CITY OF HUNTINGTON BEACH
Water Master Plan Update
i
CITY OF HUNTINGTON BEACH
Water Master Plan Update
ii
CITY OF HUNTINGTON BEACH
WATER MASTER PLAN UPDATE
NOVEMBER 2023
Prepared for:
CITY OF HUNTINGTON BEACH
2000 Main Street
Huntington Beach, CA 92648
Prepared by:
Tetra Tech, Inc.
160 Via Verde, Suite 240
San Dimas, CA 91773
CITY OF HUNTINGTON BEACH
Water Master Plan Update
iii
TABLE OF CONTENTS
EXECUTIVE SUMMARY ........................................................................................ ES-1 ES.1 Purpose ........................................................................................................... ES-1 ES.2 City Characteristics and Projected Growth .................................................... ES-1 ES.3 Water Demand ............................................................................................... ES-2 ES.4 Water Supply and Reliability ......................................................................... ES-3 ES.5 Facilities and Operation ................................................................................. ES-5 ES.6 Storage and Emergency Supply ..................................................................... ES-6 ES.7 Water Transmission and Distribution System Modeling ............................... ES-7 ES.8 Capital Improvement Program ....................................................................... ES-8 1 CITY CHARACTERISTICS AND PROJECTED GROWTH ..................... 1-1
1.1 Land Use ........................................................................................................... 1-1
1.2 Population and Housing .................................................................................... 1-6
1.2.1 Population Projections including RHNA Housing Allocation .................. 1-7 2 WATER DEMAND ........................................................................................... 2-1
2.1 Historical Potable Water Production ................................................................. 2-1
2.2 Historical Water Consumption/Unaccounted-For Water .................................. 2-4
2.3 Projected Water Demands ................................................................................. 2-8
2.3.1 Projected Water Demands for RHNA Housing Allocations...................... 2-9 3 WATER SUPPLY AND RELIABILITY......................................................... 3-1
3.1 City Water Supplies .......................................................................................... 3-1
3.2 Water Quality .................................................................................................... 3-4
3.3 Groundwater Supply ....................................................................................... 3-13
3.3.1 OCWD Projects ....................................................................................... 3-13
3.3.2 Groundwater Production .......................................................................... 3-14
3.3.3 Regional Imported Water Supply ............................................................ 3-16
3.3.4 Conjunctive Use Storage Program ........................................................... 3-16
3.3.5 City Imported Water Supply .................................................................... 3-17
3.3.6 Seawater Desalination .............................................................................. 3-18
3.3.7 Emergency Connections .......................................................................... 3-18
3.3.8 Supply Reliability .................................................................................... 3-18
3.3.9 Groundwater Well Study ......................................................................... 3-24 4 FACILITIES AND OPERATION ................................................................... 4-1
CITY OF HUNTINGTON BEACH
Water Master Plan Update
iv
4.1 Existing Facilities Summary ............................................................................. 4-1
4.2 System Operation .............................................................................................. 4-1
4.3 Storage Reservoirs and Booster Pump Stations ................................................ 4-5
4.3.1 Overmyer Reservoir and Booster Pump Station ........................................ 4-5
4.3.2 Reservoir Hill Booster Pump Station ......................................................... 4-7
4.3.3 Peck and Springdale Reservoirs and Peck Booster Pump Station ............. 4-7
4.3.4 Edwards Hill Reservoir and Booster Pump Station ................................... 4-7
4.4 Potable Water Well Pumps ............................................................................... 4-8
4.5 Transmission and Distribution Piping ............................................................... 4-9
4.5.1 Metered Service Connections .................................................................. 4-18
4.5.2 Large Valves ............................................................................................ 4-18
4.5.3 Public and Private Fire Hydrants ............................................................. 4-20
4.5.4 Dedicated Fire Services ........................................................................... 4-20
4.5.5 Water System Personnel, Utilities Yard, Trucks, Equipment, etc. .......... 4-21
4.6 Distribution System Treatment ....................................................................... 4-21 5 STORAGE AND EMERGENCY SUPPLY .................................................... 5-1
5.1 Overview ........................................................................................................... 5-1
5.2 Reservoir Operating Levels ............................................................................... 5-4
5.3 Operational Storage ........................................................................................... 5-4
5.4 Fire Storage ....................................................................................................... 5-5
5.5 Emergency Storage/Supply ............................................................................... 5-6
5.5.1 Pressure Zone 2 ........................................................................................ 5-15
5.6 Storage/Supply Adequacy for Emergency Operating Conditions................... 5-16 6 HYDRAULIC MODEL CONSTRUCTION, MODEL VALIDATION &
SCENARIO MODELING ................................................................................. 6-1
6.1 Hydraulic Model Description ............................................................................ 6-1
6.2 Model Validation............................................................................................... 6-1
6.3 2022 Hydraulic Model Update .......................................................................... 6-2
6.4 Distribution System Modeling .......................................................................... 6-3
6.4.1 Maximum Week Condition........................................................................ 6-3 7 CAPITAL IMPROVEMENT PROGRAM ..................................................... 7-1
7.1 Overview ........................................................................................................... 7-1
7.2 Remaining Water Master Plan Capital Improvement Projects ......................... 7-2
7.3 New Water Master Plan Capital Improvement Projects ................................. 7-10
7.4 Improvement Projects Categorized Into 8 Programs ...................................... 7-14
CITY OF HUNTINGTON BEACH
Water Master Plan Update
v
7.4.1 Water System Corrosion Control ............................................................. 7-14
7.4.2 Water Distribution System Improvements ............................................... 7-14
7.4.3 Water Main Replacements ....................................................................... 7-14
7.4.4 Water Production System Improvements ................................................ 7-15
7.4.5 Water Facilities Security Improvements .................................................. 7-15
7.4.6 Water Engineering Studies ...................................................................... 7-15
7.4.7 Unanticipated/Emergency Projects .......................................................... 7-15
7.4.8 Sustainability Projects .............................................................................. 7-15
7.5 Capital Improvement Priorities ....................................................................... 7-16
CITY OF HUNTINGTON BEACH
Water Master Plan Update
vi
TABLES
Table ES-1 Estimated Costs for Remaining Master Plan Projects ......................... ES-10 Table ES-2 Estimate Costs for New Master Plan Projects ......................................ES-13 Table 1-1 Existing Land Use ..................................................................................... 1-4 Table 1-2 Historical and Projected Population and Housing .................................... 1-7 Table 1-3 Projected Population and Housing ............................................................ 1-8 Table 2-1 Historical Potable Water Production (Acre-Feet) ..................................... 2-2 Table 2-2 Historical Water Consumption ................................................................. 2-6 Table 2-3 Historical Per Capita M&I Demand ......................................................... 2-6 Table 2-4 Historical Water Demand by Billing Class ............................................... 2-7 Table 2-5 Projected Water Demands......................................................................... 2-9 Table 2-6 Projected Water Demands Including RHNA Allocation ........................ 2-10 Table 3-1 Groundwater Production vs. Imported Water Purchases (FY15 – FY20)3-3 Table 3-2 PFAS Notification and Response Levels .................................................. 3-8 Table 3-3 Cyanotoxins Notification Levels .............................................................. 3-9 Table 3-4 Groundwater Well Production Capacities .............................................. 3-14 Table 3-5 Groundwater Production to BPP ............................................................. 3-16 Table 3-6 Imported Water Connections .................................................................. 3-18 Table 3-7 Well Capacities (Design & Normal Operating) ...................................... 3-20 Table 3-8 2025 Monthly Demand/Supply Projections (acre-feet) ......................... 3-21 Table 3-9 2045 Monthly Demand/Supply Projections (acre-feet) ......................... 3-23 Table 3-10 Groundwater Well History ...................................................................... 3-26 Table 3-11 Comparison of Active & Inactive Water Wells ...................................... 3-28 Table 4-1 Existing Storage Reservoir Characteristics ............................................... 4-5 Table 4-2 Existing Booster Station Characteristics ................................................... 4-6 Table 4-3 Existing Potable Water Well Pump Characteristics.................................. 4-8 Table 4-4 Transmission and Distribution System Mains ........................................ 4-10 Table 4-5 OC-9 Transmission Main ........................................................................ 4-12 Table 4-6 OC-35 Transmission Main ...................................................................... 4-13 Table 4-7 OC-44 Transmission Main ...................................................................... 4-14 Table 4-8 Pipes with Cathodic Protection ............................................................... 4-17 Table 4-9 Meter Connections .................................................................................. 4-18 Table 4-10 Distribution Valves (Excluding Small Diameter Service Valves) .......... 4-19
CITY OF HUNTINGTON BEACH
Water Master Plan Update
vii
Table 4-11 Public and Private Fire Hydrants ............................................................ 4-20 Table 4-12 Dedicated Fire Services and Backflow Devices ..................................... 4-21 Table 5-1 Existing and Proposed Reservoir Capacities ............................................ 5-1 Table 5-2 General Fire Flow Requirements for Water Master Plan Analysisa ......... 5-5 Table 5-3 Emergency Storage for Other Water Purveyors ....................................... 5-7 Table 5-4 City Imported Water Service Connections ............................................. 5-10 Table 5-5 MWD IRRP-Defined Events and Recovery Times ................................ 5-11 Table 5-6 Well Supply under Emergency and Electrical Power Outage ................ 5-12 Table 6-1 Recently Completed CIP Projects Added to Model ................................. 6-2 Table 6-2 Pipes Added to Model from Comparison to GIS ...................................... 6-3 Table 7-1 History of Monthly Capital Surcharges .................................................... 7-1 Table 7-2 Estimated Costs for Remaining Water Master Plan Projects.................... 7-9 Table 7-3 Estimated Costs for New Water Master Plan Projects ............................ 7-12
CITY OF HUNTINGTON BEACH
Water Master Plan Update
viii
FIGURES
Figure 1-1 Existing Land Use ..................................................................................... 1-3 Figure 1-2 General Plan Build-out Land Use ............................................................. 1-5 Figure 2-1 Historical Potable Water Production vs. Rainfall ..................................... 2-3 Figure 3-1 Groundwater Production vs. Imported Water Purchases (FY15 – FY20)3-4 Figure 3-2 Locations of City Potable Groundwater Wells & Imported Water Turnouts 3-15
Figure 4-1 Existing Potable Water System Facilities ................................................. 4-2 Figure 4-2 System Schematic ..................................................................................... 4-3 Figure 4-3 Transmission and Distribution Piping by Material ................................. 4-15 Figure 5-1 Newport-Inglewood Fault and Southeast Service Area ............................ 5-2 Figure 5-2 Imported Water Pipeline System .............................................................. 5-9
APPENDICES
Appendix A Existing and Projected Water Demand Technical Memorandum Appendix B Build-out Demands & Distribution of Demands Technical Memorandum
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-1 Tetra Tech, Inc.
Water Master Plan Update
EXECUTIVE SUMMARY
ES.1 Purpose
The purpose of this report is to update the City’s water master plan, which was last updated in October 2016 (2016 Water Master Plan). The primary purpose of the mas ter plan is to identify the capital improvement projects needed over the next 20 years, consistent with typical asset management practices to maintain a healthy water infrastructure.
The Water Master Plan Update evaluates the water system performance and facilities for the planning period 2020 through 2040. System supply and demands have been projected for the years 2020 through 2045, consistent with the planning period for the City’s 2020 Urban Water Management Plan (UWMP) submitted to and approved on June 7, 2021 by the State Department of Water Resources. Th is Water Master Plan Update includes the evaluation of City growth, water demands, water supply and rel iability, water quality, water storage, emergency water s upply, energy use and recovery, and water distribution system piping, in order to determine recommen ded capital improvements over the next 20 years.
Following the adoption of this Water Master Plan Update by City Council, City staff will prepare a Water Financial Plan with recommendations to replenish the Water Master Plan Fund for on-going improvement efforts. The City is conducting a Water Rate Study and intends on holding a Public Hearing in th e Spring of 2024 to adjust rates for the next five (5) years. The Water Financial Plan will evaluate projected costs, scheduling and funding of recommen ded proj ects to be paid for in the City’s Wa ter Master Plan Capital Improvements Program (CIP). After both the Water Master Plan Update and the Water Financial Plan are completed, the City staff will implement the recommended projects as approved by the City Council.
ES.2 City Characteristics and Projected Growth
Of the 17,482 acres of land within the City of Huntington Beach boundaries , including the community of S unset Beach, only 0.59% of the City remains as vacant land (103 acres). It is assumed that ultimately this vacant land may be developed with the exceptions of land designated as open space. Additionally, some areas of the City that are currently developed may experience redevelopment of the existing onsite uses, including the Beach -Edinger Corridors Speci fic Plan and the Downtown Specific Plan areas.
Development in the City may include 13,368 new hous ing units, which is the City’s 6th Cycle regional housing needs assessment (RHNA) allocation determined by the Southern California Association of Governments (SCAG).
The City’s population is projected to increase 20.2% from 198,725 in 2020 to 238,770 in 2045, with total dwe lling units increasing from 82,524 to 97,061 (17.6%) over the same twenty-five-year period. These increases are predominantly related to the 6 th Cycle
RHNA allocation.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-2 Tetra Tech, Inc.
Water Master Plan Update
Historical and projected water service area population and housing for the Ci ty’s 2020 Urban Water Management Plan (UWMP) and this master plan was based on the Center for Demographic Research (CDR) at California State U niversity Ful lerton Orange County Projecti ons (OCP) 2020 data . This da ta was then adjusted for the RHNA allocation.
ES.3 Water Demand
City water demands have not changed significantly over the past 15 years even though development has occurred, and the City’s population has increased. City potable water supply for the 10 water years 2010/11 through 2019/2020 averaged 27,727 acre-feet per year (AFY). Note that a water year is July through June, whereas the City’s fiscal year during this time period ran from October through September. The City has since changed the water fiscal year to July through June. The City has managed to keep total demands flat through the implementation of water conservation practices an d by reducing unaccounted-for water.
In 2005, the City’s Water Master Plan estimated unaccounted-for water, which is the difference between water supply and water consumption, averaged 6.4%. During the five year period from 2015/16 to 2019/20, unaccounted- for water dropped to 0.9%. This reduction in unaccou nted-for water is attributed to leak detection surveys, an on-going leak investigation and repair program, and a com prehensive program of water main replacements undertaken by the City. Additionally, as of 2018 the distribution section switched from hydrant flushing to using NO-DES (Neutral Output Discharge Elimination System) f lushing technology. Thi s t echnology uses a filter system tha t treats turbidity, allowing the flushed water to be used instead of discharging to wast e. The current rate of unaccounted-for water is commendable for a syst em the size, age, and complexity of the City of Huntington Beach.
Total water u se per person in the City has historically been less than total water use per person in Orange County. For comparison, Municipal Water District of Orange County (MWDOC) re ported total water use in their service area for 2019/ 20 of 427,701 AFY serving a population of 2,342,740, which equates to 0.183 acre-feet per person (163 gallons per capita per day (GPCD) ). During the same period, the City of Hunt ington Beach’s usage was 25,9 66 AFY serving a population of 198,725 or 0.131 acre -feet per person (117 GPCD), almost 30% less.
Existing Water Demand
Per the 2020 UWMP, 2019/20 demand, including unaccounted for water, was determined to be an average of 25,966 AFY (23.2 million ga llons per day (MGD)) or 16,098 gallons per minute (gpm).
Projected Water Demand
In order to be consistent with the City’s UW MP, future 2045 water demands were projected based on the 2020 UW MP. However, the UWMP did not include impacts from RHNA, so those demands were added. Based on the foregoing, the 2045 water demand is
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-3 Tetra Tech, Inc.
Water Master Plan Update
projected to increase to 30,538 AFY or approximately 27.3 MGD, 17.6% higher than the 2020 demand of 25,966 AFY. This increased water demand equates to an annual water demand growth of approximately 0.7% per year, compounded annually.
Maximum Day Deman d (MDD) is t he highest daily demand over the year and is an important metric in water master planning . Typically, an agency pr ovides capacity to meet th e MDD from supply sources. Demands above the MDD including peak hour demands and fire flows can then be met from storage faci lities such as reservoirs. The City’s MDD has been determined to be 1.8 times the ave rage day demand based on analysis of existing historical patterns. With an existing a verage day demand of 23.2 MGD or 16,098 gpm, the existing MDD is 41.8 MGD or 28,976 gpm. For the year 2045, or Build-out, the projected average day demand increases to 27.3 MGD or 18,932 gpm and the MDD increases to 49.1 MGD or 34,078 gpm.
ES.4 Water Supply and Reliability
City water supply has historically come from groundwater production and from supplemental, treated, imported water purchased from MWDOC, which is a membe r agency of the Metropolitan Water District of Southern California (MWD).
As a member agency of O range County Water District (OCWD), the City is entit led to produce groundwater from the Orange County Groundwat er Basin (Basin). The Basin, which is managed by OCWD, is unadjudicated. The City and other Basin producers pay a Replenishment Assessme nt (RA) to OCWD for all groundwater produced up to a percentage of the producer’ s total water supplies used to meet demands. This percentage is called the Basin Produ ction Percentage (BPP), which is set uniformly for all producers annually by OCWD based on Basin conditions and long-term projections.
For FY 2021/22, OCWD set t he BPP to 77%, where it has been for the previous t hree years due to drought conditions and low Basin levels. In mid-year FY 2022/23, the BPP was adjusted and was set to an average of 85%. OCWD set a BPP of 85% for FY 2023/24. OCWD increased the RA to $624/acre-foot for FY 2023/24.
In addition to the RA, OCWD charges a Basin Equity Assessment (BE A) for pumping in excess of the BPP, which is basically a penalty to help maintain th e Basin at projected levels. The BEA essentially equates the cost of groundwater pumped over and above the BPP to the rate ch arged for imported replenishment water from MWDOC. The BEA rate will vary slightly between dif ferent member agencies of OCWD, as the rat e is adjusted based on each member agency's groundwater pumping costs.
It benef its the City to use groundwater up to the maximum allowable BPP because groundwater is less expensive and more reliable than imported water. The City supplements groundwater with treated, imported water from MWDOC at the current rate of $1,124/acre-foot exclusive of connection charges, readiness to serve charges, and other fixed fees, while the groundwater rat e for 2021/22 is only $253.50/acre -foot. Both imported water and groundwater rates shown above are costs to purchase water and does
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-4 Tetra Tech, Inc.
Water Master Plan Update
not include capital or operating and maintenance expenses such as energy, chemical, well rehabilitation/maintenance and other costs. The City’s (FY 2021/22) cost for producing groundwater up to the BPP including the RA and energy costs (but not including other well operation and maintenance costs) is $320.50/acre-foot.
The City’s water supply averaged 60% pumped groundwater an d 40% imported purchased water over the six -year period (201 4/15 to 2019/20). It should be noted, however, that the City parti cipates in the In -Lieu or Cyclic Storage Program offered by OCWD and MWD, when available. This is a groundwat er program that refills the Basin by avoiding pumping from the Basin and is usually offered in the wetter years and in the lower demand period of October through April. In addition, OCWD also periodica lly offers the City water through the Coastal Pumping Transfer Program (CPTP), which is similar to the In-Lieu program.
The City has a current well supply capacity of approximately 27,050 gpm from nine existing wells. Howeve r, the normal operating capacity of these existing wells is approximately 20,350 gpm or 7 5% of total capacity. The reason the normal operating capacity is less than total capacity is that so me of these wells are not operated at 100% of capacity in consideration of such factors as groundwater level, water quality, availability of in-lieu water, etc. Ad ditionally, the life of the wells and associated supply equipment can be prolonged when operating at less than full capacity.
