-3 Storage Reservoirs and Hydropneumatic Tanks
The City’s water system consists of twenty-nine (29) active storage reservoirs and three (3) hydraopneumatic tanks. There are sixteen (16) welded steel tanks, five (5) bolted steel tanks, and eight (8) concrete reservoirs.

The assessments were based on field site investigations, discussions with City staff, review of asbuilt plans, dive inspection reports, and review of Sanitary Survey reports. Detailed notes of the reservoir assessments and recommendations can be found in Appendix 11-2. The recommendations are summarized in Table 11-2 at the end of this section. The total cost of the reservoir improvements is estimated at about $52.8 Million.

Some of the common recommendations at multiple storage reservoirs include the following:
 Addition of a mixer
 Addition of a railing around the roof
 Addition of a SAFT climb to ladder
 Ladder cage repairs
 Replacement of interior and/or exterior ladders
 Hatch replacement or addition of hatch
 Ventilation improvements
North Glendora Reservoir B is recommened to be demolished and replaced with two new tanks. This reservoir has numerous and significant leaks at the connections of the bolted steel plates. Past repair work has not prevented the leakage. A corrective plan of action was submitted to the Department of Drinking Water (DDW) by the City in February 2022. Preliminary design of the replacement tanks is underway and is expected to be completed in FY 2023. Construction is scheduled for FY 2024 through FY 2025.

It is recommended that the existing South Hills West Reservoir A be demolished and that a new 3 MG steel reservoir be constructed to replace it. Due to the elevation difference between the South Hills West Reservoir A and B sites, it is recommended that a detailed study of these two reservoirs be conducted during the design phase of the new reservoir to evaluate how the two reservoirs should be operated together. The high water elevation of the South Hills West Reservoir A is 969 feet. The high water elevation of the South Hills West Reservoir B is 976 feet. Therefore, the top 7 feet of the South Hills West Reservoir B is not useable.

It is recommended that the Boy Scouts Reservoir A be removed from service. The City should construct an above ground non-potable water tank with a mixer. The tank would be filled whenever the Boy Scout camp is occupied and the water would only be used for the restrooms.\ Recoating or replacement of the hydropnuematic tanks (Silent Ranch A, Eagle Ridge A, and Rainbow A) are recommended unless it is determined that the tank can be removed by constructing additional piping and a pressure relief valve connected to an adjacent zone. This should be determined during the preliminary design study of the booster pump stations and hydropneumatic systems.

The Bluebird Hill Reservoirs B and A is recommended to be demolished and replaced. An increase in volume is recommended if space allows for it. This should be determined by conducting a detailed Item #1. Page 218
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FACILITY ASSESSMENTS
CITY OF GLENDORA 11-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
hydraulic analysis of Zone 3D and preliminary design study of the Bluebird Booster Pump Station and Bluebird Hill Reservoirs B and A.
11-4 Booster Pump Stations
The City’s water system consists of twenty (20) booster pump stations. Three of the stations serve water to hydropneumatic systems.

The assessments were based on field site investigations, discussions with City staff, review of asbuilt plans, pump curves and efficiency tests, and Sanitary Survey reports. Detailed notes of the booster pump stations assessments and recommendations can be found in Appendix 11-3. The recommendations are summarized in Table 11-3 at the end of this section. The total cost of the booster pump station improvements is estimated at about $55.5 Million.

Some of the common recommendations at booster pump stations include the following:
 Addition of permanent standby generator
 Raise pump base to 18” above floor
 Electrical upgrades
 Addition of a fire pump
11-4.1 Hydraulic Studies
A preliminary design study should be conducted for designs of all major water facilities. There are several areas of the service area that require detailed hydraulic studies prior to implementing improvement projects at booster pump stations and/or storage reservoirs providing water for these specific areas. It must be ensured that the demands (daily and fire flow) and required pressures will be met under all conditions. These areas are primarily the smaller zones with lower demands and located in the hillsides. The hydropneumatic systems are included in these areas as well. The number of pumps, pump capacities, reservoir sizes, etc. should be determined during the preliminary design studies.

The detailed hydraulic studies are needed due to storage, pumping, and fire flow deficiencies (see Section 9-3.4, 9-4, and 9-6) identified during the analysis completed for this Master Plan. The recommended hydraulic studies are as follows:

1. Zone 1A – The Zone 1A storage requirement is 0.360 MG. The existing available storage at Hicrest Reservoirs B and A is a total of 0.301 MG. The Hicrest Booster Pump Station has a firm capacity of about 458 gpm. The fire flow requirement for Zone 4 is 2,500 gpm for 2 hours, which will drain the reservoirs. It is recommended that Zone 4 be studied to determine the best way to meet the daily demands of the zone as well as the fire flow requirements.

2. Zone 3C – The Zone 3C storage requirement is 0.313 MG. The existing available storage at Big Dalton Reservoir A and is a total of 0.028 MG. The Dalton Booster Pump Station has a capacity of about 1100 gpm. The fire flow requirement for Zone 3C is 2,500 gpm for 2 hours.

Water is pumped via Dalton Booster Pump Station to Big Dalton Reservoir A. The water in the reservoir is primarily used to fill up trucks for fire fighting purposes and is pumped to Boy Scout Reservoir A during the summer months when the Boy Scout camp is in use. It is Item #1. Page 219
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FACILITY ASSESSMENTS
CITY OF GLENDORA 11-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
recommended that Zone 3C be studied to determine the best way to meet the daily demands of the zone as well as the fire flow requirements.

3. Zone 1BH1 – Zone 1BH1 is a hydropneumatic system, provided water via the Silent Ranch Booster Pump Station. The fire flow requirement for Zone 1BH1 is 2,500 gpm for 2 hours.

The Zone 1BH1 maximum day plus fire demand is 2,537 gpm. The firm capacity of the Silent Ranch Booster Pump Station is 180 gpm.

It is recommended that a study be undertaken to determine if the hydropneumatic system should be replaced with two duty pumps and variable frequency drives at the Silent Ranch Booster Pump Station and a connection to Zone 1B with a pressure relief valve or if the existing pump station and hydropneumatic tank should remain in place with needed replacements/upgrades. The recommended Zone 1B loop in North Silent Ranch Road should also be evaluated. It is intended to provide fire protection to a portion of the Zone 1BH1 service area via Zone 1B.