The City is fortunate to overly t he Basin, which has been able to sustain BPPs from the mid-60s to 70 percent throughout past years. During preparation of the City’s 2020 UWMP, OCWD conservatively projected that a BPP of 75 percent could be maintained throughout the next twenty-plus years. This means that the City can assume that at least 75 percent of its projected demands can be m et by local groundwater produced from City wells overlying the Basin. However, due to current favorable basin conditions, the continuing move toward water cons ervation, and the expanded Groundwater Replenishment System (GWRS) projections, OCWD staff has indicated that they will be increasing the BPP to 85% for 2023/24 and feel that agencies could easily use 85% as a conservative BPP projection for long-term planning.
An analysis was conducte d to determi ne the ability of the current well supply to meet a BPP of 85% with projected 2025 (near term) and 2045 (build- out) demands assuming normal operating capacities of the wells and historical demand patterns by month. The result is that without running the wells beyond the normal operating capacity for long periods of time in the summer months there could be reliability is sues if one or more wells are down for any reason. If this occurred, the City could still meet these maximum monthly demands by utilizing ad ditional quantities of imported water and could potentially still catch up to the BPP by pumping more in the winter months. However, it is recommended that a well study be conducted to analyze this in more detail a s well as evaluate the condition of all existing wells and their remaining useful lif e, potential water quality issues related to high chloride lev els in the vicinity of three of the City’s wells near the Peck/Springdale Reser voir complex, potential water quality issues due to future more stringent regulations, and the potential need for replacement wells or n ew wells at new sites altogether in the future.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-5 Tetra Tech, Inc.
Water Master Plan Update
Water Quality
The City’s water supply, made up of groundwater and imported treated surface water, consistently meets or exceeds all State and federal potable water quality standards. In addition, based on historic water quality, the groundwater is anticipated to meet recently adopted and proposed federal and State water qual ity regulations including a new lower maximum contaminant le vel (MCL) fo r arsenic, an upgraded rule for groundwater disinfection, an MCL for radon, new monitori ng requirements for disinf ectant byproducts, and a n MCL for hexavalent chromium. However, the City will need to monitor propos ed radon regulations, as the State has not yet determined which radon mitigation program will be implemented.
The development of standards for PFOA, PFOS, and other PFAS are among the priorities of the Division of Drinking Wa ter. Currently, there are no maximum contaminant levels (MCLs) establish ed for PFAS, however, notification levels (NLs) are es tablished as precautionary measures f or c ontaminants that ma y be considered candidates for establishment of MCLs but have not yet undergone or completed the re gulatory standard setting process. Response levels (RLs) are set even higher than NLs and represent a recommended chemical concentration level at wh ich water systems consider taking a water source out of service or provide trea tment. Starting in January 2020, water systems that receive an order and detect levels of PFAS substances that exceed their RL s shall take that water source out of use, treat the water delivered, or provide public notification.
As of the date of writing of this master plan, only one a ctive City well has been affected by the PFAS notification levels. Well 6 had been tes ted with PFHxS exceeding the notification level in March of 2023.
The City is addressing unique issues at a handful of its wells. Well 3A has recently been taken out of service for exceedanc e of MCL for Manganese. The City i s working on a treatment s ystem in an effort to bring the well bac k into service with minimum downtime. Additionally, Well 9 has recently experienced odor issues caused by high H2S levels. This odor is currently being mitigated using granular activated carbon.
ES.5 Facilities and Operation
The City’s existing potable water system facilities a nd pipelines are shown on Figure 4-1 and the system hydraulic schematic is shown on Fi gure 4-2. The City’s existing storage system con sists of four reservoirs (Overmyer , Peck, Springdale and Edw ards Hill), all located in the lower pressu re zone (Zone 1), with a combined storage capacity of 55.0 million gallons (MG). The Peck and Springdale reservoirs are located at the same site in the northerly portion of the City. Booster stations are located at the three reservoir sites to pump water from the reservoirs into the distribution system.
The City’s service area is composed of two pressure zo nes: Zone 1 and Zone 2. Ground elevations in Zon e 1 vary b etween 5 feet below and 80 feet above sea level. T he Overmyer, Peck and Edwards Hill booster pum p stations boost water from their respective reservoirs into the Zone 1 distribution system. Zone 2 serves the 800-acre Reservoir Hill area that rises to an elevation of 109 feet. The Rese rvoir Hill Booster
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-6 Tetra Tech, Inc.
Water Master Plan Update
Pump Station, which is located at the Overmyer site, boosts water from Zone 1 into Zone
2. The Edwards Hill Booster Pump Station also has Zone 2 pumps.
In addition to the four booster pump stations and storage reservoirs, the City’s exist ing potable water distribution system includes eight currently active well facilities that pump directly into the distribution system; three imported water service connections; four emergency water connections with neighboring public water systems; and 594 miles of transmission and distribution piping ranging in size from 4 inches to 42 inches in diameter.
ES.6 Storage and Emergency Supply
The City currently has 55.0 MG of storage capacity located at the Overmyer, Peck, Springdale and Edwards Hill reservoir s. Booster Stations are located at the Overmyer, Peck/Springdale, and Edwards Hill sites to pump water from the reservoirs into the Zone 1 distribution system to appropriate pressures. The Reservoir Hill Booster Pum p Station, which is located at the Overmyer site, boosts water from Zone 1 into Zone 2. In addition to pumping to Zone 1, t he Edwards Hill Booster Pump Station also boosts water into Zone 2.
As recommended i n the City’s last four master plans, a 10 MG storage reservoir, the Southeast Reservoir, and a 11,000 gpm booster pump station is proposed in the southeas t quadrant of the City to improve water supply reliability and storage for the area south of the Newport-Inglewood Fault and south of Bolsa Chica. Curr ently there are no storage reservoirs or supply sources located south of the fault and an earthquake on this fault could potentially interrupt water conveyance across the fault, leaving the southern portion of the City with limited ability to obtain potable water or even eli minating all potable water conveyance to the area. Construction of a Southeast Reservoir and Booster Pump Station would increase the total storage capacity to 65.0 MG.
The City’s existing storage volume is more than adequate for all operational and the highest fire flow de mand in either of the two pressure zones. Emergency storage is calculated aft er requ ired operatio nal and fire flow volumes are depleted. Using this methodology, the City has 1.62 days of emergency storage volume at existing demands and 1.38 days at projected year 2045 average demands. With the addition of the 10.0 MG Southeast Reservoir, the City would have 2.05 days of existing demand and 1.74 days of projected 2045 demand in stora ge. These emergency storage volumes pl ace the City approximately in the middle of 24 water agencies surveyed by the City’s Department of Public Works in 2001.
Backup water supply can augment storage during certai n specific emergency water supply scenarios. In this regard, several diffe rent emergency storage/sup ply scenarios were evaluated inclu ding a complete loss of the City’s imported water supply coupled with a 7-day electrical power outage.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-7 Tetra Tech, Inc.
Water Master Plan Update
Likely causes for an imported water outage or reduction in supply could be a break in an imported water transmission main or mains or an outage at a water treatment plant caused by an earthquake or other event. It was det ermined that the City has sufficient emergency storage, groundwater supply, and emerge ncy power to withstand an imported water outage of 31 days or longe r coupled with an electric power o utage lasting the first 7 days of this emergency scenario.
Another possible emergenc y scenario is a complete loss or reduction in the City’s groundwater supply from the Orange County Groundwater Basin, conceivably as a result of Basin groundwater contamination. It was determined that the City has sufficient emergency stora ge and import ed water supply capacity to withstand this emergency scenario as well. The maximum allocation of 22,000 gpm of imp orted water from MWDOC would be more than sufficient to meet the City’s average day demands of 14,146 gpm and 15,146 gpm, which is the City’s 2025 and year 2045 average day demands, respectively, reduced by 20% through public notification. Assuming that there is a strain on the imported water supply presumably because of other basin producers affected by similar groundwater shortages, the City of Huntington Beach could rely upon emergency storage to supplement supply and has approximately 37 MG of existing emergency storage available.
ES.7 Water Transmission and Distribution System Modeling In the 2012 Wate r Master Plan Update, the hydraulic model provided by the City staff was validated and updated with analysis of projected f uture 2035 demand conditions.
However, since then, annual demands have actua lly decreased w hile population increased, primarily due to a steady trend of water r eduction through aggressive water conservation efforts. The projected future 2035 demand from the 2012 Water Master Plan was 34,657 AFY, while the projected future 2045 demand from this master plan is 30,538 AFY. In addition, no major physi cal pipeline or supply improveme nts have been made since 2012, and any proposed improvements from “New Projects” listed in Table 7 -3 would enhance the water system hydraulically. Minor pipeline improvement projects completed since the 2016 Water Master Plan have been adde d to the mode l as listed in Table 6-1 and 6-2. In the future, as major improvements are constructed, the City’s water engineering team will update the model accordingly.
The City’s exist ing hydraulic network model was originally created by the City in 1998 to analyze the City water transmission and distribution system performance. This model has been updated and refined over the years. For this master plan, the latest model was provided by City staff at the outset of the project. The modeling software is Water GEMS by Bentley Systems. The model is used routi nely by City staff and contains numerous scenarios. It contains all pipes in t he existing water dist ribution system , and several demand allocations including those representing existing a nd estimated future demand conditions for average day, maximum day, and peak hour demands.
For this report, the existing demands were revised to corr espond to the reduced demands experienced over the past few years, as consistent with the City’s 2020 UWMP. Then a
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-8 Tetra Tech, Inc.
Water Master Plan Update
series of validation analyses were conducted to verify that the model adequately simulated ob served operating conditions within the di stribution system. Hydraul ic analyses conducted for this project used the existing system model to cre ate a se ries of extended period simulation (EPS) analyses using a representative typical week of diurnal curves. Hydraulic analyses were conducted under existing and future year 2045 demand conditions. These hydraulic analyses were then used to confirm or develop sizing on capital improvements and develop system optimization recommendations.
ES.8 Capital Improvement Program
A financing plan was adopted in 1995 to pay for water syste m project impro vements identified in that master plan as well as proje cts remaining fro m the 1988 Water Master Plan. The water master plan C apital Improvement Program (CIP) was last updated through the 2016 Water Master Plan and this pla n updates those capital projects based on current and projected system demands, more refined modeling techniques, potentia l alternative capital projects to the Southeast Reser voir and Booster Station project, the status of the original recommended CIP, and updated cost information.
New projects identified f rom this Water Master Plan Update, including those that may arise from future studies , may require raising user rates. S avings generated from the recent removal of t he water desalination project from the City’s Water Master Plan projects, or through savings from any of the other remaining Water Master Plan projects above may lessen the anticipated rate increase.
Remaining Water Master Plan Projects
Water master plan projects that remain to be cons tructed from the 2016 Wate r Master Plan are listed below in Table ES-1, identified by their project numbering fro m previous 1995, 2000, 2005, 2012, and 2016 water master plans. Projects for which money has been encumbered prior to May 30, 2012 are not included as a remaining master plan project and those encumbered funds are therefore not included as available.
The estimated costs for the remaining twenty- two (22) capital projects described above, in 2022 dollars, are summarized along with their year of antic ipated design and construction on Table ES-1.
New Water Master Plan Projects
Eleven (11) new Water Master Plan projects and annual programs have been identified below, numbered from No. 58 to No. 68. These new projects and remaining projects above will all be funded by available Water Master Plan funds and will be prioritized and implemented in a reasonable manner in accordance with need and funding ability. The estimated costs for the new capital projects described below, in September 2022 dollars , are summarized along with their year of anticipated design and construction on Table ES-
2. This preliminary design and construction phasing can be adjusted as needed following the financial plan analysis.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-9 Tetra Tech, Inc.
Water Master Plan Update
Improvement Projects Categorized Into 8 Programs
All 33 improvement projects and programs identi fied and described above are divided into 8 Capital Improvement Water Programs with recommended phasing over the next 20 years and an estimated uninflated total cost of $ 177 Million. They are as follows:
• Water System Corrosion Control - 3 Projects/Programs - $8.5 Million • Water Resiliency Program – 3 Projects/Programs - $47.0 Million • Water Main Replacements - 4 Projects/Programs - $40.8 Million • Water Production System Improvements - 11 Projects/Programs - $57.7 Million • Water Facilities Security Improvements - 5 Projects/Programs - $1.2 Million • Water Engineering Studies - 5 Studies/Programs - $1.1 Million • Unanticipated/Emergency – 1 Project - $0.2 Million
• Sustainability Projects – 1 Project - $1.5 Million
Recommendations for Additional Studies
Section 3.3.9 of this Water Master Plan recommends a Groundwate r M aster Plan be developed. This plan would assess the condition of each of the City’s existing wells, determine their remaining useful life, and develop a systematic ap proach to replacement of well s in their same general location and/or the addition of new well s at future locations.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-10 Tetra Tech, Inc.
Water Master Plan Update
Table ES-1
Estimated Costs for Remaining Master Plan Projects
Project #
from 2016
WMP
Project Name Estimated
Design FY
Estimated
Design Costa,b
Estimated
Construction
FY
Estimated
Construction Costa,c
Total
Estimated Cost
Program
Category
Priority
12 Well 13 Permanent
Wellhead 2030 $289,000 2025 $2,599,000 $2,888,000 Production 4 13 Southeast Reservoir
and Booster Pump
Station
2033 $2,306,000 2034-35 $27,653,000 $29,959,000 Resiliency 5 14 Southeast Reservoir
Transmission Main 2033 $726,000 2034-35 $7,733,000 $8,460,000 Resiliency 5 14A New Connection –
Overmyer to SE TM 2033 $781,000 2034-35 $7,811,000 $8,593,000 Resiliency 5
1.75 mi. 36” to 42”
in Huntington
Street
$723,000 $7,225,000 $7,948,000
Interconnects at
Overmyer
Reservoir
$37,000 $370,000 $407,000
PRVs at SE
Reservoir and
Atlanta/Downtown
Lp
$22,000 $218,000 $238,000
26 New Well No. 14 2025 $1,083,000 2026-27 $6,138,000 $7,221,000 Production 1 27 New Well No. 15 2028 $1,083,000 2029-30 $6,138,000 $7,221,000 Production 1 31 Aging Pipe
Replacement (Include
5% of AC Pipe)
Annualf $3,610,000 Annualf $36,104,000 $39,714,000 Replacement 3
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-11 Tetra Tech, Inc.
Water Master Plan Update
34 8” Pipe Replacement
Humboldt Bridge
Rehab
2024 $36,000 2025 $108,000 $144,000 Replacement 3 35 OC-9 Replace 22” for
I-405 Widen (OCTA
Pays)
2017 -- 2023 -- -- Replacement DONE
41 Groundwater Master
Plan 2025 $217,000 NA -- $217,000 Study 2
42 Security at Well 3A 2025 $72,000 2026 $144,000 $217,000 Security 4 43 Security at Well 6 2027 $73,000 2028 $144,000 $217,000 Security 4 45 Security at Well 9 2031 $73,000 2032 $144,000 $217,000 Security 4 46 Security at Well 10 2033 $73,000 2034 $144,000 $217,000 Security 4 48 Water System
Corrosion Control Annualf $60,000 Annualf $1,444,000 $1,504,000 Corrosion 3 50 WMP and Financial
Plan Updates
Every 5
Years $289,000 NA -- $289,000 Study 3
51 Urban Water
Management Plans
Every 5
Years $289,000 NA -- $289,000 Study 3
52 8.6 Miles OC-44
Corrosion Controld,e NA -- 2028-29 $2,475,000 $2,475,000 Corrosion 3 53 WOCWB OC-35 and
OC-9 Corrosion
Controlh
2024-26 $420,000 2025-27 $5,250,000 $5,670,000 Corrosion 1 54 OC-44 Scour
Protection 30” at
Creek Crossinge
2024 $25,000 2025 $371,000 $396,000 Replacement 3
55 Overmyer Booster
Station Dual Drive 2030 $433,000 2031-32 $2,455,000 $2,888,000 Production 5
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-12 Tetra Tech, Inc.
Water Master Plan Update
56 Peck Reservoir Roof
Replacement 2032 $1,045,000 2033-34 $6,955,000 $8,000,000 Production 1 TOTAL $13,765,000 $121,623,000 $135,389,000
a) Estimated Cost estimates as of August 2022. Includes January CCI (LA ENR = 12556) and an est imated 20% increase to current month (August). Escalation of design and construction costs will be accounted for in the Financial Plan
b) Design Costs range from 5 to 15% of construction costs, depending on project size and complexity and include preliminary design, final design, potholing, geotechnical, survey, and bidding services. c) Construction Costs include construction management and City project management. Construction management costs range from 2.5 to 5% of construction costs for shop drawings, RFIs, field visits, etc., but do not include inspection services.
d) City project management costs range from 5 to 9% of construction costs and may include inspection services depending on the project type. e) City of Huntington Beach only responsible for portion of cost based on proportion of ownership (41.4%) f) Design already complete or costs encumbered.
g) Amount shown is the sum of 20 years.
h) City of Huntington Beach only responsible for portion of cost based on proportion of ownership (52.5%)
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-13 Tetra Tech, Inc.
Water Master Plan Update
Table ES-2
Estimated Costs for New Master Plan Projects
Project
#
Project Name Estimated
Design FY
Estimated Design
Cost
Estimated
Construction
FY
Estimated
Construction Cost
Total Estimated
Cost
Program
Category
Priority
58A
Well 1A Sodium
Hypochlorite On-site
Generation
2024-28 $8,678 2025-29 $368,618 $377,296 Production 2
58B
Well 3A Sodium
Hypochlorite On-site
Generation
2024-28 $9,553 2025-29 $405,774 $415,327 Production 2
58C Well 4 Sodium Hypochlorite
On-site Generation 2024-28 $15,683 2025-29 $666,204 $681,887 Production 2 58D Well 5 Sodium Hypochlorite
On-site Generation 2024-28 $9,931 2025-29 $421,869 $431,800 Production 2 58E Well 6 Sodium Hypochlorite
On-site Generation 2024-28 $18,291 2025-29 $776,969 $795,260 Production 2 58F Well 7 Sodium Hypochlorite
On-site Generation 2024-28 $22,275 2025-29 $946,196 $968,471 Production 2 58G Well 9 Sodium Hypochlorite
On-site Generation 2024-28 $18,917 2025-29 $803,543 $822,460 Production 2 58H
Well 10 Sodium
Hypochlorite On-site
Generation
2024-28 $16,534 2025-29 $702,345 $718,879 Production 2
58I
Well 13 Sodium
Hypochlorite On-site
Generation
2024-28 $20,798 2025-29 $883,466 $904,264 Production 2
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-14 Tetra Tech, Inc.
Water Master Plan Update
58J
Edwards Hill Reservoir
Sodium Hypochlorite On-site
Generation
2024-28 $14,195 2025-29 $602,973 $617,168 Production 2
58K
Overmyer Reservoir Sodium
Hypochlorite On-site
Generation
2024-28 $15,899 2025-29 $675,355 $691,254 Production 2
59A Well 1A Hydrofluorosilicic
Acid On-site Generation 2024-28 $8,678 2025-29 $368,618 $377,296 Production 2 59B Well 3A Hydrofluorosilicic
Acid On-site Generation 2024-28 $9,553 2025-29 $405,774 $415,327 Production 2 59C Well 4 Hydrofluorosilicic
Acid On-site Generation 2024-28 $15,683 2025-29 $666,204 $681,887 Production 2 59D Well 5 Hydrofluorosilicic
Acid On-site Generation 2024-28 $9,931 2025-29 $421,869 $431,800 Production 2 59E Well 6 Hydrofluorosilicic
Acid On-site Generation 2024-28 $18,291 2025-29 $776,969 $795,260 Production 2 59F Well 7 Hydrofluorosilicic
Acid On-site Generation 2024-28 $22,275 2025-29 $946,196 $968,471 Production 2 59G Well 9 Hydrofluorosilicic
Acid On-site Generation 2024-28 $18,917 2025-29 $803,543 $822,460 Production 2 59H Well 10 Hydrofluorosilicic
Acid On-site Generation 2024-28 $16,534 2025-29 $702,345 $718,879 Production 2 59I Well 13 Hydrofluorosilicic
Acid On-site Generation 2024-28 $20,798 2025-29 $883,466 $904,264 Production 2 59J
Edwards Hill Reservoir
Hydrofluorosilicic Acid On-
site Generation
2024-28 $14,195 2025-29 $602,973 $617,168 Production 2
59K Overmyer Reservoir 2024-28 $15,899 2025-29 $675,355 $691,254 Production 2
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH ES-14 Tetra Tech, Inc.
Water Master Plan Update
Hydrofluorosilicic Acid On-
site Generation
60 Independent Review of all
City Water Facilities by
Engineering Firm.
2025 $300,000 -- -- $300,000 Study 1
61 Lead and Copper Rule
Revision (LCRR) Inventory
Study and GIS Update
2024 $50,000 -- -- $50,000 Study 2
62 Well No. 8 Replacement /
Rehabilitation 2024 $330,000 2024-25 $2,900,000 $3,230,000 Production 1 63 New Water Well No. 16 2025 $1,083,000 2025-26 $6,138,000 $7,221,000 Production 2 64 Water Facilities SCADA
Cybersecurity Improvements 2023 $300,000 2023-24 -- $300,000 Security 4 65 Well Quality Emergency
Mitigation/Treatment
Program
2024 $200,000 -- -- $200,000 Unanticipated/
Emergency 5
66 Electrical Vehicle Charging
Stations at the Utilities Yard 2028 $300,000 2029 $1,200,000 $1,500,000 Sustainability 5 67 Manganese Treatment
System at Well 3A 2024 $200,000 2024 $2,000,000 $2,200,000 Production 1 68 Well 4 Rehabilitation 2024 $150,000 2024 $1,350,000 $1,500,000 Production 1 TOTAL $3,255,000 $28,095,000 $31,350,000
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 1-1 Tetra Tech, Inc.
Water Master Plan Update
1 CITY CHARACTERISTICS AND PROJECTED GROWTH
The City has reached n ear full development with less than 1% of land remaining vacant.
It is assumed that this land will be developed ultimately with the exception of land designated as open space, which is assumed to remain open space, i.e. no projecte d increase in future water demands. However, development and redevelopment projects that are either on -going or pl anned will affect future water demands. The City’s population is projected to increase 3.6% by 2045, wi th housing projected to increase
1.42%
1. However, this number does not include projected population increase due to t he City’s 6th Cycle RHNA allocation. The City’s 6 th Cycle RHNA allocation requires the City to demonstrate zoning capacity for 13,368 housing units between the years 2021 through 2029. The City’s population ( including population a ssociated with RHNA ) is projected to increase by 20.2% by 2045 with number of housing units to increase 17.6%.
These calculations assume the entire 13,368 RHNA units are constructed and occupied.
1.1 Land Use
There are 17,482 acres of land within the City’s limits according to the general plan land use categories in the City’s current General Plan . Existing land use in the City is shown on Figure 1-1 and is tabulated in Table 1 -1. The existing land use presented below is from the City’s current General Plan which can be found at https://www.huntingtonbeachca.gov/government/departments/planning/gp/index.cfm and from the vacant land survey in 2018. Land Use presented in this water master plan is solely for the purposes of estimating water demands.
As shown in Table 1-1, only 0.59% of the City remains as vacant lan d (103 acres). Of this vacant land, approximately 46% is designated residential, 12% mixed use, 4% commercial, 33% industrial, and 5% is designated open space. I t is assumed that all of this land will be develope d ultimately with the exception of land designated as open space, which is assumed to remain open space, i.e. no projected increase in future water demands.
In addition to the General Plan land use designations, the City also has 17 Specific Plans.
The Specific Plan s that are currently experiencing the most development are the Beach and Edinger Corridors Specific Plan , the Downtown Specific Plan, the Hol ly-Seacliff Specific Plan, and the Bella Terra Specific Plan.
The largest land use in the City is residential at 8,066 acres (approximately 4 6% of the total). Approximately 70% of the residentia l land use is low density residential (3 to 7 dwelling units (DU) per acre). Commercial land use is spread out over the City ( 570 acres) to provide local services and daily needs to nearby residents.
1 Center for Demographic Research (CDR) at California State University Fullerton, 2022 Orange County Projections, 2022.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-2
The General Plan Land Use Map is shown on Figure 1-2. Approximately 638 acres in the City are designated for Mixed Use, which permits a combination of commercial uses and a variety of housing types. The Mixed Use designation permits either vertical or horizontal integration of these uses. As shown on Figure 1-2, a large portion of the mixed use land borders Beach Boulevard from Adams Avenue to Edinger Avenue as part of the Beach and Edinger Corridors Specific Plan. Mixed use land use is also designated in the downtown area near the Main Pier. The large m ixed use area w ith horizontal integrated housing located between the Seacliff Golf Course and PCH is already par tially developed in accordance with the Palm/Goldenwest Specific Plan.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-3
Figure 1-1
Existing Land Use
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-4
Table 1-1
Existing Land Use
General Plan Land Use Category
Total
Net
Area
% Land
Use
Vacant
Area
% of
Vacant
Land (Ac) (Ac)
Residential
Low Density (3 to 7 DU/Ac) 5666 32% 26.59 26%
Medium Density (15 DU/Ac) 1185 7% 19.83 19%
Medium High Density (25 DU/Ac) 1034 6% 1.29 1%
High Density (30+ DU/Ac) 181 1% 0.36 0%
Subtotal 8066 46% 48.07 47%
Mixed Use 637.9 4% 11.77 11%
Commercial
Commercial Visitor 166 1% 0 0%
Commercial General 297 2% 2.41 2%
Commercial Neighborhood 91 1% 1.65 2%
Commercial Office 16 0% 0 0%
Subtotal 570 3% 4.06 4%
Industrial 1128 6% 34.13 33%
Open Space & Other
Open Space - Conservation 172 1% NA NA
Open Space - Recreation 238 1% NA NA
Open Space - Park 701 4% NA NA
Open Space - Shore 434 2% NA NA
Open Space - Water Recreation 239 1% NA NA
Subtotal 1784 10% 4.88 5%
Public and Community Service 5297 30% 0 0%
TOTAL 17,482 100% 102.91 100%
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-5
Figure 1-2
General Plan Build-out Land Use
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-6
Open space comprises 1, 784 acres or 10.2% of the City . Huntington Central Park is the largest public park in the City at 343 acres. The Seacliff Golf Course and the Meadowlark Country Club constitute the open space recreation land use in the City at 238 acres.
There are 1,128 acres of industrial land in the City. The largest industrial area is in the northwest area of the City where Boeing and the McDonnell Center Business P ark are located. The second largest industri al area is the Goth ard Industrial Corridor that borders Gothard Street between Ellis Avenue and Edinger Avenue.
Another industrial area in the Ci ty is the Southeast Industrial Area, which is actual ly a composite of industrial, public, and open space conservation zoned land uses. The AES Huntington Beach Generating Station (power plant) is located in this area. A 38- acre former land fill is also located in the Southeast Industrial Area. The Orange County Sanitation District No. 2 Wastewater Treatment Plant is located in the f ar southeast corner of the City. Both the power plant and the treatment plant are large City water users.
In addition to land use and growth anticipated by the General Plan, the City must plan for future regional housing growth. State law requires jurisdictions to plan for their share of the RHNA. SCAG determines the housing growth needs by income for local jurisdictions through the RHNA process. The City’s RHNA allocation for the 2021 - 2029 planning period is 13,368 units. This include s 3,661 units for very low -income households, 2,184 units for low-income households, 2,308 units for moderate-income households, and 5,215 units for above moderate-income households. It should be noted that the City’s RHNA targets for 2021-2029 reflect greater residential growth than is anticipated in the General Plan, which has a horizon year of 2040. The City is in the process of updating the General Plan Housing Element to provide adequate zoning capacity to ac commodate its RHNA allocation. As a result of the Housing Ele ment Update, amendments to the land use map shown in Figure 1-2 will probably occur in the next one to three years.
1.2 Population and Housing
The population of the City’s water service area is estimated at 198,725 for 2020, and is growing with very little remaining vacant land. Projected population is shown in Table 1- 2 and is projected to increase by 3.6% from 2020 to 2045. The City p rovides water to over 55,028 service connections. The Huntington Beach w ater service area is predominantly r esidential with ove r 92 percent of wat er service connections serving single-family and multi-family residences.
The population per household for t he City of Huntington Beach was estimated at 2.44 by the Center for Demographic Research (CDR ) at California State University Fullerton in 2020. This average population per household is for the City of Huntington Beach which makes up almost the entire water service area (excluding Sunset Beach).
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-7
Utilizing CDR’s 2020 Orange County Projections (OCP), a 3.6 percent increase in population is expected over the next 25 years in the City’s wat er service area, from 198,725 in 2020 to 205,907 in 2045. The total dwelling units in the water service area are projected to increase 1.4 percent from 82,524 in 2020 to 83,693 in 2045. For comparison, population and total dwelling units for Orange County are projected to increase 8% and
7.4%, respectively, between 2020 and 2045. Historical and projected water service area population and housing is shown in Table 1-2.
The population density using the 2020 CDR OCP data is 2.44 and is projected to increase slightly to 2.48 in 2040 and then return to 2.46 in 2045. However, if vacancy rates return to more normal rates ; population density will increase in the water serv ice area.
Population density is important in that an increase in pe ople per dwelling unit will result in an increase in water demand, even if total housing units remain constant.
Table 1-2
Historical and Projected Population and Housing
Historical Projected
2000 2010 2020 2025 2030 2035 2040 2045
Population 189,594 189,992 198,725 203,713 206,499 207,479 207,402 205,907 Annual % Increase -- 0.21% 4.60% 2.51% 1.37% 0.47% -0.04% -0.72% Total Dwelling Units 75,662 78,644 82,524 83,071 83,236 83,615 83,636 83,693 Annual % Increase -- 3.94% 4.93% 0.66% 0.20% 0.46% 0.03% 0.07% Population/DU 2.51 2.42 2.41 2.45 2.48 2.48 2.48 2.46
Source: Center for Demographic Research, California State University Fullerton 2022
1.2.1 Population Projections including RHNA Housing Allocation In addition to population growth anticipated in Table 1-2, population and housing growth needs have been determined by SCAG through the RHNA proces s. The City’s RHNA allocation for the 2021-2029 planning period is 13,368 units. Assuming the trajectory for population per dwelling unit as in Table 1- 2, the projected population including the RHNA allocation from 2020 to 2045 has been calculated. These calculations assume that the entire 13,368 RHNA units are constructed and occupied. Projected population is shown in Table 1- 3 and is projected to increase by 20.2% from 2020 to 2045 with housing units projected to increase by 17.6%.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
1-8
Table 1-3
Projected Population and Housing
Including RHNA Housing Allocation
Historical Projected
2000 2010 2020 2025 2030 2035 2040 2045
Population 189,594 189,992 198,725 219,900 239,578 240,518 240,570 238,770 Annual % Increase -- 0.21% 4.60% 10.66% 8.95% 0.39% 0.02% -0.75% Total Dwelling Units 75,662 78,644 82,524 89,755 96,604 96,983 97,004 97,061 Annual % Increase -- 3.94% 4.93% 8.76% 7.63% 0.39% 0.02% 0.06% Population/DU 2.51 2.42 2.41 2.45 2.48 2.48 2.48 2.46
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 2-1 Tetra Tech, Inc.
Water Master Plan Update
2 WATER DEMAND
Water demand has decreased over the past decade even though development has occurred, and the City’s population has increased during this time. Unaccounted -for water, which is the difference between water supply and water consumptio n and represents “lost” water, has decreased since 1995/96 and this decrease is attributed to a number of City programs , including: a leak dete ction survey conducted for the City in 1996/97, continued annual water loss audits through MWDO C, and a switch from hydrant flushing to using NO -DES (Neutral O utput Discharge Eli mination System) flushing technology. Water demands are estimated to increase 0.34% by the year 2045 over 2020 demand (which represents the Ultimate System for the planning period) as a result of proposed new devel opment and a projected 3.6% increase in population.
However, this number does not include projected demand increase due to the City’s RHNA housing allocation. Including demand due to additional RHNA housing allocation, water demands are estim ated to increase 16.8% by the year 2045 over 2020 demand.
2.1 Historical Potable Water Production
Historical potable water production for 10 years 2010/11 through 2019/ 20 is shown in Table 2 -1. The City’s water year for the purposes of this report is July through June, whereas t he City’s fiscal year during this period was October through September (the City has since changed their water fiscal year to July through June) . The water year format is consistent with the Municipal Water District of Orange County (MWD OC) and Orange County Wa ter District (OCW D) projections. All historical da ta presented in this water master plan is in accordance with the City’s water year and what has been presented in the City’s 2020 Urban Water Management Plan . Per the 2020 U WMP, 2019/20 demand was determined to represent average water demand at 25,966 AFY (23.2 million gallons per day (MGD) or 16,098 gallons per minute (gpm)).
Goldenwest No. 4 and Meadowlark No. 2 are wells within the City that produce non- potable water (high color) an d are used for irrigation purposes only. This non- potable water production is not included in the potable water production Table 2 -1. Goldenwest No. 4 was removed from service in 2011.
The effect of rainfall on water demand, primarily irrigatio n demand, is shown on F igure 2-1. Mean rainfall for the 10- year period shown is less than the long- term average of
11.31 inches. Water production has decreased since 2004 despite dry conditions. This can be attributed in part to the water conserva tion measures undertaken by the City and its residents in r esponse to drought conditions from 2011 to 2017 and state regulations to reduce water consumption. The long- term effects of these water conservation efforts, even after the drought years, can be seen in the Table.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 2-2 Tetra Tech, Inc.
Water Master Plan Update
Table 2-1
Historical Potable Water Production (Acre-Feet)
Historical City Water Supply (2011-2020)
2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 Average Total Water Production (AFY) 28,200 29,801 29,897 31,138 27,753 24,728 25,816 27,720 26,251 25,966 27,727 Non-Domestic Irrigation 180 212 237 254 239 248 222 225 182 192 219 Well to Waste
Total Domestic Supply 28,020 29,589 29,660 30,884 27,514 24,480 25,594 27,495 26,069 25,774 27,508 Ratio to 10-Yr Average 1.01 1.07 1.07 1.11 0.99 0.88 0.92 0.99 0.94 0.93 1.00 Rainfall (in) 7.87 6.91 3.04 6.42 6.51 9.95 9.71 8.33 18.85 7.92 8.55 (1) Groundwater produced by Meadowlark No. 2 is non-potable due to high color and is used for irrigation (2) Test Pumping
(3) Santa Ana John Wayne Airport #093184. Average for period of record is 11.3 (1921-2020)
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 2-3 Tetra Tech, Inc.
Water Master Plan Update
Figure 2-1
Historical Potable Water Production vs. Rainfall
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-4
2.2 Historical Water Consumption/Unaccounted-For Water
Historical City water consumption and unaccounted- for water for the six years 2015/16 through 2020/21 is shown in Table 2 -2. Water consumption wa s develope d from C ity billing records. Unaccounted- for water , also ref erred to as non- revenue water is the difference between metered water production and metered water consumpti on and represents “lost” water. Unaccounted-for water occurs for a number of reasons:
• Water lost from system leaking, i.e. from pipes, valves, pumps, etc. • Water used by the Fire Department to fight fires. This water is not metered. • Meter inaccuracies. Meters have an inherent acc uracy for a specified flow range.
Comparatively, the re are few product ion meters and they are larger and more accurate and well maintained. There are thou sands of consumption met ers which are much smaller. Consumption meters tend to register at lower rates as they age (this is inherent from the design), and due to the numbers, are difficult to maintain to the same s tandards as the producti on meters. For these reaso ns, metering inaccuracies tend to increase the calculated unaccounted-for-water. • Estimated uses. Some water consumption is not metered but usage is estimated.
This includes water used to flow test fire hydrants and wat er used to flush the distribution system.
Based on the City’s 2016 Water Master Plan , unaccounted-for w ater averaged 5.6% during the six year period from 2009/10 to 2014/15. During the previous six year period from 2004/05 through 2009/10, unaccounted- for water has averaged 5.9 percent. Thus, over the past 11 years, unaccounted-for water has averaged 5.8 percent.
Unaccounted-for water was 9.9 percent in 1995/96 but has decreased since then and has not reached those level since. This is largely due to a leak detection survey conducted for the City in 1996/97. A total of 498 miles of pipeline was surveyed, w ith a water loss of approximately 67,000 gpd quantified from 17 identified leaks. The annual water loss from these leaks was quantified as approximately 24.4 million gallons. The City repaired all of the leaks ident ified in the survey and has since implemented an on -going leak investigation and repair program as a measure to keep wa ter losses to a minim um while facilitating cost savings 2. As of the end of 2021, unaccounted -for water is at 6.9 percent, and ranks among the lowest rates for unaccounted -for water in the county. Unaccounted- for water from 2015/16 through 2019/20 has averaged 4.4 % as shown on Table 2- 2. It should be noted that stat istical accounting error s occurred in 2016/ 17, resulting in a consumption exceeding production. This was the year that the accounting fiscal year was changed from October through Septem ber to July through June. Consumption numbers prior to 2016/17 and after 2016/17 are accurate as shown.
2 City of Huntington Beach, 2005 Water Master Plan, March 2006
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-5
Additionally, as of 2018 the distribution section switched from hydrant flushing to using NO-DES (Neutral Output Discharge Elimination System) flushing technology. This technology runs the water through a filter system tha t traps the turbidity and clears the water. No water is discharged to waste and the amount of unaccounted for water is decreased by this technique.
The City will continue to use the calibrated hy draulic model of t he water system, which will be updated as part of this master plan, to hel p estimate fire hy drant pressures. Only those fire hydrant pressures that are found to be deficient or close to deficient in the model will be verified in the field. Utilization of the model has essentially eliminated the need for fire hydrant flow tests.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-6
Table 2-2
Historical Water Consumption
Historical City Water Consumption/Production/Unaccounted-For Water (Acre-Feet)
2015 2016 2017 2018 2019 2020 Average
Consumption 26,499 23,381 27,464 27,634 23,279 23,010 25,211 Production 27,752 24,728 25,816 27,720 26,251 25,966 26,372 Unaccounted-For
Water 1,253 1,347 -1,648 86 2,972 2,956 1,161
Unaccounted-For
Water % 4.5% 5.4% -6.4%1 0.3% 11.3% 11.4% 4.4%
1Statistical accounting error during switch in fiscal year accounting from October through September to July through June.
The California Urban Water Conservat ion Council recommends a complete distribution system audit if unaccou nted-for water exceeds 10%. With the City currently averaging less than 6%, an audit is not needed.
Average daily per capita municipal and industrial (Per Capi ta M&I) water demand has been used by the water industry to measure and compare mean urban water demand. Per Capita M&I water demand inclu des the municipal, indus trial, c ommercial, residential water demand, and unaccounted-for water associated with each person in the population.
Historical Per Capita M&I water demand for the City is shown in Table 2-3.
Table 2-3
Historical Per Capita M&I Demand
Historical Per Capita Municipal and Industrial Water Demands 2015 2016 2017 2018 2019 2020 Average
Total Demand (AF) 27,752 24,728 25,816 27,720 26,251 25,966 26,372 Population 197,456 199,224 199,927 199,495 199,742 198,725 -- Total Per Capita (gpcd) 125.5 110.8 115.3 124.0 117.3 116.6 118.3 Rainfall (in) 6.5 10.0 9.7 8.3 18.9 7.9 10.2
Although Per Capita M&I water demand is still a u seful measure for evaluating urban water demand, the various demand co mponents evaluated separately can offer a more complete perspective. Historical City water demands by billin g classifications are shown in Table 2-4.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-7
Table 2-4
Historical Water Demand by Billing Class
Historical City Water Demands Per Billing Classifications (Acre-Feet) Demands
Per City Billing Class 2015 2016 2017 2018 2019 2020 Average Single Family Residential 12,960 11,639 12,781 12,578 11,159 11,440 12,093 Multi-Family Residential 5,992 5,540 6,683 6,194 5,645 5,636 5,948 Population 197,456 199,224 199,927 199,495 199,742 198,725 199,095 Residential Per Capita
(gpcd) 86 77 87 84 75 77 81
Commercial 3,706 3,122 4,360 3,659 3,646 3,039 3,589
Industrial 399 307 365 323 301 280 329
Institutional/Municipal 149 119 145 149 157 122 140
Irrigation 2,907 2,249 2,782 4,355 2,061 2,007 2,727
Other 386 405 348 377 309 486 385
Total Demand (AF) 26,499 23,381 27,464 27,634 23,279 23,010 25,211
The demand dat a is from City billing data and does not include una ccounted-for water.