4. Zone 2H2 – Zone 2H2 is a hydropneumatic system, provided water via the Eagle Ridge Booster Pump Station. The fire flow requirement for Zone 2H2 is 2,500 gpm for 2 hours. The Zone 2H2 maximum day plus fire demand is 2,510 gpm. The firm capacity of the Eagle Ridge Booster Pump Station is 670 gpm.

It is recommended that a study be undertaken to determine if the hydropneumatic system should be replaced with two duty pumps with variable frequency drives and a fire pump at the Eagle Ridge Booster Pump Station and a connection to Zone 2 with a pressure relief valve or if the existing pump station and hydropneumatic tank should remain in place with needed replacements/upgrades.

5. Zone 4 – The Zone 4 storage requirement is 0.314 MG. The existing available storage at Lower Gordon Reservoirs B and A is a total of 0.228 MG. The Morgan Ranch Booster Pump Station has a firm capacity of about 545 gpm. The fire flow requirement for Zone 4 is 2,500 gpm for 2 hours. It is recommended that Zone 4 be studied to determine the best way to meet the daily demands of the zone as well as the fire flow requirements.

The City is also concerned about redundancy since there is only one distribution line providing water from Morgan Ranch Booster Pump Station to the Lower Gordon Reservoirs and Gordon Booster Pump Station which provides water to Zone 4A. The City would like to explore the possibility of a parallel distribution line or a connection to Zone 3D through the Bluebird Preserve.

6. Zone 4A – The Zone 4A storage requirement is 0.445 MG. The existing available storage at Upper Gordon Reservoirs B and A is a total of 0.320 MG. The Gordon Booster Pump Station has a firm capacity of about 435 gpm. The fire flow requirement for Zone 4A is 2,500 gpm for 2 hours. It is recommended that Zone 4A be studied to determine the best way to meet the daily demands of the zone as well as the fire flow requirements.

The City would also like an elevation study to first be conducted to determine how much future development/expansion can occur in Zone 4A.

7. Zone 2H1 – Zone 2H1 is a hydropneumatic system, provided water via the Rainbow Booster Pump Station. The fire flow requirement for Zone 2H1 is 2,500 gpm for 2 hours. The Zone Item #1. Page 220
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FACILITY ASSESSMENTS
CITY OF GLENDORA 11-5 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
2H1 maximum day plus fire demand is 2,513 gpm. The firm capacity of the Rainbow Booster Pump Station is 227 gpm.

It is recommended that a study be undertaken to determine if the hydropneumatic system should be replaced with two duty pumps with variable frequency drives and a fire pump at the Rainbow Booster Pump Station and a connection to Zone 2 with a pressure relief valve or if the existing pump station and hydropneumatic tank should remain in place with needed replacements/upgrades.

8. Zone 3A – The Zone 3A storage requirement is 0.442 MG. The existing available storage at the existing Zone 3A Reservoirs is a total of 0.349 MG. The Glencoe Booster Pump Station has a firm capacity of about 470 gpm. The fire flow requirement for Zone 3A is 2,500 gpm for 2 hours.

The replacement for North Glendora Reservoir B was under design while this Master Plan study was being completed. It is planned to replace the current reservoir with two new ones.

A preliminary design report should be prepared for the replacement of the Glencoe Booster Pump Station, utilizing the new North Glendora Reservoirs design. The study should also consider the future customer line extension in North Glendora Avenue (See Project G-P03 on Figure 9-4).

9. Zone 3B – The Zone 3B storage requirement is 0.314 MG. The existing available storage at Englewild Canyon Reservoirs A and B is a total of 0.012 MG. The Englewild Canyon Booster Pump Station has a firm capacity of about 32 gpm. The fire flow requirement for Zone 3B is 2,500 gpm for 2 hours. It is recommended that Zone 3B be studied to determine the best way to meet the daily demands of the zone as well as the fire flow requirements.

10. Zone 3D – The Zone 3D storage requirement is 0.383 MG. The existing available storage at Bluebird Reservoirs B and A is a total of 0.106 MG. The Bluebird Booster Pump Station has a firm capacity of about 110 gpm. The fire flow requirement for Zone 3D is 2,500 gpm for 2 hours. It is recommended that Zone 3D be studied to determine the best way to meet the daily demands of the zone as well as the fire flow requirements.

Improvements to consider for the hydraulic study include the following:
 Upsize about 3,000 feet of pipe from 6-inch to 10-inch from the Bluebird Booster Pump Station to the Bluebird Reservoirs
 Pipe replacement projects (See Plate 10-2)
 Replace pump station with 2 duty pumps and 1 fire pump  Replace reservoirs and increase volume, if possible
 Create loop east of Bluebird Road and south of Bluebird Reservoirs (See Project GP01 on Figure 9-4)  Create loop through Mountain Lane (See Project G-P02 on Figure 9-4) 11-5 Water Yard Facility
The recommended improvements related to the City’s water yard facility (~$7.0 Million) are as follows and listed in Table 11-4 at the end of this section:

Item #1. Page 221
Meeting Date: 9/12/2023 / Packet Page #: 224

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-6 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

1. Additional and upgraded camera system

2. Warehouse replacement and potential relocation

3. Parking improvements

4. NPDES/spoils/washout relocation

5. Solid security fence installation around facility

6. Standby generator

7. Chemical building upgrades
11-6 San Gabriel Yard
The recommended improvements related to the City’s San Gabriel Yard facility (~$4.2 Million) are as follows and listed in Table 11-4 at the end of this section:

1. Installation of camera system

2. Higher walls around the perimeter

3. Additional generator capacity

4. Chlorination system improvements, including vault flood sensors, seismic upgrades, scrubber installation assessment, sump pump upgrade, connection to SCADA, chlorine well injection line design and replacement, and 2 pumps and skids

5. Surge tank evaluation
11-7 General Water System Improvement Recommendations
Improvement recommendations for the water system (~$2.8 Million) are as follows and listed in Table 11-4 at the end of this section:

1. Assess and maintain Well 5 and Well 7 easements for future use

2. Comprehensive SCADA upgrade assessment

3. Comprehensive standby power assessment

4. Comprehensive valve assessment

5. Valve replacement program
11-8 Project Priorities
The projects are provided for each recommendation in Tables 11-1 through 11-4. The priorities are based on the condition observed in the field, discussions with City staff, and health and safety concerns for the public and operations staff.