Residential per capita demand for the most recent six years 2014/15 through 2019/20 averaged 83 gpcd, which is 13% less than the previous 6 year (2009/10 through 2014/15) average resid ential per capita demand of 94.0 gpcd. The downward trend in st rictly residential water use can be attributed in part to water conservation programs undertaken by the City including public information programs, school education program s, wa ter survey programs, and plumbing fixture retrofits.
It should be n oted that the per capita residential use and total per capita use discussed above is not the same as the per capita calculation that must be reported as a part of the 20 x 2020 water conservation targets required by the State Department of Wat er Resources in Urban Wate r Management Plans starting with the 2010 Plan. The formula for developing the baseline per capita, 2020 target, and interim 2015 target to measure an agency’s success in meeting the 20% m andated conservation by 2020 is somewhat different. It includes total water use (exclusive of agri cultural use) divided by total service area population but allows for credits for recycled water use. The City does not
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-8
have any direct recycled water use but does get a pro -rata credit for indirect r ecycled water based on OCWD’s Groundwater Replenishment System.
Commercial and industr ial water demand decreased from 3,770 in 2014/15 to 3,319 AF in 2019/20 (12% decrease). However, on average over the past 5 ye ars, commercial and industrial demand has remained r elatively flat and has decreased compared to p revious master plan periods . Decreased water use for the Commercial and Industrial billing categories can be attributed in part to the City’s participation in MW DOC’s and MWD’s regional commercial, in dustrial, and institutio nal water-use efficiency programs, as well as the Metropolitan a nd MWDOC water allocation program put in effect in 2009/ 10 and lifted jus t prior to the end of 2010/11. Another reason for thi s d ecrease is the gradual implementation by the City of dual met ers in place of single meters for metering commercial and industrial accounts as well as multi- family residential accounts. The purpose of this program is to separate irrigation use from potable water use as many of these meters currently measure both potable and irrigation water use.
As new businesses come into the Cit y or renovation of existing businesses occur, a separate irrigation meter is being installed by the owner when the landscape area exceeds 2,500 square feet. However, there is still a substantial amount of irrigation water us e that is reported under the Commercial, Industrial and Multi-family billing categories.
Implementation of this dual meter program has been occurring gradually over the past decade, plus. Under this program, one meter is dedic ated to measuring internal water use under the Commercial or I ndustrial billing category, while a separate meter would be installed to measure irrigation water use under the I rrigation billing category. Over the five-year period from 2014/15 to 2019/20, total irrigation meters have increased from 993 to 1,521. Even with this 53% increase in irrig ation meters, irrigation use has actually decreased from 2,338 AF in 2014/15 to 2,007 AF in 2019/20 due to water conservation, legislation changes, and water efficiency rebates.
Also, Irrigation water use is greatly affected by rainfall amounts. However, due to the reasons indicated above, it is difficult to correlate Irrigation billing amounts to r ainfall patterns. If the number of irrigation meters and acres being irrigated remained constant, a pattern could be more ea sily developed. The City participate s in MWDOC’s regional landscape irrigation efficiency programs and institutes irrigation efficiency parameters in the City Municipal Code.
2.3 Projected Water Demands
Demand projections were developed by MWDOC for each agency with in their service area based on available data as well as land use, population and economic growth. The projections in 5-year increments to Year 2045 are shown in Table 2- 5 and were obtained from the City’s 2020 UWMP.
As sh own in Table 2- 5, the 2045 water demand is project ed to be 26 ,054 AFY or approximately 23.3 MGD, 0.34% higher than the assumed 2020 normal year demand of
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-9
25,966 AFY. This increased water demand equates to an annual water dem and growth of approximately 0.01% per year, compounded.
Table 2-5
Projected Water Demands
Projected Water Demands
Water Demand 2020 2025 2030 2035 2040 2045
Total Demand (AFY) 25,966 26,399 26,524 26,339 26,093 26,054 Total Demand (MGD) 23.2 23.6 23.7 23.5 23.3 23.3
Population (1,000) 198.7 203.7 206.5 207.5 207.4 205.9
Total Per Capita (gpcd) 116.6 115.7 114.7 113.6 112.3 113.0
The projected water demands discussed above are average annual demands ty pically displayed in AFY or average day demand (ADD) typical ly displayed in million gallons per day (MGD) or gall ons per minute (gpm). Another important projection is maximum day demand (MDD) or the highest 24- hour demand over the course of a year as a water system must be capable of s upplying MDD. The peak daily or diurnal fluctuation or the peak hour demand (PHD) is typically handled from operational storage in reservoirs so is not important in determining supply requirements.
Based on extensive analys is, the 2020 Water Master Plan settled on a 1.8 MDD factor (MDD = 1.8 times the ADD) for the entire water system, w hich included a 15% factor of safety over measured data. A 2.7 MDD factor was selected for Zone 2, which is typical as a smaller area with less land use diversity experiences higher peaking factors. Monthly water use for the five year period ending in FY 2010 resulted in an average maximum monthly demand factor of 1.45, occurring in the month of August. Diurnal curves for a typical week in June of 2007 provided by City staff resulted in the maximum day of that week being 1.06 times the average day of the we ek. I n order to achieve a 1.80 MDD factor, the maximum week would have to be 1 .17 times higher than the maximum month (1.45 x 1.17 x 1.06 = 1.80), which is perfectly logical . Therefore, the factors utilized in the previous hydraulic model analyses are deemed to be appropriate for use in the modeling analyses conducted in this master plan.
2.3.1 Projected Water Demands for RHNA Housing Allocations In addition to water demands anticipated in Table 2-5, water demand projections for the RHNA allocation have been calculate d. The projections in 5- year increments to Year 2045 are shown in Table 2-6. As shown in Table 2-6, the 2045 water demand is projected to be 30,538 AFY or approximately 27.3 MGD, 17.6% higher than the assumed 2020 normal year demand of 25,966 AFY. This increased water demand equates to an annual water demand growth of approximately 0.7% per year, compounded.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
2-10
Table 1-3 shows the City’s popula tion is projected to increase by 20.2% from 2020 to 2045 if the entire 13,368 RHNA units are constructed and o ccupied. Demand projections from 2020 to 2045 were calcul ated utilizing the same projected total demand per capita projections and multiplying by the additional population projections due to RHNA.
Table 2-6
Projected Water Demands Including RHNA Allocation
Projected Water Demands
Water Demand 2020 2025 2030 2035 2040 2045
Total Demand (AFY) 25,966 28,523 30,786 30,560 30,512 30,538 Total Demand (MGD) 23.2 25.5 27.5 27.3 27.2 27.3
Population (1,000) 198.7 219.9 239.6 240.5 240.6 238.8
Total Per Capita (gpcd) 116.7 115.8 114.7 113.4 113.2 114.2
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-1
3 WATER SUPPLY AND RELIABILITY
The City’s existing sources of potable water suppl y consist of nine groundwater wells, three imported water connections, and three emergency connections with neighboring cities.
Orange County Water District (OCWD) manages the Orange County Groundwater Basin (Basin), w hich the City overl ies. OCWD sets a Basin Pr oduction Percentage annually, which allows the City and other Basin producer s to pump groundwater up to the BPP percentage of th eir total water su pplies to meet demands. The BPP was set at 77% FY 2021/22 and will increase to 85% for FY 2023/24. OCWD has recently completed the Groundwater Replenishment Sys tem Final Expansion, which has increased water levels in the basin and has allowed for more pumping out of the basin by producers.
The City also purchases treated, imported water f rom the Municipal Water District of Orange County (MWDOC), which is a member agency of the Metropolit an Water District of Southern California (MWD). The City has historica lly used more groundwater than imported water to mee t d emands as groundwater production is less expensive, at least in quantities up to the BPP.
The City’s water supply consistently meets or exceeds all State and federal potable water quality standards. The City maintains a water quality monitoring program consistent with State requirements.
3.1 City Water Supplies
As a member agency of OCWD, the City is entitled to produce groundwater from the Basin. The Basin, which is managed by OCWD, is unadjudicated. The City and other Basin producers pay a Replenishment A ssessment (RA) to OCWD for all groundwater produced up to a percentage of the producer’s total water supplie s used to meet demands.
This percentage is called the Basin Production Percentage (BPP), which is set uniformly for all producers annually by OCWD based on Basin co nditions and long- term projections.
For FY 2021/22, OCWD set the BPP to 77%, where it ha d been for the previous three years due to drought conditions and low Basin levels. In mid-year FY 2022/23, purveyors reduced their basin pumping due to PFAS issues coupled with lower demands. Initially in FY 2022/23 the BPP was set to 77% but was raised to 96.2% on February 1, 2023 by the board of directors . The resulting average BPP for FY 2022/23 wa s 85%. OCWD has established a BPP of 85% for FY 2023/24. OCWD incr eased the RA to $624/acre- foot for FY 2023/24.
In addition to the RA, OCWD charges a Basin Equity Assessment (BEA) for pumping in excess of the BPP, which is basica lly a penalty to help mai ntain the Ba sin at projected levels. The BEA essentially equates the cost of groundwater pumped over and above the BPP to the rate charged for im ported water fr om MWDOC. BEA rate w ill vary slightly
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-2
between different member agencies of OCWD, as the rate is adjusted based on each member agency's groundwater pumping costs. For FY 2023/24 BEA rates have been set at $589/acre-foot.
The City’s (FY 2022/23) cost for producing groundwater up to the BPP was $709/acre- foot (including the RA and energy but not including other well operation and maintenance costs $624 for the R A & $85 for energy ). The City supplem ents groundwater with treated, imported water f rom MWDOC at th e current rate of $1124/acre-foot exclusive of connection charges, readiness to serve charges , and other fixed fees.
The City’s water supply has averaged 60 % groundwater pumped and 40% imported water purchases over the recent six-year period (2014/15 – 2019/20) as shown in Table 3- 1 and shown graphically on Figure 3 -1. It should be noted, however, that the C ity participates in the In -Lieu or Cyclic S torage Program offered by O CWD and MWD, when available. This is a groundwater program that refills the Basin by avoiding pumping from the Basin and is usually offered in the wetter years and in the lower demand period of October through April. In the program, OCWD reque sts the City to leave a number of its wells turned off and the City then takes replacement, or in -lieu, water through it s imported water connections, which w ater is pur chased by OCWD from MWD t hrough MWDOC. OCWD purchases the in -lieu water at a reduced rate, and then b ills the City the amount it would have had to pay for pumping energy and the RA as if it had produced the water from its wells.
In addition to reducing groundwater pumping as intended by the In- Lieu of program, the City participates in the OCWD Coastal Pumping Transfer Program (CPTP) when available. This program s ubstitutes groundwater pumping from coastal producers with groundwater pumping from inland producers by modif ying (reducing) the BEAs of the inland producers. The purpos e of this program is to reduce groundwater pumping by the City (of Huntington Beach), specifically near the Sunset Gap area, in order to reduce seawater intrusion into the groundwater basin. The program incentivizes inland producers to over pump without incurring BEA surc harge. OCWD staff anticipates that approximately 5,000 acre-feet of pum ping would be transferred inland away from the City as a result of the CPTP program.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 3-3 Tetra Tech, Inc.
Water Master Plan Update
Table 3-1
Groundwater Production vs. Imported Water Purchases
(FY15 – FY20)
Water Supply
Fiscal Year
Average 2015 2016 2017 2018 2019 2020
Groundwater (AFY)1 16,604 18,668 14,518 11,682 16,031 18,296 16,590 Imported Water (AFY) 11,149 6,060 11,298 16,038 10,219 7,670 10,563 Total (AFY) 27,753 24,728 25,816 27,720 26,251 25,966 27,153 % Imported 40% 25% 44% 58% 38% 42% 40%
In-Lieu Imported (AFY) 0 0 0 9,081 0 1,686 1,795
CPTP Imported (AFY) 3,432 0 4,848 0 4,182 0 2,077
Adjusted % Imported 28% 25% 25% 25% 23% 23% 25%
1Actual groundwater pumped that does not include adjustment for In-Lieu or CPTP water
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-4
Figure 3-1
Groundwater Production vs. Imported Water Purchases
(FY15 – FY20)
In-lieu imported water purchases h ave been approximatel y 14% of the total city water supply over this six-year period, with importe d water purchases not applicable to this program at approximately 25% for total impo rted water p urchases of 40% as shown on Table 3-1. Also, as shown in that table and t he corresponding figure, in- lieu water was not available in one of the six years shown due to drought condit ions in southern California an d averaged 3,642 AFY over that period. In-lieu water is regarded as groundwater production when calculating a producer’s BPP. Theref ore, the City’s groundwater production for BPP purposes has averaged 75% during this period, adjusted to include in- lieu water. This is calcul ated taking 100% minus the Average Adjusted % Imported of 25% shown in Table 3-2.
3.2 Water Quality
The Safe Drinking Water Act (S DWA), which was enacted in 1974, is the main federal law that regulates potable d rinking water standards. Under SDWA, the U.S.
Environmental Protection Agency (EPA) sets standards for drinking water quality and oversees the states, localities, and water suppliers who implement those standards.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-5
State potable water quality standards are set by the California Department of Public Health (CDPH). The potable water quality standards listed in the title 22 California Code of Regulations i nclude primary and secondary maximum contaminant levels (MCLs).
Primary MCLs are established for a number of organic and inorganic chem icals, trihalomethanes, and radioactivity as they relate to public health. Secondary MCLs are established for chemicals or character istics as they relate to taste, odor, or appearance of drinking water. These State MCLs are the same or in some cases mo re stringent than the federal MCLs.
The City’s water supply consisting of groundwater and imported surface water consistently meets or exceeds all S tate and federal potable water quality standards. The City maintains a water quality monitoring program consistent with CDPH requirements.
As a result of the high quality of the City’s source water supplies, the only w ater treatment conducted by t he City is disinfection and fluoridation. The C ity disinfects at each of its well sites through the injection of ga seous chlorine (CL 2) typically at a rate of
about 1.0 milligrams per liter (mg/l) residual. The City receives imported sur face water that has been disinfected by MWD by means of chloramination typically at a rate of about 2.2 mg/l residual.
The City has fluoridated its water supply to aid in the development of healthy te eth since 1972. The natural fluoride concentration in the local groundw ater ranges from 0.3 to 0.5 mg/l. The City increas es the fluoride concent ration to between 0.6 to 1.2 mg/l via injection stations located at all wells. The City previously injected fluoride a t the imported water connections until late 2007, when MWD began fluoridation of their water. The average fluoride level of the imported surface water at Cit y t urnouts is 0.8 mg/l.
The City is beginning to look into onsite generation of chlorine and fluoridation in lieu of imported gaseous chlorine and has begun a preliminary study.
MWD conducts extensive monitoring of its treated water at the various treatment plant s within its system. OCWD also conducts more extensive testing on groundwater samples than as required by all regulatory agencies. This is done on behalf of its member agencies in order to stay on top of any potential c ontaminant that might be detected as well as to track migration of TDS and other water quality trends. The f ollowing is a summary of recent regulations relating to potential constituents of co ncern and their levels in the City’s water supplies.
Arsenic
In January 2006, a new federal water quality regulation reduced the MCL for arsenic, an inorganic chemical, from 50 parts per billion (ppb) to 10 ppb. California’s revised arsenic MCL of 10 ppb became effective in November 2008. The average arsenic level i n the City’s water supply has historically ranged between “Not Detected” to 3 ppb and has averaged “Not Dete cted”. Accordingly, treatment of City supply sources to meet the stricter arsenic MCL is not required or anticipated.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-6
Groundwater Rule
EPA initiated the Ground Water Rule (GWR) in November 2006, which specifies the appropriate use of dis infection in groundwater and address es other components of groundwater systems to protect against bacteria and v iruses in portable groundwater supplies. The requirements of the GWR include Stat e-conducted system sanitary su rveys and compliance monitoring for systems that disinfect to ensure that they reliably achieve
99.99% (4-log) inactivation or removal of vi ruses. The City currently di sinfects at all of their well sites through the injection of gaseous chlorine.
Radon
Radon is a naturally occurring radioactive gas that may be found in indoor air and in drinking water. Exposure to radon can increase the risk of contracting cancer. Radon in soil under homes presents a greater risk than radon i n drinking water. Ther e is cur rently no MCL for radon in drinking water. EPA has developed a proposed regulation to reduce radon in drinking water that includes a “Mul timedia Mitigation ” program opt ion to reduce radon in air.
The proposed regulation offers two options:
• Option 1: States can choose to develop enhanced state-wide programs to a ddress the health risks from radon in indoor air known as Multimedia Mitigation (MMM) programs while reducing radon levels in drinking water for individual water systems to 4,000 pCi/L (picoCuries p er liter, a standard unit of radiation) or lower. EPA is encouraging states to adopt this option because it is the most cost - effective method and achieves the greatest radon risk reduction. • Option 2: If a state opts not to develop an MMM program, individual water systems in that state wou ld be requir ed to either reduce rado n in their system’s drinking water to 300 pCi/L or d evelop individual local MMM programs and reduce levels in drinking water to 4,000 pCi/L. Water systems already at or below the 300 pCi/L standard would not be required to treat their water for radon.
Radon was monitored in the City’s water supply between 2001 and 20 06 and l evels averaged 443 pCi/L (366 pCi/L in 2001, 443 p Ci/L in 2002, 356 pCi/L in 2003, 314 pCi/L in 2004, 596 pCi/L in 2005, and 582 pCi/L in 2006). Radon treatment alternatives include aeration and treatment with granular activated carbon filters.
Stage 2 Disinfection Byproduct Rule
Chlorine and other chemical disinfectants used by public wa ter systems to control microbial pathogens in drinking water interact with organic and inorganic materials in source water to form disinfection byproducts (DBP). Epidemiology and toxicology studies have shown a link betw een disinfectio n byproducts, specifically total trihalomethanes (THM) and haloacetic acids (HAA), and some forms of cancer.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-7
Effective in 2002, EPA’s Stage 1 Disinfectant Byproduct Rul e (DBR) requires water systems to meet THM and HAA MCLs of 8 0 ppb and 60 ppb, re spectively. Compliance is determined by calculating the running annual averages of samples from all monitoring locations across the system. TTHM and HAA5 averages for the Huntington Beach wa ter system have always been well below the MCLs.
In 2006 EPA finalized S tage 2 of the regulation, which further control s allowable levels of DBPs in drinking water with out compromising disinfection itself. Under the Stage 2 DBR, systems were required to conduct an evaluation of their distribution system to identify the locations with high THM and HAA concentrations. Th e City c ompleted the evaluation in 2008 and submitted a Stage 2 monitoring plan for CDPH review. Full Stage 2 compliance monitor ing will star t in April 2012. The Stage 2 plan changed several of the locations previously monitored in the Stage 1 plan and includes a few new sites.
Under the Stage 2 DBR, compliance wi th the MCLs for THM and HAA are calculated for each monitoring l ocation in the distribution system (locational running annual average), as opposed to the previous less stringent method of calculating running annual averages of samples from all monitoring locations across the system.