The projects are grouped by facility site in Tables 11-1 through 11-4. Appendix 11-2 provides the project recommendations by priority instead of grouped by project site.

Item #1. Page 222
Meeting Date: 9/12/2023 / Packet Page #: 225

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-7 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-1
Well Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Convert to Submersible pump Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Conduct Casing Inspection Thickness Measurement
(CITM) Survey Medium $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Conduct dual-cam downhole video survey Medium $ 2,000 $ 400 $ 300 $ 400 $ 3,100 Add 100 kW standby generator and Automatic Transfer
Switch
Individual standby generator cost was added
for CIP purposes. Additionally, a study
should be conducted to determine the
standby power size for the site.

Medium $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000
Replace Switchboard, MCC, Control Panel Medium $ 450,000 $ 90,000 $ 67,500 $ 90,000 $ 697,500 Construct Rollaway Building, Site Improvements Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Add automatic pump to waste Medium $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Replace discharge piping and valves Medium $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Construct Building, Site Improvements Conduct project when golf course is updated Low-Medium $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Conduct CCTV Inspection, Casing Inspection Thickness
Measurement (CITM) Survey Low-Medium $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Conduct dual-cam downhole video survey Low-Medium $ 2,000 $ 400 $ 300 $ 400 $ 3,100 Replace discharge piping and valves Low-Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add a level transducer Low-Medium $ 15,000 $ 3,000 $ 2,250 $ 3,000 $ 23,250 Add automatic discharge to waste At pump head Low-Medium $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Electrical upgrades 30 years old; need to replace VFD, starters, controls, etc. Low-Medium $ 250,000 $ 50,000 $ 37,500 $ 50,000 $ 387,500 * Feasibility Study for new well location
Study to determine exact location and size
of site, as well as evaluate the groundwater
quality and well constructability at selected
site.

Low $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000
Replace discharge piping and resize Replace at 3000 feet of pipe at end of useful life; estimated size is 16-inch Low $ 2,400,000 $ 480,000 $ 360,000 $ 480,000 $ 3,720,000 Conduct Casing Inspection Thickness Measurement
(CITM) Survey Medium $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Conduct dual-cam downhole video survey Medium $ 2,000 $ 400 $ 300 $ 400 $ 3,100 New stainless steel liner Medium $ 420,000 $ 84,000 $ 63,000 $ 84,000 $ 651,000 Well rehabilitation
Brush and clean, dual swab mechanical,
focus intake pumping, and pumping
development
Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000
Well
Well
Well
Well 2
Well 5
Well 8
Item #1. Page 223
Meeting Date: 9/12/2023 / Packet Page #: 226

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-8 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-1 (Continued)
Well Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Conduct Casing Inspection Thickness Measurement
(CITM) Survey Medium $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Conduct dual-cam downhole video survey Medium $ 2,000 $ 400 $ 300 $ 400 $ 3,100 New stainless steel liner Medium $ 420,000 $ 84,000 $ 63,000 $ 84,000 $ 651,000 Well rehabilitation
Brush and clean, dual swab mechanical,
focus intake pumping, and pumping
development
Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000
Demolish existing well Medium $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 * Drill new well Medium $ 1,800,000 $ 360,000 $ 270,000 $ 360,000 $ 2,790,000 * Equip new well with standby generator Medium $ 3,500,000 $ 700,000 $ 525,000 $ 700,000 $ 5,425,000 * Construct wellhead nitrate treatment Medium $ 1,200,000 $ 240,000 $ 180,000 $ 240,000 $ 1,860,000 Demolish existing well Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Drill new well Low $ 1,800,000 $ 360,000 $ 270,000 $ 360,000 $ 2,790,000 * Equip new well with standby generator Low $ 3,500,000 $ 700,000 $ 525,000 $ 700,000 $ 5,425,000 * Construct wellhead nitrate treatment Low $ 1,200,000 $ 240,000 $ 180,000 $ 240,000 $ 1,860,000 Conduct Casing Inspection Thickness Measurement
(CITM) Survey Medium-High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Well rehabilitation
Brush and clean, dual swab mechanical,
focus intake pumping, and pumping
development
Medium-High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 New stainless steel liner Medium-High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Upgrade electrical and controls Medium-High $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Manual transfer switch and portable generator Medium-High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Raise pump base to 18" above floor Medium-High $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 Replace discharge piping Reuse valves Medium-High $ 70,000 $ 14,000 $ 10,500 $ 14,000 $ 108,500 New Well Building and floors Medium-High $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Convert to Submersible pump Medium $ 420,000 $ 84,000 $ 63,000 $ 84,000 $ 651,000 New Building Includes new water source for chlorine Medium $ 500,000 $ 100,000 $ 75,000 $ 100,000 $ 775,000 Add 300 kW standby generator and Automatic Transfer
Switch
Individual standby generator cost was added
for CIP purposes. Additionally, a study
should be conducted to determine the
standby power size for the site.