The Stage 2 DBR is be ing implemented in two phase s. During Phase 1 of the implementation, the MCLs for THM and HAA are 80 ppb and 60 ppb, respectively, based on running system-wide annual av erages at the current Phase 1 monitoring sites.
The last Phase 1 monitoring is the First Quarter of 2012. During Phase 2, the compliance sites will be changed based on the system -wide evaluation for high DBP sites and the locational annua l MCL averages will be 80 ppb for THM and 60 ppb for HAA. The Phase 2 monitoring began the Second Quarter of 2012, and locational annual averages for the Huntington Beach system are continually below the MCLs.
Per- and Polyfluoroalkyl Substances (PFAS)
PFAS are a large and diverse structural family of compounds used in myriad commercial applications due to their unique pro perties, such as resista nce to high and low temperatures, resistance to degradation, and nonstick charact eristics. Human studies have found associations between PFOA and/ or PFOS exposure and effects on the immune system, the cardiovascular system, development (e.g., decreas ed birth weight), and cancer. In June 2022 a new f ederal Lifetime Drinking Water Health Advisories were issued f or Hexafluoropropylene Oxide (HFPO) Dimer Acid an d its Ammonium Salt (referred to as “GenX ” chemicals) and PFBS of 10 ppt and 2,000 ppt, respectively; the interim federal health advisories for PFOA and PFOS were reduced to 0.004 ppt and
0.02 ppt, resp ectively. The interim health advisories will remain in place until the EPA establishes a National Primary Drinking Water Regulation.
As o f August 2022, there are no primary drinking water s tandards (maximum contaminant levels or MCLs) for PFAS in Calif ornia. The development of standards for PFOA, PFOS, an d other PFAS are among t he priorities of the Division of Drinking Water. Notification levels (NLs) a re nonregulatory, health- based advisory levels established for contaminants in drinking water for which maximum contaminant levels
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-8
have not been established. Notification levels are established as precautionary measures for contaminants that m ay be considered candidates for establishment of maximum contaminant levels but have not yet undergone or completed the regulatory standard setting process prescribed for the develop ment of max imum contaminant levels and are not drinking water standards. They represent the concentration level of a contami nant in drinking water that does not pose a significant health ris k but warrants notification.
Notification levels are issued by the Division of Drinking Water (DDW) and developed based on recommendations m ade b y t he Office of Environmental Health and Hazard Assessment (OEHHA).
A response level (RL) is set higher than a not ification level and r epresents a recommended chem ical concentr ation level at which water systems consider taking a water s ource out of service or pro vide treatment if that option is available to them.
Starting in January 2020, wat er systems that receive an order and detect levels of PFAS substances that exceed their response level, shall take a water source out of use, treat the water delivered, or provide public notification.
The following table 3-2 is a sum mary of the State of California PFAS notif ication and response levels issued, requested or proposed by the DDW.
Table 3-2
PFAS Notification and Response Levels
State of California PFAS Notification and Response Levels Abbreviation Chemical Name Notification Level (ppt) Response Level (ppt) Date Issued / Status PFOA Perfluorooctanoic
Acid 5.1 10 Feb-20
PFOS Perfluorooctane
sulfonic acid 6.5 40 Feb-20
PFBS Perfluorobutane
sulfonic acid 500 5,000 Mar-21
PFHxS Perfluorohexane
sulfonic acid 2 20 Requested
PFHxA Perfluoroheanoic
acid -- -- Requested
PFHpA Perfluoroheptanoic
Acid -- -- Requested
PFNA Perfluorononanoic
acid -- -- Requested
PFDA Perfluorodecanoic
acid -- -- Requested
ADONA
4,8-Dioxa-3H-
perfluorononanoic
acid
-- -- Requested
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-9
PFAS data reporting is not indicated in the City of Huntington Beach 2022 Water Quality Report. Accordingly, treatment of City supply sources to me et stricter PFAS notification and response levels is not anticipated in the immediate future. However, the City should be prepared for potent ial changes in their obligat ion to test the water sources as regulations around PFAS are continuing to become stricter.
In response to DDW’s issuance of the revised RL, as of December 2020, approximately 45 wells in the O CWD service area have been temporarily turned off until treatment systems can be constructed. As additional wells are tested, OCWD expects this figu re may increase to at least 70 to 80 wells. None of the Huntington Beach wells have been affected by PFAS. The state has begun the process of establishing MCLs for PFOA and PFOS and anticipates these MCLs to be in effect by the Fall of 2023. O CWD anticipates the MCLs will be set at or below the RLs.
In April 2020, OCWD as the groundwater basin manager, executed an agreement with the impacted producers to fund and construct the necessary treatment system for production wells impacted by PFAS compounds. PFAS t reatment methods include granular activated carbon (GAC) or ion exchang e (IX). These treatment systems utilize vessels in a lead -lag configuration to remove PFOA and P FOS to less t han 2 ppt.
Construction contracts were awarded for treatment systems for production wel ls in the City of Fullerton and Serrano Water District in Year 2020. OCWD expects treatment systems to be constructed for most of the initial 45 wells above the RL within the next several years.
Cyanotoxins
In June 2022, the California Water Board and OEHHA provided a notification level (NL) recommendation for four (4) cyanotoxins in drinking water: anatoxin- a, mycrocystins, cylindrospermospin and saxitoxins as presented in Tabl e 3-3 below . The following recommendations are supplementary to the short-term NL recommendations provided by the Water Board on May 3, 2021. T he City supply sources have no histor ic presence of cyanotoxins. Accordingly, treatment of City supply sources to meet stricter cyanotoxin NLs is not required or anticipated at this time.
Table 3-3
Cyanotoxins Notification Levels
Cyanotoxins Notification Levels
Chemical Acute NL
(duration) Short-Term NL (duration)
Anatoxin-a 8c (up to 1 day) 4 (up to 1 month)
Cylindrospermospin 3 (up to 1 day) 0.3 (up to 3 months) Microcystins 3c (up to 1 day) 0.03 (up to 3 months)
Saxitoxins 0.5c (up to 1 day) NA
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-10
a Recommendations for short-term NLs and the one-day NL of 0.6 ug/L for saxitoxins were provided to the water board May 3, 2021.
b Table is in units of micrograms per liter (ug/L), which is equivalent to parts per billion (ppb).
c NL is for the total concentration of toxin variants.
Manganese
The federal secondary MCL for manganese is 0.05 mg/L. The current state of C alifornia notification level for manganese is 0.5 mg/L. DDW has initiated the process of revising the current notification and response levels for manganese and has issued a recommended revised NL to 0.02 mg/L.
Manganese is considered an important pollutant given its ubiquito us occurrence in drinking water and food, high exposures potentia l in sensitive populations, and number human and animal studies suggesting neurotoxicity.
The City supply groundwate r sources range from Not Detected to 0.0321 mg/L (2021 City of Huntington Beach Drinking Water Quality Report). Not iceable levels of manganese have been detected at Well 3A . In 2022 m anganese levels at Well 3A, were detected at levels above the MCL. This well has been removed from production until a treatment system for w ell 3A can be installed. The City is currently loo king into treatment o ptions for t his well. T reatment of City supply sources to meet stricter manganese NL may be requ ired in the near future at any wells with especially high manganese.
Lead and Copper
The California Lead and Copper Rule (CA LCR) ali gns with the EPA’s LCR. The LCR requires water systems to monitor lead and copper levels at the consumer’s taps. If action levels for lead or copper are exceeded, installation or modification to corrosion cont rol treatment is required. If the action level for lead is exceed ed, public notification is required.
On January 15, 2021, the EPA issued lead and copper rule revisions (LCRR) to the federal LCR. The LCR will require community water syste ms and non- transient non- community systems throughout the United States to conduct an inventory of service l ines and determine the material of those lines and fittings by October 16, 2024. The inventory must include all service lines connected to the water system’s distri bution system, regardless of ownership status. If the service lin e ownership is shared, the inventory would include both the portion of the service line owned by the w ater system and the customer-owned portion of the service line. Water syste ms are to keep their current tap sampling plans until the LCR comes into effect on October 16, 2024.
The City has taken action to comply with the 2021 LCRR. New capital improvement Project 61 described in Chapter 7 includes steps to comply with the LCRR. Complianc e requires an assessment to identify lead/copper service lines. The City has begun the
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-11
process to determine service line materials by going door to door and visually ins pecting the service lines at the meter . To date there has been no evidence of lead pipes at any of the meter service lines. The City inte nds to complete the inventory by the October 16, 2024 deadline.
Perchlorate
On July 1, 2021 the DDW issued a new Detection Limit for Purposes of Reporting (DLR) for perchlorate of 1 ug/L. DDW has notified the public of their intentions to subsequently revise the Perchlorate MC L, should the new DLR data support development of a new standard. Perchlorate and its salts are used in solid propellant for rockets, missiles, and fireworks. The City s upply sources have no historic presence of Perchlorate.
Accordingly, treatment of City supply sources to mee t the perchlorate D LR or any subsequent changes to the MCL is not required or anticipated.
Total Coliform and E. coli
As of July 1, 2021, the California Revised Tota l C oliform Rule (RTCR) became effective. The revisions include the n ew Coliform Treatment Technique requirements replacing the Total Coliform MCL, and a new E. coli MCL regulatory limit as defined below.
Existing bacteriological sample siting plans may comply with the new RTCR requirements provided the plans:
1. Include the minimum number of routine samples per month in Table 64423-A of the regulations.
2. Identify repeat sample locations for each routine sample location.
3. Identify triggered source sampling needed to comply with the Groundwater Rule.
4. Identify the sample schedule and rotation plan among sampling sites for collection of routine, repeat and triggered source sampling.
5. Identify the raw water sources that are continuously disinfected and require quarterly monitoring.
The water boards provide E. coli MCL exceedances, listed below:
1. E. coli positive repeat sampling following TC-positive routine sampling,
2. TC-positive repeat sample following an E. coli positive routine sample,
3. Failure to collect all required repeat samples following a E. coli positive routine sample,
4. Failure to test for E. coli when any repeat sample is TC-positive.
Hydrogen Sulfide
Hydrogen Sulfide (H2S) is a colorless gas known for its pungent “rotten egg” odor at low concentrations. Dissolved H2S could be formed in well w ater that is anaerobic and
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-12
contains sulfur reducing bacteria that convert sulfur, present in organic matter, to H2S.
H2S concentration in potable water is not regulated, however, presence of H2S, even at a very low concentration of (on the order of 0.05 ppm), will result in a detectable odor.
There are several methods to treat water containing H2S and the best method will depend on the concent ration of H2S. The simplest method is to shock chlor inate the well to eliminate sulfur producing bacteria. If H2S is present in well water in low concentration (~ 0.05 ppm), continuous chlorination of the water, pumped from the well, will convert hydrogen sulfur to elemental sulfur. At somewhat higher concentrations a green s and filtration, regenerated with hypochlorite or potassium permanganate, could be a pplied.
When present at even higher concentrations , H2S can be removed by dega sification in packed towers, similar to the equipment used to remove carbon dioxide. At very isolated locations, there is the possibility to vent off the gases containing H2S to the atmosphere.
If local regulations do not allow direct venting, the off gases can be absorbed in a high pH solution and sent to the sanitation district. T he most e xpensive solution would be to use towers packed with iron catalyst, to bind H2S and convert it to elemental sulfur. After saturation, the catalyst must be disposed of at a land fill site.
Three of the City’s wells are currently experiencing issues with H2S. These are: Well 6, Well 8, and Well 9. Well 6 w ater is blended with other sources to reduce the effects of H2S, and the well is not pumped at full capacity. Well 8 is currently out of service because of H2S and color. At Well 9, a biological treatment s ystem has been installed to remove H2S, and the well is capable of pumping at full capacity.
Sand
Sand in the water system has several detr imental effects. Sand can pl ug pipelines, sprinkler systems, valves, plumbing, and other components of t he distributions system.
Sand is very destructive to pump bow ls and impellers and can reduce the life of the pump. Sand, which is drawn into the well, but not removed with the water, can settle to the bottom of the well. If sufficient sand accumulates, well efficiency or p roduction can be reduced. As portions of the sc reen are blocked by the sand, drawdown is increased leading to incre ased entrance velocity, and lowering efficiency. While there i s no regulation levels for sand in drinking water, the US EP A r ecommends that wells supplying water to homes, instituti ons, municipalities, and industries be limited to 5 ppm of sand by weight, measured 15 minutes after the start of pumping.
The presence of sand in the water pumped from the well could be the result of well pump located too close to the well bottom, damaged we ll screen or pump flow is too high for the well configuration. Very high sand concentration could result in high readings of water turbidity. Rapid starts of the well pump could increase the dr ag of sand into the pumped water. If addressing the sand intake at the well is not feasible, sand can be removed from the pumped water by install ing sand removing equipment downstream of the well discharge. Such equipment could include screen sand separators (equipped w ith a suitable size mesh screens) or centrifugal sand separators (h ydro cyclone). Sand separators will result in some head losses and does not address increased well pump wear
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-13
due to the sand. The presence of sand has been reported in water pumped from Well 1A , Well 3A, Well 4, and Well 10.
3.3 Groundwater Supply
The City and other OCWD member agencies are charged t he RA for groundwater produced from the Basin up to the BPP, and are charged an additional BEA for groundwater produced over this percentage. The BP P is uniform for all members . The BPP was set at 77% FY 2021/22 and will increase to 85% for FY 2023/24. The RA is currently set at $624/acre-foot for FY 2023/2024. On April 19, 2023, OCWD’s Board of Directors adopted Resolution D establishing the BPP at 85% for FY 2023/24. This has been possible in part by the increased recharge operation from the completion of the Groundwater Replenishment System (GWRS) final expansion and other program s and projects implemented by OCWD.
3.3.1 OCWD Projects
OCWD has o n-going and proposed projects to protect, clean, and refill/maintain the groundwater basin.
Talbert Seawater Intrusion Barrier
Since 1975, OCWD has operated a seawater ba rrier to ke ep seawater from migrating inland and mixing with and contaminating potable groundwater. OCWD’s Fountain Valley Seawater Intrusion Barrier is a series of 36 injection wells running along Ellis Avenue from Euclid Street to Newland Street and also along the Santa Ana River nor th of Adams Avenue. A mixture of wastewater pur ified at Water Factory 21 in Fountain Valley and deep well water is pu mped to the wells and injected into the ground to create an underground dam that blocks seawater from entering the groundwater basin.
Of the 36 injection well sites, 23 are the original injection wells that were installed between 1968 and 1927 along Ellis Avenue between the Huntington Beach and Newport Mesas. These original wells are referred to as the “legacy injection wells”. 5 additional injection well sites were constructed between 1 999 and 2004. As part of the GWR S project, 8 more injection well sites were constructed between 2004 and 2007. These last 13 wells are referred to as the “modern injection wells”.
Groundwater Replenishment System
The Groundwa ter Replenishment System ( GWRS), a joint project of OCWD and the Orange County Sanitation District (OCSD), takes highly treated wastewater that would have previously been discharged into the Pacific Ocean an d purifies it using a three -step process consisting of microfiltration, reverse osmosis, and ultraviolet light with hydrogen peroxide. Some of this highly treated water is used to fortify the seawater intrusion barrier and some is pumped to upstream areas of the Basin where it is recharged at strategic sites into the deep aquifers of the Basin, where it eventually becomes part of the potable groundwater supply. The treated water exceeds all federal and state drinking
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-14
water standards and is near -distilled wa ter that improves the overa ll qu ality of the groundwater basin by lowering the mineral content. This st ate-of-the-art water purification project, the largest of its kind in the world, has a current capacity of 130 million gallons per day (mgd) resulting in about 140,000 AFY for recharge to the Basin.
The Final Expansion of the GWRS project was completed in early 2023, increasing treatment capacity from 100 mgd to 130 mgd. Additional waste water required for recharge is suppli ed from OCSD Treatment Plant 2, located in the Huntington Beach , approximately 3.5 miles south of the GWRS.
3.3.2 Groundwater Production
The capacity of the City’s active potable wells is shown in Table 3-4 and the locations of these potable wells are shown on Figure 3- 2. As shown on Ta ble 3-4, the City has a total potable water well capacity estimated at 27,050 gpm . Howe ver, the wells cannot be depended on to operate at 100% capacity due to potential issues relating to groundwater level, water quality, maintenan ce requirements, and mechanical problems. In addition, the City prolongs the life of the wells and pumping equipment by operating at less tha n full capacity. This provides time for local grou ndwater recovery (which promotes the health of the well screens) and preventative maintenance. With th e afor ementioned in mind, the City’s goal is to operate the wells at no more than 75% of total capacity.
Table 3-4
Groundwater Well Production Capacities
Year
Drilled
Well
Depth
(feet)
Capacity
(gpm)
Capacity
(AFY)
Well No. 1A 2018 825 2,250 3,629
Well No. 3A 1994 716 2,500 4,033
Well No. 41 1967 804 0 0
Well No. 5 1969 820 4,000 6,452
Well No. 6 1973 810 3,300 5,323
Well No. 7 1975 891 4,000 6,452
Well No. 9 1981 996 3,000 4,839
Well No. 10 1981 960 4,000 6,452
Well No. 13 2001 800 4,000 6,452
Total Groundwater 27,050 43,632
Total Long-Term Reliable Pumping
Capacity (75% of Total Capacity) 20,280 32,712
Source: City of Huntington Beach 2020 UWMP.
1Well No. 4 is currently offline and expected to be replaced FY23/24
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-15
Figure 3-2
Locations of City Potable Groundwater Wells & Imported Water Turnouts
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-16
The City’s 2020 UWMP assumed a 77% BPP for future long- range planning purposes.
With the current b asin conditions, the continuing move toward water conservation, and the expanded GWRS projections, OCWD staff has increased the BPP to 85% for FY 2023/24. B ased on 2020 water consumption adjusted for the drought conditions to a normal year consistent with the 2020 UWMP, and 2045 projected demands the amount of water using these two BPP percentages that could be withdrawn from the Basin without paying the BEA are as shown on Table 3-3. As discussed above, the normal operating capacity of the wells is approximately 75% of the total capacity, or approximately 20,280 gpm or 32,712 AFY. This well capacity is adequate to meet the current and future supply requirements assuming a 77% BPP (15,452 AFY a nd 20,062 AFY , respectively) . This well capacity will also be enough t o meet the current and f uture supply requirements assuming an 85% BPP (22,071 AFY and 22,146 AFY, respectively).
Table 3-5
Groundwater Production to BPP
Supply (AFY) 2020 2045
Total Supply Requirement 25,966 26,054
GW Production to 77% BPP 15,452 20,062
GW Production to 85% BPP 22,071 22,146
3.3.3 Regional Imported Water Supply
The City purchases supplemental treated imported water from MWDOC, which is a member agency of MWD. MWD imports raw water from northern California and t he Colorado River, and then treats the majority of this water to potable standards at filtration plants located throughout sout hern California. MWD wate r from northern California as part of the State Water Project (SWP) is stored at Castaic Lake on the western side of the MWD service area and at Silverwood Lake near San Bernar dino. MWD water imported from the Colorado River is stored at Lake Mathews in Riverside County. The Diamond Valley Reservoir in Riverside County near Hemet provides r egional seasonal and emergency storage of SWP and Colorado River water.
3.3.4 Conjunctive Use Storage Program
In 2003, MWD, MWDOC, and OCWD signed a 2 5-year agreement to store nearly twenty billion gallons of water in the Orange County Groundwater Basin for use during dry years and emergencies. The agreement also provides for additional protection f rom seawater intrusion and improved groundwater quality. Under the program, MWD, in cooperation with MWDOC and OCWD, will store more than 60,000 AF of imported water in the Basin dur ing wet periods. During dry periods, droughts, or em ergencies, up to 20,000 AFY will be w ithdrawn for use. The cost of the water supply will be equal to the full-service MWD imported water rate.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-17
Eight groundwater extraction wells were provided to city and local water district participants to ensure that the stored water can be pumped in addition to the normal pumped groundwater. The operating agencies are able to use MWD’s new wells as backups for their existing systems and ownership of these wells will tr ansfer t o the participating agencies when the agreem ent expires. Partici pating a gencies i nclude the cities of Buena Park, Fullerton, Garden Grove, Orange, Santa Ana, and Westminster, plus Golden State Water Company, and Yorba Linda Water District.