Medium $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000
Add water chiller (for chlorine line) Medium $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 $ 22,583,000 $ 4,516,600 $ 3,387,450 $ 4,516,600 $ 35,003,650 *Includes preliminary design report / detailed hydraulic analysis / study Well
Well
Well
Well
Well
Total Well Improvement Costs
Well 10
Well 11
Well 13
Well 9
Well 12
Item #1. Page 224
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FACILITY ASSESSMENTS
CITY OF GLENDORA 11-9 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-2
Reservoir Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Reservoir San Gabriel
(1.0 MG) * Construct new inlet header to reservoir and underground vault Includes Preliminary Design Report Low $ 800,000 $ 160,000 $ 120,000 $ 160,000 $ 1,240,000 Demolish existing reservoir Suspected hazmat abatement i.e., lead, asbestos, etc. High $ 1,000,000 $ 200,000 $ 150,000 $ 200,000 $ 1,550,000 * Construct new 3 MG steel reservoir Include detailed study of how to construct and limit impact on Reservoir 1C High $ 5,000,000 $ 1,000,000 $ 750,000 $ 1,000,000 $ 7,750,000 Access road improvements Asphalt road to site about 2300 feet High $ 1,380,000 $ 276,000 $ 207,000 $ 276,000 $ 2,139,000 Add mixer High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Add solar power with back-up generator 2 mixers Medium $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Ventilation and Active Ventilation improvements Add blowers and vents High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Chlorine injection/monitoring Cut into roof Medium $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 Access road improvements Medium $ 240,000 $ 48,000 $ 36,000 $ 48,000 $ 372,000 Add safety/fall protection along stairs access High $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Security improvements (cameras) Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add SAFT climb to ladder High $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 Add railing around roof High $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Reconstruct suction line High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Ventilation and Active Ventilation improvements Add blowers and vents High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Add mixer High $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Add chlorine analyzer off suction line and connect to
SCADA High $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000
Site improvements Add retaining wall along north side of reservoir; about 200 feet long x 20 feet high Low $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000 Add a drop down nitrate analyzer Currently only on top. Want another that just sits 2-3 feet from the floor Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Add railing around roof High $ 76,000 $ 15,200 $ 11,400 $ 15,200 $ 117,800 Additional ventilation 2 additional vents High $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add solar power and backup generator Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Replace nitrate analyzer Medium $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Add CL2 injection points/monitoring to SCADA Medium $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 Larger vent High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Solar power/generator Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Remove/relocate IT equipment from the roof. High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Replace interior and exterior ladder High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Add railing around roof High $ 43,000 $ 8,600 $ 6,450 $ 8,600 $ 66,649 Exterior ladder cage High $ 16,000 $ 3,200 $ 2,400 $ 3,200 $ 24,800 Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
South Hills
West A
(3.0 MG)
South Hills
West B
(7.0 MG)
Sierra Madre
A
(4.0 MG)
Goddard A
(3.5 MG)
South Hills
East A
(2.5 MG)
Item #1. Page 225
Meeting Date: 9/12/2023 / Packet Page #: 228

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-10 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-2 (Continued)
Reservoir Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Improve ventilation High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 New ladder with SAFT climb High $ 75,000 $ 15,000 $ 11,250 $ 15,000 $ 116,250 Add railing around roof High $ 35,000 $ 7,000 $ 5,250 $ 7,000 $ 54,250 Overflow outlet structure Interim Improvement High $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Demolish Reservoir Low $ 1,000,000 $ 200,000 $ 150,000 $ 200,000 $ 1,550,000 Spot repair and paint Low-Medium $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Improve ventilation High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Add railing around roof High $ 42,000 $ 8,400 $ 6,300 $ 8,400 $ 65,100 Replace interior coating
Evaluate existing coating first. Cost to
replace coating included for budgeting
purposes.

Low-Medium $ 870,000 $ 174,000 $ 130,500 $ 174,000 $ 1,348,500 Demolish reservoir High $ 700,000 $ 140,000 $ 105,000 $ 140,000 $ 1,085,000 Construct new 0.75 MG reservoir High $ 3,500,000 $ 700,000 $ 525,000 $ 700,000 $ 5,425,000 Relocate electrical for the site High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Site improvements Separated out site improvements in case it is needed before reservoir reconstruction High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Reservoir
Country Club
North B
(0.688 MG)
Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Repair Brick wall separation and gutter Low $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 Repair expansion joint material Low $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Replace overflow piping Dive Report mentions replacement in the next year Low $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Repair cracking in southwest corner Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Replace internal joint material Low $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 Replace underdrain monitoring vault lid Low $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 Add SAFT climb to ladder High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Replace security fence High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Add mixer High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Solar/generator Low-Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Seal railing connection to roof High $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 Miscellaneous site improvements Landscaping and asphalt Low-Medium $ 70,000 $ 14,000 $ 10,500 $ 14,000 $ 108,500 Replace exterior ladder with SAFT climb. High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Reservoir Hicrest B
(0.274 MG) Miscellaneous coating repairs Include corrosion consultant review of cathodic protection system adjustment box Low $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Reservoir Hicrest A
(0.116 MG) Miscellaneous coating repairs Include corrosion consultant review of cathodic protection system adjustment box Low $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Hidden
Springs A
(1.25 MG)
Hidden
Springs B (3.5
MG)
Country Club
South A
(0.688 MG)
Morgan Ranch
A
(2.5 MG)
Englewild A
(2.5 MG)
Item #1. Page 226
Meeting Date: 9/12/2023 / Packet Page #: 229

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-11 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-2 (Continued)
Reservoir Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Interior coating repairs Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Redo caulking Low $ 2,000 $ 400 $ 300 $ 400 $ 3,100
Add railing around roof High $ 25,000 $ 5,000 $ 3,750 $ 5,000 $ 38,750 Ladder cage repairs High $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 Add second hatch High $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Site paving repairs Low $ 12,500 $ 2,500 $ 1,875 $ 2,500 $ 19,375 Interior coating repairs Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Redo caulking Low $ 2,000 $ 400 $ 300 $ 400 $ 3,100
Add railing around roof High $ 25,000 $ 5,000 $ 3,750 $ 5,000 $ 38,750 Ladder cage repairs High $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 Add second hatch High $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Site paving repairs Low $ 12,500 $ 2,500 $ 1,875 $ 2,500 $ 19,375 Change out existing BIF level sensor that runs on phone line to level transducer Low $ 15,000 $ 3,000 $ 2,250 $ 3,000 $ 23,250 Coating interior and exterior Low $ 180,000 $ 36,000 $ 27,000 $ 36,000 $ 279,000 SCADA upgrade with cellular data Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add mixer High $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Site improvements Retaining wall about 80 ft long x 10 ft high High $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Add railing around roof High $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 Power solar/generator Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Remove existing pump station and reservoir. Disconnect discharge pipe and fill with concrete High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Build above ground tank to be filled and water used only for restrooms while Boy Scout camp is occupied.

Exact size to be determined based on
maximum number of people High $ 250,000 $ 50,000 $ 37,500 $ 50,000 $ 387,500 Tank mixer High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 * Replace hydropneumatic tank High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 * Construct about 200 feet of 8-inch pipe, pressure relief valve and vault, connected to Zone 5.

Use in case hydropneumatic tank is not
replaced High $ 240,000 $ 48,000 $ 36,000 $ 48,000 $ 372,000 * Recoat hydropnuematic tank High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 * Add Pressure Relief line and valve to Zone 2 (about 200 feet of 8-inch pipe and valve vault)
Use in case hydropneumatic tank is not
replaced High $ 240,000 $ 48,000 $ 36,000 $ 48,000 $ 372,000 Exterior coating/interior coating Low $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Hatch replacement and new hatch Move hatch away from access ladder and add second hatch High $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Ventilation improvements High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Add railing around roof High $ 25,000 $ 5,000 $ 3,750 $ 5,000 $ 38,750 Exterior coating/interior coating Low $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Hatch replacement and new hatch Move hatch away from access ladder and add second hatch High $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Ventilation improvements High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Add railing around roof High $ 25,000 $ 5,000 $ 3,750 $ 5,000 $ 38,750 Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Silent Ranch
A
Eagle Ridge A
Hook Cyn B
(0.33 MG)
Big Dalton A
(0.045 MG)
Boy Scouts A
(0.01 MG)
Lower Gordon
B
(0.16 MG)
Lower Gordon
A
(0.16 MG)
Hook Cyn A
(0.33 MG)
Item #1. Page 227
Meeting Date: 9/12/2023 / Packet Page #: 230

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-12 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-2 (Continued)
Reservoir Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Interior coating Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Exterior coating Medium $ 250,000 $ 50,000 $ 37,500 $ 50,000 $ 387,500 Add cathodic protection Medium $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Replace interior ladders High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Interior coating Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Exterior coating Medium $ 250,000 $ 50,000 $ 37,500 $ 50,000 $ 387,500 Add cathodic protection Medium $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Replace interior ladders High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 * Recoat hydropneumatic tank High $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 * Add about 350 feet of 8-inch pipe, pressure relief valve and vault, connected to Zone 2.

Use in case hydropneumatic tank is not
replaced High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Site maintenance outside fence perimeter Clear brush in front of overflow/drain Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Access road improvements Regrading and asphalt whole road, about 1000 feet High $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000 Add railing around roof High $ 16,000 $ 3,200 $ 2,400 $ 3,200 $ 24,800 Add retaining wall on north side of site High $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Add flexible coupling to overflow pipe Low $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Add railing around roof High $ 8,000 $ 1,600 $ 1,200 $ 1,600 $ 12,400 Add flexible coupling to overflow pipe Low $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Reservoir
North
Glendora B
(0.318 MG)
* Replace reservoir with two tanks Includes generator and solar High $ 5,000,000 $ 1,000,000 $ 750,000 $ 1,000,000 $ 7,750,000 Add railing around roof High $ 16,000 $ 3,200 $ 2,400 $ 3,200 $ 24,800 Replace interior and exterior coating Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add SCADA levels/power Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Add railing around roof High $ 16,000 $ 3,200 $ 2,400 $ 3,200 $ 24,800 Replace interior and exterior coating Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add SCADA levels/power Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Reservoir Bluebird Hill B
(0.125 MG)
Purchase property for one or both new
reservoirs; Cost estimated for one 0.44 MG Medium $ 2,500,000 $ 500,000 $ 375,000 $ 500,000 $ 3,875,000 Reservoir Bluebird Hill A
(0.0125 MG)
Cost estimated for one 0.135 MG on
existing property and includes demolition Medium $ 800,000 $ 160,000 $ 120,000 $ 160,000 $ 1,240,000 $ 34,037,000 $ 6,807,400 $ 5,105,550 $ 6,807,400 $ 52,757,349 *Includes preliminary design report / detailed hydraulic analysis / study Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Reservoir
Reservoir Rainbow A
Replace reservoirs; increase volume if possible
Englewild Cyn
A
(0.01 MG)
*
Glencoe A
(0.0125 MG)
Englewild Cyn
B
(0.01 MG)
Upper Gordon
B
(0.20 MG)
Upper Gordon
A
(0.20 MG)
Glencoe B
(0.125 MG)
Total Reservoir Improvement Costs
Item #1. Page 228
Meeting Date: 9/12/2023 / Packet Page #: 231

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-13 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-3
Booster Pump Station Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Add 18 pulse VFDs for 250 hp pumps (x2) Medium-High $ 360,000 $ 72,000 $ 54,000 $ 72,000 $ 558,000 Add 18 pulse VFDs for 350 hp pumps (x2) Medium-High $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000 3000 amp ATS Medium-High $ 500,000 $ 100,000 $ 75,000 $ 100,000 $ 775,000 Electrical improvements Dependent on VFDs Medium-High $ 500,000 $ 100,000 $ 75,000 $ 100,000 $ 775,000 Replace electrical panel Medium-High $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Site Improvements Concrete floor and drainage Medium-High $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 Replace suction line 12-inch suction Medium-High $ 180,000 $ 36,000 $ 27,000 $ 36,000 $ 279,000 Suction isolation valves 3 Medium-High $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Replace pump barrels 25 feet Medium-High $ 180,000 $ 36,000 $ 27,000 $ 36,000 $ 279,000 Coating Medium-High $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 SCADA improvements Medium-High $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 Replace suction line 14 inch suction Medium-High $ 210,000 $ 42,000 $ 31,500 $ 42,000 $ 325,500 Suction isolation valves Medium-High $ 45,000 $ 9,000 $ 6,750 $ 9,000 $ 69,750 Replace pump barrels 25 feet Medium-High $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Replace conduits below floor Medium-High $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 Replace electrical panels Medium-High $ 250,000 $ 50,000 $ 37,500 $ 50,000 $ 387,500 Replace motors Medium-High $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Replace Cla pump control valves Medium-High $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Replace flow meters Add flow meter to each discharge line Medium-High $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 Site Improvements Concrete floor and drainage Medium-High $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 SCADA improvements Medium-High $ 30,000 $ 6,000 $ 4,500 $ 6,000 $ 46,500 * Loop of Zone 5 with about 500 feet of 8-inch pipe through Zone 11 service area (N. Silent Ranch Dr)
Zone 5 loop will allow 2500 gpm fire flow to
be provided from Zone 5 with residual
pressures above 26 psi to the Zone 11
service area
High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000
* Rebuild PS - Include 2 duty pumps with VFDs
~60 gpm pumps; once a certain pressure is
reached, reduce speed and provide a
pressure relief to Zone 5 (option if no HP
tank desired)
High $ 480,000 $ 96,000 $ 72,000 $ 96,000 $ 744,000
Standby generator High $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Evaluate reason for infiltration Could just need new seal and relocate existing drainage facilities High $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Replace pump station Includes SCADA and electrical Low $ 720,000 $ 144,000 $ 108,000 $ 144,000 $ 1,116,000 Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Hidden
Springs (B11,
B12)
Silent Ranch
(B20, B57) HP
Valley Center
(B21)
Englewild
(B13, B14,
B10)
San Gabriel
(SG-1, SG-2,
SG-3, SG-4,
SG-5)
Item #1. Page 229
Meeting Date: 9/12/2023 / Packet Page #: 232