3.3.5 City Imported Water Supply
The City receives treated imported potable water from two primary MWD sources.
MWD’s Jensen Filtration Plant, located in San Fernando Valley, receives only SWP water with no water received from the Colorado River. Jensen -treated water i s delivered to the City via service connections OC-9 and OC-35.
The City also r eceives treated imported potable water from the D iemer Filtration Plant, located just nor th of Yorba Linda. Typicall y, the Diemer Plant receives a blend of Colorado River water from Lake Mathews through the MWD lower feeder and SWP water through the Yorba Linda Feeder. At this time the blend is approximately a 50/50 blend of the two sources. Diemer -treated water is delivered to the City via service connection OC-44.
As mentione d above, imported water is delivered to the City via three service connections: OC-9, OC -35, and OC -44. The locations of these service connections or turnouts are shown on Figure 3- 2. All three tu rnouts currently supply water directly to Zone 1. The City’s allocated ma ximum capacities from these connections are shown in Table 3-4. OC-9 and OC -35 are both under the jurisdiction of the West Orange County Board (WOC WB), which normally require 24 -hour advance notice to change delivery flows. Both service connections are located at the intersection of Dale and Katella Streets in the City of Stanton. Water from OC -9 enters the C ity system at the intersection of Newland Street and Edinger Avenue and water from OC-35 enters the City system at th e intersection of Springdale and G lenwood Streets. Since the City is the majority owner of the WOCWB, the Public Works Department, Utilities Division is responsible for performing all operation and maintenance o n the transmission mains, and the City Utilities Manager acts as the General Manager for WOCWB.
OC-44 is located on M WD’s East County Fee der No. 2. MWD, w ho owns the primary meter, allows the City to take water from OC-44 on a demand basis, and does not require advance notice in order to change flow settings. Water is supplied to the City from OC-44 via a 24- to 42-inch transmission line owned jointly by the City and Mesa Water District.
A secondary joint metering station to measure flows to the City is located on Adams Avenue at the Santa Ana River, where the water enters the City system.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-18
Table 3-6
Imported Water Connections
Connection
Allocated Capacity
(gpm)
Zone
Supplied
Turnout Location
(Location Entering City System)
OC-9 6,300 Zone 1
Dale & Katella Streets - Stanton
(Newland St. & Edinger Ave.)
OC-35 9,000 Zone 1
Dale & Katella Streets - Stanton
(Springdale & Glenwood Streets)
OC-44 6,700 Zone 1
East Orange County Feeder No. 2
(Adams Ave. & Santa Ana River)
Total 22,000
3.3.6 Seawater Desalination
A third-party private desali nation c ompany was in the process of developing the Huntington Beach Seawater Desalination Project to be located adjacent to the AES Power Plant in the City along Pa cific Coast Highway and Newland Street. The proposed project was unanimously rejected by the California Coastal Commissioners, and the project is no longer planned.
3.3.7 Emergency Connections
The City has emergency mutual -aid interconnections with adjacent water agencies including the City of Fountain Valley, City of Westminster, and the City of Seal Beach.
The locations of these emergency inter connections are shown on both Figures 3- 2 and 4-
1. Each of these agencies could provide Huntington Beach with limited w ater supply in the event of an emergency, if these supplies are available. Conversely, the City could provide emergency water to these cities, if available from either groundwater or imported water sources. Imported water is also supplied to Huntington Beach from OC -44 via a 24- to 42- inch transmission main jointly owned by the C ity and Mesa Water District. In an emergency the City could receive water from this source from Mesa and vice versa.
3.3.8 Supply Reliability
Available water supplies compared to deman ds determine one component of an agency’s overall supply reliability. The City’s ability to pull from different sources such as imported water from Metropolitan and groundwater provide a certain degree of reliability. Other local sources such as recycled water can also provide addi tional supply reliability. However, just because an agency has more supply tha n demand does not necessarily make the system reliable. For example, all of its supply could come from one source that might be susceptible to interrupt ions in service from droughts, earthquakes or other elements.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-19
The more different sources or sources with a high degree of reliability an agency has, the more reliable their supply will be. The City is fortunate to overly the Orange County Groundwater Basin (Basin), which has be en able to sustain BPPs in the mid -70 percent throughout pa st years. D uring preparation of the City’s 2020 UWMP, Ora nge County Water District who manages the Basin co nservatively projected that a BPP of 75 percent could be maintained. This means that the City can reasonably count on at least 75 percent of its projected demands being met by local groundwater produced from City wells overlying the Basin. However, du e to current favorable basin conditions, the continuing move toward water conservation, and t he expanded GWRS projections, OCWD staff has increased the BPP to 85% for FY 2023/24 and feels that agencies could easily use 85% as a conservative BPP projection for l ong-term planning. At least one more well, ideally with a 4,000 GPM design capacity, must be built for the City to reliably meet the 85% BPP. Imported water is less reliable in that Metropolitan’s mai n sources are the State Water Project which is subject to climate patterns including drought and other environmental constraints and Colorado Rive r Water which also has limitations.
However, Metropoli tan has projected in its long range water planning documents, including its 2020 Regional UWMP and 2020 Integrated Wat er Resourc es Plan (IRP), that supplies will be sufficient to me et projected demands during normal, single dry and multiple dry years through the year 2045.
As discussed in detail in the City ’s 2020 UWMP, there are additional local programs that were not counted on due to the relatively conservative approach taken in the UWM P that could make the City’s overall supply reliability picture even more secure. A coupl e o f these programs include local stormwa ter capture and reuse and the potential desalination project.
Given the above, t he ability of the City to reliably pro duce sufficient quantities of groundwater from the Bas in and imported wat er from its available wells and turnout facilities, res pectively, will be analyzed. Existing City wells with their year of construction, depths, pumping capacities and normal operating capacities are listed in Table 3-7. The reason the normal operating capac ities are lower than those listed under the “Capacity” column may b e due to the fact that some of the City’s wells are not operated at 100 perce nt capa city in consideration of sever al factors including groundwater level, water quality, availability of in -lieu water, etc. Additionally, the life of the wells a nd associated supply equipment can be prolonged when operating at less than capacity resulting in the normal operating supply values shown in Table 3-7.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-20
Table 3-7
Well Capacities (Design & Normal Operating)
Year
Drilled
Well
Depth
(feet)
Capacity
(gpm)
Normal
Operating
Capacity
(gpm)
Well No. 1A 2018 825 2,250 2,250
Well No. 3A c 1994 716 2,500 1,750
Well No. 4b 1967 804 0 0
Well No. 5 1969 820 4,000 3,000
Well No. 6 1973 810 3,300 2,500
Well No. 7 1975 891 4,000 3,400
Well No. 9 a 1981 996 3,000 2,250
Well No. 10 1981 960 4,000 2,700
Well No. 13 2001 800 4,000 2,500
Total Groundwater 27,050 20,350
Source: City of Huntington Beach 2020 UWMP.
(a) Biological treatment system added to Well 9 to treat hydrogen sulfide, and well 9 can produce at full capacity.
(b) Well 4 is currently offline and expected to be replaced FY23/24. (c) Well 3A is currently offline due to exceeding the MCL for manganese.
Imported water can be supplied directly into the City’s Zone 1 via three turnouts, OC-9 at 6,300 gpm, OC -35 at 9,000 gpm, and OC -44 at 6,700 gpm, for a total imported supply availability of 22,000 gpm, as shown on Table 3-4.
Determining the amount pumped from each of the City’s supply facilities from month to month is fairly complex due to many variables. First, the City’s demand f luctuates with higher demands in summer than winter. Additionally, the BPP typically varies to some degree from year to year based on weather and Basin conditions. And finally, in- lieu water i s available from Metropolitan in certain years in certain months when surplus imported water is available (Metropolitan provides imported water in wet years at rates similar to groundwater costs to encourage use of s urplus imported supplies and, in essence, incr ease level s i n the Basi n for use in dry years). Table 3-8 shows a typical hypothetical annual operational scenario using projected 2025 demands from the City’s 2020 UWMP and applying monthly demand distribution based on the average of monthly demand factors from the past five years ( FY 2015 through FY 2020). For example, over that period the highest monthly average was August with a factor of 1.24 times average annual demand and the lowest month was Febr uary with a fact or of 0.72 times average.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-21
Table 3-8
2025 Monthly Demand/Supply Projections
(acre-feet)
JUL AUG SEP OCT NOV DEC JAN FEB MAR APR MAY JUN TOTAL
Peaking Ratio 1.23 1.24 1.14 1.08 0.94 0.85 0.79 0.72 0.81 0.96 1.1 1.14 2025 Demand 2,924 2,947 2,710 2,567 2,234 2,020 1,878 1,711 1,925 2,282 2,615 2,710 28,523 Supply Source
Groundwater 2,262 2,281 2,097 1,986 1,729 1,563 1,453 1,324 1,490 1,766 2,023 2,097 22,071 Imported 439 442 406 385 335 303 282 257 289 342 392 406 4,278 Groundwater (Operating Capacity)
Well 1 372 375 345 327 284 257 239 218 245 290 333 345 3,629 Well 3A 289 292 268 254 221 200 186 169 191 226 259 268 2,823 Well 4 0 0 0 0 0 0 0 0 0 0 0 0 0
Well 5 496 500 460 436 379 343 319 290 327 387 444 460 4,839 Well 6 413 417 383 363 316 286 265 242 272 323 370 383 4,033 Well 7 562 567 521 494 430 388 361 329 370 439 503 521 5,484 Well 9 248 250 230 218 190 171 159 145 163 194 222 230 2,420 Well 10 446 450 414 392 341 308 287 261 294 348 399 414 4,355 Well 13 413 417 383 363 316 286 265 242 272 323 370 383 4,033 Total GW Capacity 3,241 3,267 3,003 2,845 2,477 2,239 2,081 1,897 2,134 2,529 2,898 3,003 31,615 GW Surplus 978 986 907 859 748 676 628 573 644 764 875 907 9,544 Imported Water (Operating Capacity)
Imported Water 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 35,486 Imported Surplus 2,519 2,515 2,551 2,572 2,622 2,654 2,676 2,700 2,668 2,615 2,565 2,551 31,208 Total Water (Operating Capacity)
Total Capacity 6,198 6,224 5,961 5,803 5,434 5,197 5,039 4,854 5,091 5,486 5,855 5,961 67,101 Total Surplus 3,497 3,501 3,457 3,431 3,370 3,330 3,304 3,273 3,313 3,378 3,440 3,457 40,752
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-22
The first row in Table 3 -6 shows the projected 2025 demand proportioned across each month based on the average factors for each month as discussed above. The next two rows show the monthly demand split between groundwater and imported water using a BPP of 85 percent, assuming no in- lieu water for simplicity. It is und erstood tha t this scenario is somewhat simplified in that an exact BPP is not typically maintained each and every month but at the end of the year it is important to hit the BPP as close as pos sible since over pumping from the Basin results in Replenishment Assessments over and above normal groundwater pumping rates and taking more imported water is more expensive than groundwater pumped at or below the BPP.
Table 3 -8 does illustrate an imp ortant point, though. All the groundwater rows and columns show the normal ope rating pumping rates from Table 3-7 times the number of days in each month converted to acre-feet for each well and then a total for all of the nine wells. The “GW Surplus” row is the difference between the total of all Well Operating Capacities minus the Groundwater Demand from the s econd row of the table. Table 3-8 shows that the total Surplus Groundwater Pumping Capac ity projected for Year 2025 is 9,544 acre-feet, which is subs tantial. In January and February, the Surplus Groundw ater Pumping C apacity is at its lowest, at a monthly surplus of 628 AF an d 573 AF, respectively. During that period, if a large capacity producing well, such as Well 7, were to be down for the month, the BPP could not be maintained in any of those months. If this were to occur, other wells could perhaps be pumpe d at higher rates to compensate during such an outage. Alternatively, more groundwater could be pumped in other months when
there is significantly more surplus to catch up with the BPP. However, this analysis does show that there is marginal surplus groundwater production capacity in certain times of the year. This becomes even more significant when you consider that Wells 4, 7, and 13 are all located i n close proximity to one anothe r at the Peck/Spr ingdale Reservoir complex and in the area where high er chloride content exists in the Basin. This fact is illustrated on Figure 3-2 by comparing City well locations with the 250 mg/l Chloride concentration lines as developed by OCWD from monitoring in recent years. If th e City were to lose these three wells for a year wit h projected 2025 demands and assuming the Normal Operating Pumping Capacities shown in Table 3 -7, they would just barely meet the assumed BPP of 85 percent with a surplus of 27 AF.
A similar table was prepared using projected 2045 demands and tha t scenario is illustrated in Table 3 -9. T hese are demand projections some 25 years in the future .
Because of the downward trends in water usage, BPP is able to be met with adequate surplus. The deman ds, BPP, and monthly peaking can be easily modified in the Exc el files cr eated to generate Tables 3 -8 and 3-9 (included as a deliverable to the City) to analyze differing scenarios and assess their impacts. If demands were to increase an d with increases in demands and the BPP, the City’s groundwater pumping cap acity would become less and less reliable, especially in summer months. Additionally, in drier years the monthly demand distribution would be more extreme (i.e. higher summer peak use) than the averag e monthly dis tributions used in this analysis , further exacerb ating this condition. However, due to recent demand trends, we are not predicting an issue with supply reliability.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-23
Table 3-9
2045 Monthly Demand/Supply Projections
(acre-feet)
JUL AUG SEPT OCT NOV DEC JAN FEB MAR APR MAY JUN TOTAL
Peaking Ratio 1.23 1.24 1.14 1.08 0.94 0.85 0.79 0.72 0.81 0.96 1.1 1.14 2045 Demand 3,107 3,133 2,880 2,728 2,375 2,147 1,996 1,819 2,046 2,425 2,779 2,880 30,316 Supply Source
Groundwater 2,641 2,663 2,448 2,319 2,019 1,825 1,696 1,546 1,739 2,061 2,362 2,448 25,769 Imported 466 470 432 409 356 322 299 273 307 364 417 432 4,547 Groundwater (Operating Capacity)
Well 1A 372 375 345 327 284 257 239 218 245 290 333 345 3,629 Well 3A 289 292 268 254 221 200 186 169 191 226 259 268 2,823 Well 4 0 0 0 0 0 0 0 0 0 0 0 0 0
Well 5 496 500 460 436 379 343 319 290 327 387 444 460 4,839 Well 6 413 417 383 363 316 286 265 242 272 323 370 383 4,033 Well 7 562 567 521 494 430 388 361 329 370 439 503 521 5,484 Well 9 248 250 230 218 190 171 159 145 163 194 222 230 2,420 Well 10 446 450 414 392 341 308 287 261 294 348 399 414 4,355 Well 13 413 417 383 363 316 286 265 242 272 323 370 383 4,033 Total GW Capacity 3,241 3,267 3,003 2,845 2,477 2,239 2,081 1,897 2,134 2,529 2,898 3,003 31,615 GW Surplus 599 604 555 526 458 414 385 351 395 468 536 555 5,846 85Projected Import Water vs Operating Capacity
Imported Water 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 2,957 35,486 Imported Surplus 2,491 2,487 2,525 2,548 2,601 2,635 2,658 2,684 2,650 2,593 2,540 2,525 30,939 Total Capacity and Surplus Capacity (After Adjustments) Total Capacity 6,198 6,224 5,961 5,803 5,434 5,197 5,039 4,854 5,091 5,486 5,855 5,961 67,101 Total Surplus 3,090 3,091 3,081 3,074 3,059 3,049 3,043 3,035 3,045 3,061 3,076 3,081 36,785
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-24
These analyses do illustrate that the City has plenty of surplus imported water capacity even in the higher demand months based on the high volume of turnout capacity. The fact that the three turnouts are located at different points on the City distribution syst em is an added plus for imported water reliability.
3.3.9 Groundwater Well Study
In conclusion, the City has lost two wells since the 2012 Water Master Plan, a clear indicator that the City should be prepared for a potential loss of one or more wells due t o any number of factors. Table 3-10 below shows a history of wells going back to 1956 that have experienced limited capacities and have been abandoned and/or replaced. Illustrated on Table 3- 11 below, a t otal of 1 6 wells have been drilled since 1956, of which ei ght currently are still active , with eight being either inactive or destroyed. 5 of the ci ty’s active wells exceed 34 years in age, the average age of the City’s inactive wells. This is an important indicator that planning for future replacement is nec essary and inevitable.
The above findings indicate a high r isk of a multi- year financial impact resulting f rom being unable to meet the BPP, especially in a scenario of sudden loss of a water well.
This is compounded by the fact that it would take between 3 to 4 years to design and construct a n ew replacement well (or longer if a new well site must first be acquired).
The financial impact would be the result of having to purchase a much costly imported water supply, as that can add an unanticipated operating cost of around $2.4 million if prolonged for one year, or nearly $10 million over the 4 years it could ta ke to design and construct a new well. In other words, failure to meet BPP for 4 years is approximately equivalent to the design and c onstruction cost of two new wells. A sample calculation of this financial impact is illustrated below, assuming no well down time for simplicity:
Assumptions:
Typical Water Well Production = 2,500 gpm or 11AF/Day or 4,032 AF/Yr.
Current Cost difference Between Imported & Groundwater = ~$600/AF Minimum Cost of New Water Well = $5 million
Financial Impact from Added Cost to the City:
Daily Impact - $600/AF x 11 AF/Day = $6,600/Day
Annual Impact - $600/AF x 4,032 AF/Yr. = $2.4 million/Yr. 4 Year Impact – 4 x $600/AF x 4,032 AF/Yr. = $9.6 million/Yr.
Comparing Added Import Cost vs. New Water Wells:
(4 Year Impact) / (Cost of New Well) =
$9.6 million / $5 million = ~2, or equivalent to 2 New Water Wells
A separate well study should be completed to assess the condition of each of the City’s existing wells, determine their remaining useful life, and develop a systematic appr oach to replacement of wells in their same general location and/or the addition of new wells at future locations.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-25
The study should address the presence of higher levels of diss olved Hydrogen Sulfide at Well No. 6 and Well No. 9. The study should also address the presence of sand which has impacted Well 1A and Well 10 . The recommended well study would address the f uture need for and phasing of any additional wells and recommended locations for these wells .
However, new wells are already necessary to begin t o restore losses in groundwater pumping capacity, and these wells are discussed in Chapter 7.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-26
Table 3-10
Groundwater Well History
Year
Drilled
Well
Status
Well
Depth
(feet)
Design Normal
Operating
Pump
Speed
Set by
City
(RPM)
Normal
Operating
Capacity
(GPM)
** Above
Normal
Operating
Capacity
(GPM) Comments
Electric
Motor
(EM) or
Natural
Gas Engine
(NG)
Capacity
(gpm)
Pumping
Head
(feet)
Pumping
Speed
(RPM)
DYKE 1956 No longer
belongs to the City 204 -- *500 240 1,760 1,760 -- -- No longer belongs to City Well No. 1 1962 Abandoned 306 -- *750 316 1,760 1,760 -- -- Destroyed in 2012 Well No. 2 1962 Abandoned 820 -- *2000 245 1,760 1,760 -- -- Destroyed in 2001 Well No. 3 1950 Abandoned -- -- *4000 263 1,775 -- -- -- Destroyed in 1980 Well No. 4 1967 Out of Service 804 NG 500 252 1,775 1,350 300 300 Out of service as of 2022. To be replaced FY 2024. Well screen and casings are functional. Well requires new pump and above grade equipment.