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-14 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-3 (Continued)
Booster Pump Station Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Permanent standby power/generator Medium $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Electrical upgrades Medium $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Raise pump base to 18" above floor Medium $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 Replace discharge piping and valves Medium $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 * Add 2500 gpm fire pump Additional pump or upgrade existing pumps to aide in storage deficit Medium $ 800,000 $ 160,000 $ 120,000 $ 160,000 $ 1,240,000 Misc. interim imps. - Add ladder extension Medium $ 5,000 $ 1,000 $ 750 $ 1,000 $ 7,750 Misc. interim imps. - Spring asst. lid on mtr vlt Medium $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 Int. imp, - Vault flooded alarm Medium $ 10,000 $ 2,000 $ 1,500 $ 2,000 $ 15,500 * Replace pump station w/ 2 duty pumps plus 2500 gpm
fire pump
Include complete vault reconfiguration and
replacement Medium $ 4,800,000 $ 960,000 $ 720,000 $ 960,000 $ 7,440,000 Add permanent 125 kW generator Medium $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Raise pump base to 18" above floor Medium $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 200 Amp Switchboard Medium $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 200 Amp ATS Medium $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 MCC with 2 x 50 HP VFD/SSMCs Medium $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Control Panel Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Electrical panel upgrades Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Approximately 1000’ of discharge piping (16 inch) Medium $ 800,000 $ 160,000 $ 120,000 $ 160,000 $ 1,240,000 Add permanent generator Medium $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 * Replace pump with 2 new pumps Medium $ 360,000 $ 72,000 $ 54,000 $ 72,000 $ 558,000 * Replace pump station - 2 duty pumps (25 hp) 300 gpm
and 1 fire pump (200 hp) 2500 gpm Medium-High $ 2,160,000 $ 432,000 $ 324,000 $ 432,000 $ 3,348,000 Add permanent generator (300 kW) Medium-High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Building (720 sq ft) Medium-High $ 576,000 $ 115,200 $ 86,400 $ 115,200 $ 892,800 * Construct 3,000 feet of 10-inch pipe
This includes replacing the 6-inch pipe from
the pump station to the reservoirs. Other
improvements in Zone 28 are included in the
Pipe Replacement Projects.

Medium-High $ 1,500,000 $ 300,000 $ 225,000 $ 300,000 $ 2,325,000 * Replace PS - Add 2 duty pumps VFDs + fire pump
(2500 gpm)
~60 gpm pumps; Investigate new site for
pump station and standby generator High $ 3,600,000 $ 720,000 $ 540,000 $ 720,000 $ 5,580,000 Standby generator High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Add to SCADA On/Off and pump flows High $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Upsize and replace pipes from Sierra Madre Ave to
Rainbow Pump Station
Cost included in Pipe Replacement Plan
Project ID 1001 High $ - $ - $ - $ - $ -
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Dalton (B31)
Hicrest (B24,
B25)
Glencoe (B26,
B27)
Hook Canyon
(B52, B53)
Rainbow (B42,
B43) HP
Bluebird (B32,
B33)
Item #1. Page 230
Meeting Date: 9/12/2023 / Packet Page #: 233

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-15 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-3 (Continued)
Booster Pump Station Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Add vault for meter and pump control valve Medium $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 * Add 2500 gpm fire pump Includes pump and motor, electrical, and pipeline improvements Medium $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000 Add permanent generator (300kW) Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Electrical improvements ATS, MCC for fire pump, and replace existing electrical service Medium $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 * Redundancy Enhancement Study Additional parallel pipe or connection to Zone 28 Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Add permanent generator (10kW) and ATS Interim improvement Medium-Low $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Update electrical system Interim Improvement Medium-Low $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Connect to SCADA Interim Improvement Medium-Low $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 Construct new pump station - two 60 gpm duty pumps
and one fire pump (2500 gpm, 125 hp) Includes new generator Medium-Low $ 3,600,000 $ 720,000 $ 540,000 $ 720,000 $ 5,580,000 * Install new 10-inch pipeline from pump station to
reservoirs (about 1600 feet)
This assumes relocation of pump station
near Englewild Reservoir site Medium-Low $ 800,000 $ 160,000 $ 120,000 $ 160,000 $ 1,240,000 Lowering the suction header For 200 feet suction line at 36 inch for all three pump stations Medium-High $ 720,000 $ 144,000 $ 108,000 $ 144,000 $ 1,116,000 Replace suction header isolation valves 3 butterfly valves Medium-High $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Replace electrical panels Medium-High $ 400,000 $ 80,000 $ 60,000 $ 80,000 $ 620,000 Replace suction line 16 inch suction Medium-High $ 240,000 $ 48,000 $ 36,000 $ 48,000 $ 372,000 Suction isolation valves Medium-High $ 45,000 $ 9,000 $ 6,750 $ 9,000 $ 69,750 Replace pump barrels 25 feet Medium-High $ 180,000 $ 36,000 $ 27,000 $ 36,000 $ 279,000 * Replace pumps Medium-High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Site Improvements Concrete floor and drainage Medium-High $ 40,000 $ 8,000 $ 6,000 $ 8,000 $ 62,000 * Rebuild PS - Add 2 duty pumps with VFDs + fire pump
(2500 gpm)
~60 gpm pumps; once a certain pressure
is reached, reduce speed and provide a
pressure relief to Zone 2 near intersection of
Beaverbrook Lane and Eagle Ridge (option if
no HP tank desired).

High $ 900,000 $ 180,000 $ 135,000 $ 180,000 $ 1,395,000 Upgrade electrical and controls High $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Standby generator High $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Booster Pump
Station
Boy Scout
(B56)
Remove existing pump station and reservoir. Construct
above ground non-potable water tank to be filled as
needed. Th water will only be used for restrooms while
Boy Scout camp is occupied.

See Boy Scout Reservoir Recommendations High $ - $ - $ - $ - Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Country Club
(B22, B23,
B36)
Eagle Ridge
(B49, B50,
B51) HP
Englewild
Canyon (B47,
B48)
Morgan Ranch
(B44, B45,
B46)
Item #1. Page 231
Meeting Date: 9/12/2023 / Packet Page #: 234

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-16 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-3 (Continued)
Booster Pump Station Improvement Recommendations
Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Replace discharge pipes with 6 inch Low $ 70,000 $ 14,000 $ 10,500 $ 14,000 $ 108,500 Miscellaneous improvements (access hatch replacement,
elevate pipe supports) Low $ 20,000 $ 4,000 $ 3,000 $ 4,000 $ 31,000 * Add fire pump (2500 gpm, 250 HP) Low $ 420,000 $ 84,000 $ 63,000 $ 84,000 $ 651,000 Electric Service upgrade Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 New MCC and controls for fire flow pump Low $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Add 400 kW permanent generator Low $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 400 Amp ATS Low $ 80,000 $ 16,000 $ 12,000 $ 16,000 $ 124,000 Add permanent generator 200 kW Low $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 200 Amp ATS Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Demolition Medium $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Building (600 sq ft) Medium $ 480,000 $ 96,000 $ 72,000 $ 96,000 $ 744,000 Pumps and motors (60 HP, 800 gpm) Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Piping and valves Medium $ 300,000 $ 60,000 $ 45,000 $ 60,000 $ 465,000 Upgrade 6-inch suction and discharge pipes to 10-inch About 500 feet of pipe through easement Medium $ 375,000 $ 75,000 $ 56,250 $ 75,000 $ 581,250 Electrical Medium $ 600,000 $ 120,000 $ 90,000 $ 120,000 $ 930,000 150 kW permanent generator Medium $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Site improvements Access and site paving Medium $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 $ 35,786,000 $ 7,157,200 $ 5,367,900 $ 7,157,200 $ 55,468,300 *Includes preliminary design report / detailed hydraulic analysis / study Booster Pump
Station
Booster Pump
Station
Booster Pump
Station
Greencroft
(B60, B61,
North Grand
(B29, B41)
Gordon (B58,
B59)
Total Booster Pump Station Improvement Costs
Item #1. Page 232
Meeting Date: 9/12/2023 / Packet Page #: 235

FACILITY ASSESSMENTS
CITY OF GLENDORA 11-17 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
Table 11-4
Miscellaneous Water Facility Improvement Recommendations Facility Type
Facility
Name Recommendations Recommendation Notes Priority
Construction
Cost Estimate
for
Improvements
Design &
Administration
Cost ($)
Construction
Management
Cost ($)
Contingency
Cost ($)
Total Project
Cost ($)
Miscellaneous Zone 14 * Hydraulic Elevation Assessment Study For future development on east side of Gordon Highlands Low $ 100,000 $ 20,000 $ 15,000 $ 20,000 $ 155,000 Miscellaneous San Gabriel
Yard * Assess and Maintain Well 5 and Well 7 Easements for future use Low $ 50,000 $ 10,000 $ 7,500 $ 10,000 $ 77,500 Miscellaneous San Gabriel
Yard * Surge Tank Evaluation Evaluate size, location, and configuration Low $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Miscellaneous San Gabriel
Yard Add additional generator capacity (2mW) Relocate existing generator to Sierra Madre Medium-High $ 2,000,000 $ 400,000 $ 300,000 $ 400,000 $ 3,100,000 Miscellaneous San Gabriel
Yard Higher walls About 600 feet Medium-High $ 120,000 $ 24,000 $ 18,000 $ 24,000 $ 186,000 Miscellaneous San Gabriel
Yard Install camera system Medium-High $ 60,000 $ 12,000 $ 9,000 $ 12,000 $ 93,000 Miscellaneous San Gabriel
Yard Chlorination system improvements
Chlorine Room - vault flood sensors
Seismic upgrades, scrubber installation
assessment, sump pump, connection to
SCADA, chlorine well injection line design
and replacement, and 2 pumps and skids
Medium-High $ 350,000 $ 70,000 $ 52,500 $ 70,000 $ 542,500 Miscellaneous Water Yard
Facility
Additional and upgraded camera system for Water Yard
Facility. Medium $ 200,000 $ 40,000 $ 30,000 $ 40,000 $ 310,000 Miscellaneous Water Yard
Facility Warehouse replacement and potential relocation New building, same size, relocated Medium $ 2,400,000 $ 480,000 $ 360,000 $ 480,000 $ 3,720,000 Miscellaneous Water Yard
Facility * Parking improvements (covered parking)
Include study for all water yard
improvements associated with creating more
parking
Medium $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500
Miscellaneous Water Yard
Facility NPDES/ spoils/ washout relocation Need curbs, buffers, clarifiers to minimize impact to storm drain Medium $ 250,000 $ 50,000 $ 37,500 $ 50,000 $ 387,500 Miscellaneous Water Yard
Facility Solid security fence installation around facility Medium $ 270,000 $ 54,000 $ 40,500 $ 54,000 $ 418,500 Miscellaneous Water Yard
Facility * Standby generator for the Water Yard Facility. Transfer generator from San Gabriel to Water Yard Medium $ 1,000,000 $ 200,000 $ 150,000 $ 200,000 $ 1,550,000 Miscellaneous Water Yard
Facility Chemical Building Upgrades
Rectifier replacement, A/C circulation,
replace chlorine feed line for analyzer and 3
pumps and skids
Medium $ 240,000 $ 48,000 $ 36,000 $ 48,000 $ 372,000
Miscellaneous Water System * Comprehensive SCADA Upgrade Assessment Low $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Miscellaneous Water System * Comprehensive Standby Power Assessment Low $ 150,000 $ 30,000 $ 22,500 $ 30,000 $ 232,500 Miscellaneous Distribution
System * Comprehensive Valve Assessment Assumes 3,250 valves, 90% under 16-inch, 10% 16-inch and larger High $ 331,500 $ 66,300 $ 49,725 $ 66,300 $ 513,825 Miscellaneous Distribution
System Valve Replacement Program
Includes existing inoperable valves.