Well No. 5 1969 Active 820 EM 4,000 263 1,775 1,666 2,500 2,500 Well rehabilitation consisting of new pump and casing repair in 2016
Well No. 6 1973 Active 810 NG 3,300 330 1,190 900 1,500 2,500 Production reduced by 55% of well capacity due to presence of hydrogen sulfide and color in water
Well No. 7 1975 Active 891 NG 4,000 300 1,200 1,100 3,000 3,000 Well No. 8 1978 Out of Service 724 -- *3000 Information Not Available -- -- Out of service as of 1980 due to presence of hydrogen sulfide and color in the water
Well No. 9 1981 Active 996 NG 3,000 408 1,775 1,600 2,250 2,500 GAC filtration system put online in 2018 increasing the well to normal capacity
Well No. 10 1981 Active 960 NG 4,000 308 1,775 1,670 3,300 3,300 Well No. 11 1985 Abandoned 775 -- -- Information Not Available -- -- Destroyed in 2003. Drilled but never put into service Well No. 3A 1994 Active 660 EM 2,500 406 1,785 1,680 2,000 2,000 Original design capacity reduced due to bottom 25 feet of well cemented in 2015
Well No. 13 2002 Active 830 NG 4,000 308 1,785 1,620 2,500 2,500
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-27
Well No. 12 1995 Abandoned 800 -- *3400 365 1,760 -- -- -- Destroyed in 2015 Well No. 1A 2018 Active 825 EM 2,250 420 1,300
1,800 1,770 2,250 2,250
TOTAL GROUNDWATER
* These wells no longer in service. Figures shown are original design capacity ** Well No. 6 & Well No. 9 can operate above normal capacity with acceptable level of lower aesthetic water quality due to presence of color and low level of odor from Hydrogen Sulfide
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
3-28
Table 3-11
Comparison of Active & Inactive Water Wells
Well Name Age of Active Wells
Age of Non-Active
Wells
DYKE 60
Well No. 1 50
Well No. 2 39
Well No. 3 30
Well No. 4 55
Well No. 5 54
Well No. 6 50
Well No. 7 48
Well No. 8 2
Well No. 9 42
Well No. 10 42
Well No. 11 18
Well No. 3A 29
Well No. 13 21
Well No. 12 20
Well No. 1A 5
Average Years 36 34
No. of Wells 8 8
0-20 years old
20-40 years old
40-60 years old
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-1
4 FACILITIES AND OPERATION
4.1 Existing Facilities Summary
The City’s existing potable water system facilities and pipelines are shown on Figure 4-1 and a schematic of the system showing facility HGL is shown on Figure 4 -2. The City’s existing storage system consi sts of four reservo irs (Overmyer, Peck, Springdale and Edwards Hill), all located in the lower pressure zone (Zone 1), with a combined storage capacity of 55.0 million gall ons (MG). The Peck and Springdale reservoirs are located at the same site. Booster stations are located at the three reservoir sites to pump water from the reservoirs into the distribution system.
The City’s service area is composed of two pre ssure zones: Zo ne 1 and Zone 2. Ground elevations in Zone 1 vary between 5 feet below and 80 f eet above sea level. The Overmyer, Peck and Edwards Hill boos ter pump stations boost water from their respective reservoirs into t he Zone 1 distribution system. Zone 2 is t he 800-acre Reservoir Hi ll area that rises to an elevation of 109 feet. The Reser voir Hill Booste r Pump Station, which is located at the Overmyer site, boosts water from Zone 1 into Zone
2. The Edwards Hill Booster Pump Station also has Zone 2 pumps. Neither of the Zone 2 booster pump stations have a direct connection to pump from a storage reservoir.
In addition to the four booster pump station s, the City’s existing potable water distribution system includes eight well facilities that pump directly into the distribution system; three imported water service connections; four emergency water connecti ons with neighboring public water systems; and 620 miles of trans mission and distribution piping ranging in size from 4 inches to 42 inches in diameter.
One well within the City , Meadowlark No. 2 , is used solely for irrigation of the Meadowlark Golf Course and is not part of the potable water system. A separate, non- potable water distribution system does not currently exist nor is one planned to be implemented. However, the pot ential for reducing demands on the potable water syst em through implementation of local projects such as capture and beneficial use of storm runoff for City landscape irr igation does exist and is discussed in the City’s 2020 Urban Water Management Plan.
4.2 System Operation
Eight existing potable water wells (Well Nos. 1 A, 3A, 5, 6, 7, 9, 10, and 13) can pump directly into the distr ibution system. Well No. 12 is out of service du e to water quality issues (high chloride) and has been destroyed. The wells are ty pically used to satisfy system demands during the day and to f ill the four sys tem reservoirs at night when system demands are lower.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-2
Figure 4-1
Existing Potable Water System Facilities
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-3
Figure 4-2
System Schematic
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-4
The total combined well supply capacity for the City, assum ing all e ight wells are operating would be approximate ly 27,050 gpm. However, due to the presence of Hydrogen Sulfide in some wells, as well as reduced production of aging wells, the current normal operation capacity of the eight wells is approximately 20,350 gpm, as described in Chapter 3.
The pumps at Well No. 1A, 3A, and 5 have VFD (variable frequency drive) electric motors. The pumps at the other well sites ca n be operate d at varia ble speeds via natural gas engines and are generally operated to maintain constant flow.
The Overmyer, Reservoir Hill, Peck, and Edwards Hill booster pump stations are controlled by system press ure at t he respective complex. The lead pump at a station is activated to start when the system pressure drops to a specified level. Pumps are added or removed as necessary based on increased or decreased demand as sensed by an increase or decrease in system pressure.
All of the pumps at the four booster pump stations can be operated at variable speeds .
Edwards Hill booster station and Peck booster station are hybrid system s, which can operate either by variable -frequency electric motors or variable speed natural -gas engines. Overmyer booster stations only operate s by variable speed natural -gas engines.
Peck booster station was converted to a hybrid variable-frequency electric mo tor and variable speed natural -gas engine system in 2019. Reserv oir Hill booster station only services Zone 2 and is primarily operated by variable speed natural-gas engines, with the exception of one small pump o perated by variable -frequency electric motors. The Overmyer, Peck and Edwards Hill booster pump stations are operated to maintain constant disch arge pressures, which correspond to a discharge hydraulic grade line (HGL) of approximately 180 feet for the Overmye r and Edwards Hill booster pump stations and 189 feet for the Peck Booster Pump Station. The Zo ne 2 Res ervoir H ill Booster Pump Station and the Zone 2 pumps at the Edwards Hill B ooster Pump Station are operated to maintain a constant discharge pressure, which corresponds to a discharge HGL of approximately 230 feet.
At each booster pump station, the lead pump is shut off when operating at its minimum speed and decreasing demand causes the pump discharge pressure to rise to the specified stop pressure and system pressure remains above this set point for a specified time. When the respective booster pump st ation is off-line, various pressure control valve s automatically throttle to maintain system pressure by allowing system water to flow i nto the reservoirs.
Imported water is supplied to the City via three service connections: OC -9, OC-35 and OC-44. The City’s allocated cap acities from these connections are 6,300 gpm, 9,000 gpm, and 6,700 gpm, r espectively. OC-9 and OC -35 are operated on a fixed- flow basis with prior notification to MWD required in order to change flow settings. Flows from OC-44 can be changed without notifying MWD. All three connections supply water directly to Zone 1.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-5
System pressures throughout the City are gener ally maintain ed between 50 and 72 psi during normal operation. The tight range is attributable to the flat terrain of the City and to the utilization of variable-speed pump drives at the booster pump stations to mai ntain system pressures.
4.3 Storage Reservoirs and Booster Pump Stations
The characteristics of the existing storage reservoirs are shown in Table 4-1. The storage capacities of the four existing reservoirs total 55.0 million gallons (MG).
Table 4-1
Existing Storage Reservoir Characteristics
Reservoir Location
Dimensions
(ft)
Maximum
Water Depth
(ft)
High Water
Elevation
(ft)
Capacity
(MG)
Overmyer Zone 1 441 x 198 48.5 71.8 20.0
Edwards Hill Zone 1 213 dia. 34.0 84.0 9.0
Springdale Zone 1 448 x 143 24.0 35.5 9.0
Peck Zone 1 541 x 210 23.5 33.7 17.0
Total 55.0
The characteristics of the existing booster pump stations are shown in Table 4-2. A 10- MG storage reservoir and 11,000-gpm booster pump station was included in the 2000 Master Plan at the AES property in the southeast quadrant of the City to provide storage and supply to the area south of the Newport -Inglewood fault and east of Bolsa Chica. In 2005, the City purchased the future tank property from AES Huntington Be ach Development, LLC. This reservoir and booster pump station, which are still included as a water master plan project in this water master plan, are discussed in Chapters 5 and 7.
4.3.1 Overmyer Reservoir and Booster Pump Station
The Overmyer Reservoir and the associated booster pump station are located at the City’s Utilities Division Yard. The reservoir, which was constructed in 1971, was formed by excavating into natural soils and constructing an embankment of the e xcavated material.
The vertical walls are 25 feet high and the 1.5:1 sloping sides are 22 feet high.
The reservoir was rehabilitated in 2003/04, in accordance with the 1995 Wat er Maste r Plan. The work included strengthening the wall footing, installat ion of a new concrete wall liner, construction of a new roof s tructure with new roof support columns and column base plates, and construction of gunite floors and slopes. In conjunction with the reservoir rehabilitation, a new booster pump station was also constructed.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-6
The pumping capacity of the Overmyer Booster Pump Station is 20,000 gpm with all four pumps in oper ation and 13,500 gpm with one of the largest pumps (6,50 0 gpm) out of service (acting in stand -by as a backup). The pump station is operate d to maintain a constant discharge pressure, which correspond s to a discharge hydraulic grade line (HGL) of 180 feet. All four pumps have variable-speed operation via natural-gas engines.
Two 3,900- gallon liq uefied propane gas (LPG) tanks and associated eq uipment are located at the site to provide b ackup propane gas supply for operation of the Overmyer and Reservoir Hill booster pumps.
Table 4-2
Existing Booster Station Characteristics
Station
Electric Motor (EM) or
Natural Gas Engine Drive
(NG) Pump Design Point
Pump Zone Speed
Horse-
Power Type
Flow
(gpm)
HGL
(ft) RPM
Overmyera
1 Zone 1 Variable 409 NG 6,500 180 1,160
2 Zone 1 Variable 409 NG 6,500 180 1,160
3 Zone 1 Variable 150 NG 3,500 180 1,190
4 Zone 1 Variable 150 NG 3,500 180 1,160
20,000d
Reservoir Hill 1 Zone 2 Variable 10 EM 400 230 1,770
2 Zone 2 Variable 25 NG 1,500 230 1,180
3 Zone 2 Variable 25 NG 1,500 230 1,180
4 Zone 2 Variable 75 NG 3,500 230 1,160
5 Zone 2 Variable 75 NG 3,500 230 1,160
10,400d
Peck 1-4 Zone 1 Variable 330 Dualc 4,635 185 1,200
18,540d
Edwards Hill 1-4 Zone 1 Variable 150 Dualc 2,500 180 1,780 7,500e
Edwards Hill 5-7 Zone 2 Variable 25/45b Dualc 1,250 230 1,760 3,750d
(a) The Overmyer Zone 1 Pumps can also be used to pump to Zone 2 in an emergency. (b) The motors are 25 hp and the engines are 45 hp.
(c) The pumps can be driven either by natural gas combustion engines with variable speed, right angle gear drives or by variable frequency electric motors.
(d) The total capacity includes all zone pumps in the station; however, see text description for each station to determine rated capacity, which is capacity with the largest pumping unit out of service.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-7
(e) Edwards Hill Zone 1 station actually includes four 2,500 gpm pumps but only three can be used at a ti me due to current piping restrictions; thus 7,500 gpm is total capacity, which is same as rated capacity.
4.3.2 Reservoir Hill Booster Pump Station
The Reservoir Hill Booster Pump S tation is located on the same site as the Overmyer Reservoir and Booster P ump Station. The pump station boosts water from Zone 1 to the 800-acre Reservoir Hill area that constitutes Zone 2 of the water s ystem. Zone 2 has a high ground e levation of 109 feet. The booste r pump station has a pumping capacity of 10,400 gpm with all five pumps in operation and 6,900 gpm with the largest pump (3,500 gpm) out of service. Pump No. 1 is driven with a var iable frequency electric motor. The other four pumps (Pump Nos. 2 through 5) have variable -speed operation via a natural - gas engine. The pump station is operated to maintain a const ant discharge pressure, which corresponds to a discharge HGL of approximately 230 feet.
4.3.3 Peck and Springdale Reservoirs and Peck Booster Pump Station
The 17.0 MG Peck Reservoir, the 9.0 MG Springdale Reservoir and the Peck Booster Pump Station are located at the same site, west of Springdale Street at the nor thern end of the City. Well Nos. 7, and 13 are also located at this site (as is offlin e well No. 4) . The Peck Reservoir was constructed in 1966. In 1995, the re servoir was rehabilitated with seismic upgrades and a new booster pump station was constructed. The Springdale Reservoir was constructed in 2003, in accordance with the 2000 Water Master Plan. Both reservoirs are above-ground, concrete, rectangular reservoirs with the dimensions shown in Table 4-1. The Peck Booster Pump Station boosts water from both the Peck Reservoir and the Springdale Reservoir into t he Zone 1 distribution system. The pump station is operated to maintain a const ant discharge pressure, which corresponds to a discharge HGL of approximately 189 feet.
The pumping capacity of the Peck Booster Pump Station is 18,540 gpm w ith all four pumps in operation and 13,905 gpm with one pump out of service. Pump Nos. 1 thr ough 4, each rated at 4,635 gpm, have variable- speed operation via dual drives, i.e. either a variable-frequency motor or a na tural-gas engine . A 10,000-gallon LPG tank and associated equipment are located at the site to provide backup propane gas supply for operation of the engine-driven booster pumps and the engine -driven pumps at Well Nos. 4, 7 and 13.
4.3.4 Edwards Hill Reservoir and Booster Pump Station
The 9.0 MG Edwards Hill Reservoir a nd Booster Pump Station are located at the corner of Edwards Street and Overlook Drive. The reservoir and pump station were constructed in 2001. The prestressed-concrete, circular reservoi r is abov e-ground, with the dimensions shown in Table 4-1.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-8
The Edwards Hill Reservoir Pum p S tation houses both Zone 1 and Zone 2 pumps. In 2001, the Zone 1 pumping system was upgraded with larger capacity pumping assemblies, variable frequency motors and natural gas engines. While the size o f eac h new pump nearly doubled, from 1,500 gpm to 2,500 gpm, no improvements to the suction or discharge piping were made. Therefore, only three of the four pumps can operate at a time due to piping restrictions an d total capacity is limited to 7,500 gpm (3 x 2,500), up from the 6,000 gpm previous total capa city (4 x 1,500). However, the reliability was greatly improv ed as the rat ed capacity (one pump out of service) is now 7,500 gpm vs. the previous rated capacity of only 4,500 gpm (3 x 1,500). The Zone 1 pumps are operated to maintain a constant discharge pressure, whi ch corresponds to a discharge HGL of approximately 180 feet. The pumping capacity of the Zone 2 pumps is 3,750 gpm with all three pumps in operation and 2,500 gpm with one of the t hree 1,250- gpm pumps out of service. The Zone 2 pumps are operat ed to maintain a constant discharge pressure, which corresponds to a discharge HGL of approximately 230 feet.
All of the pumps (Zone 1 and Zone 2) have variable speed operation via dual drives, i.e. either a variable-frequency motor or a natural -gas engine. A 2,000-gallon LPG tank and associated equipment are located at the site to provide backup propane gas supply for operation of the engine driven pumps.
4.4 Pota ble Water Well Pumps
The characteristics of the existing potable water well pumps and corresponding drives are shown in Table 4 -3. The pumps at Well Nos. 6, 7, 9, 10, and 13 can be operated at variable speeds via natural gas engines and are generally operated to maintain constant flow. The pump at Well No. 5 is driven by constant-speed electric motors. The p ump at Well No. 1A is driven by VFD.
Table 4-3
Existing Potable Water Well Pump Characteristics
Electric Motor (EM) or Natural Gas Engine
(NG)
Pump Design Point
Well Speed Horsepower Type
Flow
(gpm)
HGL
(ft) RPM
Well No. 1A Variable 250 EM 2,250 320 1,770
Well No. 3A Variable 350 EM 4,000 263 1,775
Well No. 5 Constant 400 EM 4,000 263 1,775
Well No. 6 Variable 395 NG 3,340 330 1,190
Well No. 7 Variable 409 NG 4,000 300 1,200
Well No. 9 Variable 338 NG 3,000 408 1,775
Well No. 10a Variable 395 NG 4,000 308 1,775
Well No. 13 Variable 330 NG 4,000 308 1,770
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-9
(a) In 2011, Well 10 was retrofitted with improvements designed such that the addition of an EM and VFD will be facilitated easily in the future.
A 10,000-gallon LPG tank and a ssociated equipment provide backup propane gas supply for operation of the engine-driven pumps at Well Nos. 4, 7, and 13, and the engine-driven pumps at the Peck Booster Pump Station. In accordance with the 1995 Water Master Plan recommendations to provide ener gy back-up at well sites, the City purchased a portable trailer-mounted 500 gallon propane storage vessel in 2010 and constructed vaporizers at Well Site Nos. 6, 9, and 10.
4.5 Transmission and Distribution Piping
As shown in Table 4 -4 through Table 4- 7 below, there are appro ximately 610 miles of transmission and distribution piping in the water system with sizes ranging from 4- to 42- inches in diameter. The majori ty of the piping in the system is 6 to 8 inches in diameter (74.7%) and the most common material is asbestos cement (AC) pipe ( 76%). Figure 4-3 shows these different pipe materials within the City’s system.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-10
Table 4-4
Transmission and Distribution System Mains
Pipe
Diameter
(inches)
Length (feet) – Total Owned By the City Excluding Transmission Mains and Shared Ownership with WOCWB and Mesa Water District Asbestos Cement Copper Ductile Iron CI HDPE PE PVC RC SS STL STL CYL
STL CYL
CML Unknown Total
4 34,574 8 262 0 129 36 3,493 0 0 468 42 7 12,948 51,965 6 925,823 0 905 3 0 0 36,264 0 0 0 213 15 120,586 1,083,810 8 1,057,255 0 1,645 0 208 6 255,274 0 0 773 1,548 32 7,225 1,323,965 10 39,454 0 0 0 0 0 12,963 0 0 0 92 21 1,461 53,991
12 360,820 0 3,862 0 0 0 128,651 0 0 266 1,301 4,620 666 500,186 14 9,044 0 0 0 216 0 201 0 0 0 2,055 214 2 11,732
15 0 0 0 0 0 0 0 0 0 0 0 3,390 0 3,390
16 26,188 0 0 0 669 0 16,226 9 0 48 145 13,948 121 57,354 18 0 0 0 0 0 0 8,300 0 0 0 871 237 0 9,408
20 0 0 5,065 0 0 0 9,629 0 0 0 16,702 4,027 48 35,471
21 0 0 0 0 0 0 0 0 0 0 352 16,352 0 16,704
24 1,343 0 7,608 0 0 0 10,031 0 0 0 584 426 2,625 22,617 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0
27 0 0 0 0 0 0 0 0 0 0 0 20 0 20
28 0 0 0 0 0 0 0 0 0 0 0 0 0 0
30 0 0 0 0 0 0 0 0 0 0 2,413 14,502 0 16,915
33 0 0 0 0 0 0 0 0 0 0 0 0 0 0
36 0 0 0 0 0 0 0 0 0 13 13,003 564 0 13,580
42 0 0 0 0 0 0 0 0 0 0 3,774 16,664 0 20,438
Total 2,454,501 8 19,346 3 1,222 42 481,033 9 0 1,568 43,094 75,038 145,682 3,221,546
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH T etra Tech, Inc.