Assumes 40 valves replaced in the next 5
years
High $ 1,200,000 $ 240,000 $ 180,000 $ 240,000 $ 1,860,000 $ 9,141,500 $ 1,828,300 $ 1,371,225 $ 1,828,300 $ 14,169,325 $ 108,747,500 $ 21,749,500 $ 16,312,125 $ 21,749,500 $ 168,558,624 *Includes preliminary design report / detailed hydraulic analysis / study Grand Total
Miscellaneous Improvement Costs
Item #1. Page 233
Meeting Date: 9/12/2023 / Packet Page #: 236
CITY OF GLENDORA 12-1 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
SECTION 12

CAPITAL IMPROVEMENT PROGRAM
12-1 General
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 Glendora with a long-range planning tool for implementing its water system improvements in an orderly manner and a basis for financing 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. 12-2 Project Cost Estimates
12-2.1 Pipeline Replacement Cost Estimates
Proposed pipe replacement project costs are planning level estimates based upon recent information provided by the City for similar projects and include contingencies for this planning level study.

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 Fire Flow Improvements (Table 9-6), Additional Hydraulic Improvements (Table 9-7) and the Pipe Replacement Program Projects (Table 10-6).

1. Pipeline replacement cost = $50 per diameter inch per foot of pipe. The replacement costs are based on pipeline replacement projects between Fiscal Year 2018-2019 and Fiscal Year 2020-2021.

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

1. Construction Cost = Unit Cost x Recommended Units

2. Design and Administrative Cost = 15% of the Construction Cost

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 = 1.5 x Construction Cost
Item #1. Page 234
Meeting Date: 9/12/2023 / Packet Page #: 237

CAPITAL IMPROVEMENT PROGRAM
CITY OF GLENDORA 12-2 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
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) Index for the Los Angeles area (ENRLA), with the base ENRLA Index of 13,033.31 for February 2023 12-2.2 Facility Improvement Costs
The recommended facility improvement cost estimates (Table 11-3) are based upon recent project experience and include contingencies for this planning level study.

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 Cost

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
The design cost is set at a higher percentage for facility improvements than it is for pipeline improvements. It is expected that facility improvements will require preliminary design studies and hydraulic analysis that will result in a higher design cost than the pipeline improvements.

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) Index for the Los Angeles area (ENRLA), with the base ENRLA Index of 14,033.31 for February 2023. 12-3 Project Priorities
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.

The fire flow improvement projects provided in Table 9-6 are listed in order of priority based on the degree of the fire deficiency identified in the hydraulic model analysis described in Section 9.

The pipe replacement program projects provided in Table 10-6 are listed in order of priority based on the risk assessment described in Section 10.

The facility improvements are provided in Tables 11-1 through 11-4 by facility site. The improvements are sorted by priority in Appendix 11-2.

Item #1. Page 235
Meeting Date: 9/12/2023 / Packet Page #: 238

CAPITAL IMPROVEMENT PROGRAM
CITY OF GLENDORA 12-3 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan
12-4 Capital Improvement Program Summary
The total Capital Improvement Program costs are as follows:

Fire Flow Pipe Improvement Projects (Table 9-6) $ 8,638,800 Additional Hydraulic Improvement Projects (Table 9-7) $ 762,000 Pipe Replacement Program Costs – Priority 1 (Table 10-6) $64,772,867 Pipe Replacement Program Costs – Priority 2 (Table 10-6) $43,393,241 Pipe Replacement Program Costs – Priority 3 (Table 10-6) $74,960,553 Well Improvement Costs (Table 11-1) $35,003,650
Reservoir Improvement Costs (Table 11-2) $52,757,349
Booster Pump Station Improvement Costs (Table 11-3) $55,468,300 Miscellaneous Water Facility Improvement Costs (Table 11-4) $14,169,624 Total CIP Cost $349,926,085
12-5 Irwindale Facility
Possible redevelopment of Wells 3, 4, and 7 and upgrades to the Irwindale Facility are discussed in Section 3-4.1. Potential costs are provided in Tables 3-3 and 3-4. It is estimated that upgrades to the Irwindale Water Treatment Facility, including Well 3 and 4 would cost about $84 Million. If redevelopment and construction of Well 7 is included in the project, the cost would increase to about $127 Million. These costs were not included in the CIP as a study was underway at the time of the Master Plan and funding options were being considered.
12-6 Short Term Capital Improvement Projects
Many high priority projects have been identified through this Water Master Plan Update. It is going to take time for the City to address all the recommended projects. In the short term (next five years), the following projects are considered to be the highest priority and should be addressed by the City as soon as possible:

1. Tank Mixers

2. Reservoir Roof Railings

3. SAFT Climb Ladders for Reservoirs

4. Hatch Replacements or Additional Hatches for Reservoirs

5. Ventilation Improvements for Reservoirs

6. Overflow Outlet Structure at Hidden Springs E

7. Replace Security Fence at Morgan Ranch A

8. Comprehensive SCADA Upgrade Assessment

9. North Glendora Reservoir Replacement

10. Comprehensive Valve Assessment

11. Evaluation of Infiltration at Valley Center B21
Item #1. Page 236
Meeting Date: 9/12/2023 / Packet Page #: 239

CAPITAL IMPROVEMENT PROGRAM
CITY OF GLENDORA 12-4 Water Master Plan
R:Rpts\\Glendora, City of\2022 Water Master Plan

12. Valve Replacement Program

13. Reconstruct Suction Line at Sierra Madre B

14. Site Improvements at Big Dalton A

15. Access Road Improvements at South Hills West A

16. Access Road Improvements at Glencoe B

17. Add Retaining Wall at Glencoe B

18. Remove Existing Boy Scout Pump Station and Reservoir

19. Construct Above Ground Tank with Mixer to Replace Boy Scout Reservoir

20. Add Chlorine Analyzer at Sierra Madre B

21. Remove/relocate IT Equipment from Roof at South Hills East A

22. Comprehensive Standby Power Assessment

23. Interior and Exterior Coating at Upper Gordon B

24. Interior and Exterior Coating at Upper Gordon A

25. Fire Flow Improvement Pipeline Projects, listed in order of priority in Table 9-6

26. Additional Hydraulic Improvements, listed in Table 9-7

27. Priority 1 Pipe Replacement Projects, listed in Table 10-6 and Appendix 10-1 Item #1. Page 237
Meeting Date: 9/12/2023 / Packet Page #: 240
Item #1. Page 238
Meeting Date: 9/12/2023 / Packet Page #: 241

Glendora City CouncilSeptember 12, 2023

Glendora City Council
September 12, 2023