Water Master Plan Update
4-11
(Feet)
Total
(Miles) 465 0 4 0 0 0 91 0 0 0 8 14 28 610
Pct. 76.19% 0.00% 0.60% 0.00% 0.04% 0.00% 14.93% 0.00% 0.00% 0.05% 1.34% 2.33% 4.52% 100.00% PVC = Polyvinyl Chloride, STL CYL = Steel Cylinder, CML = Cement Mortar Lined
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-12
Table 4-5
OC-9 Transmission Main
Pipe
Diameter
(inches)
Length (feet) – OC-9 City Share Through WOCWB Feeder 1 Transmission Main Asbestos
Cement Copper Ductile Iron CI HDPE PE PVC SS STL STL
CYL
STL CYL
CML Unknown Total
16 0 0 0 0 0 0 0 0 0 0 19 0 19
24 0 0 0 0 0 0 0 0 0 0 10,689 534 11,223
26 0 0 0 0 0 0 0 0 0 0 8,737 0 8,737
28 0 0 0 0 0 0 0 0 0 0 7,890 0 7,890
Total
(Feet) 0 0 0 0 0 0 0 0 0 0 27,334 534 27,869
Total
(Miles) 0 0 0 0 0 0 0 0 0 0 5 0 5
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-13
Table 4-6
OC-35 Transmission Main
Pipe
Diamet
er
(inches)
Length (feet) – OC-35 City Share Through WOCWB Feeder 2 Transmission Main Asbesto
s
Cement
Copper Ductile
Iron CI HDPE PE PVC SS STL STL
CYL
STL CYL
CML
Unknow
n Total
27 0 0 0 0 0 0 0 0 0 25 4,035 0 4,059
30 0 0 0 0 0 0 0 0 0 0 2,341 0 2,341
33 0 0 0 0 0 0 0 0 0 0 12,313 0 12,313
36 0 0 0 0 0 0 0 0 0 0 13,397 0 13,397
Total
(Feet) 0 0 0 0 0 0 0 0 0 25 32,085 0 32,109
Total
(Miles) 0 0 0 0 0 0 0 0 0 0 6 0 6
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-14
Table 4-7
OC-44 Transmission Main
Pipe
Diameter
(inches)
Length (feet) – OC-44 City Share Through Mesa Water District Transmission Main Asbestos
Cement Copper Ductile
Iron CI HDPE PE PVC SS STL STL
CYL
STL CYL
CML Unknown Total
36 0 0 0 0 0 0 0 0 0 0 8,480 0 8,480
Total
(Feet) 0 0 0 0 0 0 0 0 0 0 8,480 0 8,480
Total
(Miles) 0 0 0 0 0 0 0 0 0 0 2 0 2
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-15
Figure 4-3
Transmission and Distribution Piping by Material
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-16
The transmi ssion mains constitute the majority of the steel pipe in the system. Water transmission pipelines ass ociated with the three imported water service connections are vital to transmit water throughout the C ity and to all water storage faci lities. Corrosion protection of the 30-inch, 36-inch, and 42-inch pipelines was included in the 1995 Water Master Plan. All City owned transmission main s have been complete ly retrofitted with corrosion protect ion systems. However, the vital transmission mains upstream of the City’s three imported water service connections that are eith er jointly ow ned with the West Orange Co unty Water Board (WOCWB) or Mesa Water District have not been installed with any corrosion protecti on systems. WOCWB has stated their i ntention to retrofit OC -9 with i mpressed current cathodic protection in 2024 through 2025. The WOCWB is also planning to retrofit OC-35 with impressed current cathodic protection in 2027 and 2028.
The 36-inch to 42-inch OC-35 transmission main begins at a connection with the West Orange County Water Board Feeder No. 2 (AKA OC -35) connection at Gle nwood Drive/Springdale Stre et and runs south on Springdale Street and Edwards Street, then east on Clay Street to a connection with the O C-44 transmission main at Huntington Street, which is near to the Overmyer facilities. A non-rectified corrosion protection system was installed in 2009 for this transmission pi peline that included insulating fittings/test stations and all necessary appurtenances, including replacement of valves for the 42 -inch coal -tar enamel coated steel water main . T he 36- inch mortar co ated steel water main was fitted with an impressed current rectifier corrosion protection system in 2013.
The 30- inch transmission m ain begins at the jointly ow ned OC-44 service connection with Mesa Water District at Adams A venue and the Santa Ana River and runs west on Adams Street, north on Brookhurst Street, west on Yorktown Avenue, then north on Huntington Street to a connection with the 42- inch transmission main in Clay Street. An impressed current r ectified corrosion protection system w as installed in 2012 for this transmission pipeline that included insulating fittings/test stations, an all -necessary appurtenances, including replacement of valves for the 30- inch cement mortar lined and coated steel water main.
In accordance with the 1995 Water Master Plan, beginning at the West Orange Count y Water Board Feeder No. 1 connection at Edinger Avenue and Newland St reet, a new 20- inch to 24-inch transmission main was constructed in 2007, running south on Newland Street to a conn ection with the OC -44 transmission main in Yorktown Avenue. The transmission main is primarily ductile iron pipe, with some segmen ts being Polyvinyl Chloride (PVC), and was installed with a non-rectified corrosion protection system.
In 2011, the remai ning 2.5 miles of the original 21- inch OC -9 coal -tar enamel coated steel tr ansmission main was extensively re -evaluated by a corrosion specialist . Their finding was extremely f avorable in that the tr ansmission main was found to be in very good condition.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-17
Another transmission main in the system is the Downtown Loop that t ransmits water around and through the Downtown area. The 20- inch st eel transmission main has an impressed current rectifier s ystem for corrosion protection t hat was retro -fitted in 2007.
The 20-inch steel transmission main connects with the 30- inch OC-44 transmission main at Yorktown Avenue/Huntington Street and runs west on Yorktow n Avenue, then south on Lake Street, then west on Olive Street throu gh Downtown, then north on Goldenwest Street to a connection with the 42-inch OC-35 transmission main on Clay Street. Table 4- 8 is a summary of pipes with Cathodic Protection.
Table 4-8
Pipes with Cathodic Protection
Pipe Diameter (inches) Length Protected (Feet) Length Total (Feet) % Protected 4 468 51,965 0.90%
6 653 1,083,810 0.06%
8 932 1,323,965 0.07%
12 1,780 500,046 0.36%
14 2,048 11,732 17.46%
20 25,862 30,306 85.34%
21 339 352 96.31%
24 8,042 9,427 85.31%
30 18,204 19,255 94.54%
36 12,697 13,580 93.49%
42 17,245 20,438 84.38%
Total (Feet) 88,270
Total (Miles) 16.7
The remaining distribution system is a well -gridded system wi th th e m ajority of the arterial grids composed of 12-inch or larger diameter Asbestos Cement (AC) pipe.
Originally, only 1% of the piping in the system consisted of cast iron (35,000 linear feet).
However, even this small amount is significan t because unlined and uncoat ed cast iron pipe is prone to severe interior and exterior corrosion, respectively. Unlined cast iron pipe loses much of its original car rying capacity with age due to interior pipeline tuberculation. This is especially true for small diameter pipe.
Up until 2005, there was a substantial amount of cast iron pipe in the City’s distribution system, the majority of which was 8 inches in diameter or smaller. Some of this pipe dated back 75 to 100 years based on City records. In accordance with the 2000 Water Master Plan, the City undertook an aggressive cast iron main replacement program and eliminated the cast iron pipe. Other Distribution Appurtenances & Essentials
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-18
4.5.1 Metered Service Connections
The distribution sys tem has 54,363 metered service connections. The majority of the metered services, 92.8% of total metered connections are ¾” to 1” in diameter (largely for single family residences). The City has r ecently completed converting all of its water meters from touch read to advance metering infrastructur e (AMI). The conversion process began in 2009 and was completed in 2020. Touch read meters require a meter reader to only touch the top of the meter box with a sensor in order to read the meter .
AMI meters send out a radio signal that provides not only the amount of wat er used by a customer, but also timestamps when the customer is using water. AMI infrastructure allows the City to analyze data on customer’ s water consumption patterns, to better understand water demand, and can also be used locate leaky water services.
Table 4-9
Meter Connections
Meter Size
(Inch) Number of Meter Connections Pct.
¾ 40,529 74.55%
1 9,006 16.57%
1.5 1,508 2.77%
2 1,989 3.66%
3 139 0.26%
4 Compound 82 0.15%
4 FM 205 0.38%
6 Compound 30 0.06%
6 FM 631 1.16%
8 FM 213 0.39%
10 FM 31 0.06%
TOTAL 54,363 100.00%
4.5.2 Large Valves
The distribution system has 18,035 valves, the majority of which are 4- inch in diameter and larger. Distribution system va lves allow maintenance perso nnel to isolate discre te portions of the water system to perform repairs or to clean segments of the system. Water pipeline systems are cleaned by unidirectional flushing of water mains. Additionally, distribution system valves require per iodic maintenance by exercising the valves.
Exercising valves is simply closing and opening the valves, so that valves don’t become in-operable in one position.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-19
Table 4-10
Distribution Valves (Excluding Small Diameter Service Valves) Valve Diameter (inches)
Valve Type (All Valves Owned by the City or Share Ownership with Other Agenc ies) Line Valve Fire Service Valve Meter Valve Air Vac Valve Pump Out Valve Inter-connect Valve Blow Off Valve Backflow Valve Hydrant Valve Line Stop Unknown Total Unknown 43 3 5 4 5 1 6 0 19 8 1 95
1 1 0 1 13 0 0 1 0 0 0 0 16
2 4 2 10 277 0 0 798 0 0 0 0 1,091
3 3 0 10 3 0 0 0 0 0 0 0 16
4 170 199 200 75 88 0 244 1 3 0 0 980
6 2,931 622 63 0 63 14 10 2 5,764 0 0 9,469
8 4,143 176 20 1 86 21 12 3 43 0 0 4,505
10 173 21 3 0 0 2 0 0 0 1 0 200
12 1,281 7 3 0 2 40 0 0 1 10 0 1,344
14 28 0 0 0 0 0 0 0 0 1 0 29
15 2 0 0 0 0 0 0 0 0 0 0 2
16 131 0 0 0 0 0 0 0 0 0 0 131
18 35 0 0 0 0 1 0 0 0 0 0 36
20 36 0 0 0 0 1 0 0 0 0 0 37
21 5 0 0 0 0 0 0 0 0 0 0 5
22 2 0 0 0 0 0 0 0 0 0 0 2
24 29 0 0 0 0 1 0 0 0 0 0 30
27 1 0 0 0 0 0 0 0 0 0 0 1
30 22 0 0 0 0 0 0 0 0 0 0 22
36 16 0 0 0 0 0 0 0 0 0 0 16
42 8 0 0 0 0 0 0 0 0 0 0 8
Total 9,064 1,030 315 373 244 81 1,071 6 5,830 20 1 18,035 Pct. 50.26% 5.71% 1.75% 2.07% 1.35% 0.45% 5.94% 0.03% 32.33% 0.11% 0.01% 100.00%
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-20
4.5.3 Public and Private Fire Hydrants
The City distribution system has 5, 833 public fire hydrants and 957 private fire hydrants.
Fire hydrants need to be painted on a re gular basis to prevent corrosion. Also, similar to valves, fire h ydrants need to be exercised per iodically. Distribution system flushing exercises valves, hydrants, and also cleans distribution mains. In the past, flushing maintenance had a n egative impact in that it would waste significant amounts of water directly to the storm drain . The City has improved this process, and as o f 2018 the process was switched from hydrant flushing to using NO-DES (Neutral Output Discharge Elimination System) flushing technology. This technology runs the water through a filter system that treats the turbidity and clea rs the water. No water is discharged to waste and the amount of unaccounted for water is decreased by this technique.
The City has a Standard Operating Procedure for Fire Hydrant Servicing. All public fire hydrants are serviced once per year to ensur e a ll hydrants and hydrant valves a re operational.
Table 4-11
Public and Private Fire Hydrants
Type Number of Fire Hydrants Pct.
Public Fire Hydrants 5,833 85.91%
Private Fire Hydrants
(Estimated) 957 14.09%
Total 6,790
4.5.4 Dedicated Fire Services
The City has approximately 752 fire services with either a Double Check Detector Assembly (DCDA) or a Reduced Pressure Detector Assembly (RPDA). The DCDAs and RPDAs allow onl y unidirectional flow from the distrib ution system to the fire services, and thus they pr otect the distrib ution system from back siphon events or from contamination from fire protection systems. In accordanc e with California State law, all of the DC DAs and RPDAs requ ire annual testing, paid for by property owners. The property owner is also responsible for the cost of installing and maintaining the backflow devices. The City’s Cross Connect ion Control Specialists insure compliance with State law and protect the integrity of the distribution system.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-21
Table 4-12
Dedicated Fire Services and Backflow Devices
Valve
Diameter
(Inches)
Fire Services with Backflow Devices
w/ Double Check
Detector Assembly
(DCDA)
w/ Reduced Pressure
Detector Assembly
(RPDA) Total Fire Services
2.5 11 1 12
3 21 1 22
4 161 5 166
6 340 5 345
8 172 2 174
10 28 2 30
12 3 0 3
Total 736 16 752
Pct. 97.5% 2.5% 100%
4.5.5 Water System Personnel, Utilities Yard, Trucks, Equipment, etc.
The City employs approximately 75 full-time equivalent personnel, to operate, maintain, repair, design, and renew the water system facilities. The City has a 7.2 acre utilities yard, complete with administration buildings, warehouse, materials and equipment storage, and workshops for maintenance of wate r facilities. The Water Utility has approximately 13 passenger vehicles, 57 light duty service trucks, 5 dump trucks, 5 backhoes, 1 boom truck, 1 water truck, 1 fluoride tanker, 1 ditch witch, and 1 skid steer. Ope rations and maintenance personnel are on call and available on an emergency basis to respond to emergency situations and provide high quality uninterrupted water service to the residents of the City’s water service area.
4.6 Distribution System Treatment
Gaseous chlorine (CL2) is injected at all of the well sites to disinfect the water. The City receives imported water that has been disinfected by MWD by means of chloramination.
The City disin fects at each of it s well sites through the injection of gaseous chl orine (CL2) typically at a rate of about 1.0 milligram per liter (mg/l) residual, while the imported water disinfected by chloramination, is typically at a rate of about 2.2 mg/l residual.
In accordance with the 1995 Water Master Plan, c hlorination facilities at Well Site Nos. 6, 7, 9 and 10 were all upgraded by 2002. The upgrades included room modifications, some building construction, and the installation of secondary containment vesse ls with CL
2 leak mo nitors and earthquake sensor s. In accordance with the 2000 Water Master Plan, sim ilar chlorination upgrades were construct ed at Well No. 13 and comple ted by 2010. In the next few years, the City plans to move to onsite chlorine and fluoride generation, as discussed in section 7.3 of this master plan.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
4-22
The City has fluoridated its water supply since 1972. The natural fluoride concentrati on of the groundwater ranges from 0.3 to 0.4 mg/l , and the City increases the fluoride concentration to between 0.70 and 1.30 mg/l. The natural fluor ide concentration of the imported water supply has a fluoride content of 0.2 mg/l, and MWD increase the fluoride concentration to 1. 0 mg/l.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-1
5 STORAGE AND EMERGENCY SUPPLY
5.1 Overview
Storage is required in a water system to balance variations in demand above and below normal supply settings (operational storage), to provide water for f ighting fires (fire storage), and to provide water when normal supplies are reduced or unavailable due to unusual circumstances (emergency storage).
The City currently has 55.0 million gallons (M G) of storage capacity located at the Overmyer, Peck, Springdale, and E dwards Hill storage reservoirs as shown in Table 5 -1.
Booster stations are located at the Overmyer, Peck/Springdale, and Edwards Hill sites to pump water f rom the reserv oirs into the Zone 1 distribution system at appropriate pressures. The Reservoir Hill Booster Pump St ation, w hich is located at the Overmyer site, boosts water from Zone 1 into Zone 2, which does not have the capability to directly pump from a storage reservoir. In additi on to Zone 1 pumps, the Edwards Hill Boos ter Pump Station also houses pumps to boost water from Zone 1 into Zone 2.
Table 5-1
Existing and Proposed Reservoir Capacities
Reservoir Location
Capacity
(MG)
Existing
Overmyer Zone 1 20.0
Edwards Hill Zone 1 9.0
Springdale Zone 1 9.0
Peck Zone 1 17.0
Subtotal Existing 55.0
Proposed
Southeast
(with 11,000 gpm booster pump station) Zone 1 10.0
TOTAL 65.0
As shown in Figure 5-1, the Newport- Inglewood Fault runs through the City. Currently there are no s ources of supply and no storage reservoirs south of the fault. Water is supplied to the south from supply sources north of the fault. An earthquake on this fault could potentially sever water transmission and distribution pipelines crossing t he fault and leave the southern portion of the City without potable water.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-2
Figure 5-1
Newport-Inglewood Fault and Southeast Service Area
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-3
As adopted in the 2000 Water Master Plan, a 10 MG storage reservoir and an 11,000 gpm booster pump station is proposed in the southeast quadrant of the City, south of the fault.
The reservoir and booster station were sized to supply demands to the are a south of the fault and south of Bolsa Chica. The reservoir wil l serve to provide emergency storage to the southeast service area in the emergency event of an earthquake that could sever the watermains along the N ewport-Inglewood fault line, isolating the servic e area. With the construction of this “So utheast Reservoir and Booster Pu mp Station”, the City would have 65.0 MG of storage capacity as shown in Table 5-1.
The cost to build t he Southeast Reservoir is estimated in chapter 7 of this report. These cost include $29M for the reservoir and the booster pump station and $25M for the extension of transmission pipelines to connect the facility from the site located S outh of the City’s Beach Maintenance Yard. In an effort to save the ex pense of the transmission mains, an alternative Southeast Reservoir site was assessed near t he intersection of Pacific Coast Highway and Golde nwest Street. This location is very near the City’s 20- inch Downtown Transmission Main. A reservoir and booster pump station w as modeled at this location with the assumption that a major earth quake on the Newport -Inglewood fault has severed all pipelin es crossing the fault. Under this scenario, a reservoir and booster pump station would be able to successfully provide emergency water , albeit with reduced pressures, to the portion of the City located on the Southwest side of the Newport Englewood fault. Prior to constructing the Southeast Reservoir at the site South of the City’s Beach Maintenance Yard, the City is advised to at tempt to purchase a tank site in closer proximity to an existing City transmission main.
The fo ur existing reservoirs are located in Zone 1. The proposed Southeast Reservoir would also be located in Zone 1. Operational, fire, and emergency storage for Zone 2 is available from the Zone 1 reservoirs and booster pumps. Additionally, a series of check valves connections are able to p rovide flow from Zone 1 to Zone 2, albeit at lower pressure.
Each of the City’s reservoirs is a pumped storage reservoir that requires a booster pump station to boost water from the reservoir into the distribution system at appropriate pressure. Accordingly, the booster pump stations must be reliable. Natural -gas power is considered by some to be more r eliable than electrical power. Eme rgency power is necessary at the booster pump stations to ensure supply from the storage reservoirs during a power outage. Emergency supply can take the place of emergency storage i f the supply is available during the emergency scenario being considered. It then becomes important, whenever possible , to have emergency power or a dual source of ener gy at supply sites, such as the City’s wells, to ensure a reliable source supply.
All of the City’s supply sources, wells and imported wat er connections, are l ocated in Zone 1. The Zone 1 supply sourc es must provide peak-hour supply to the Zone 2 Edwards Hill a nd Reservoir Hill booster pumps because Zone 2 does not have a direct connection to a storage reservoir to supply operational storage. The Reservoi r Hill Booster Pump Station and Edwards Hill Boost er Station, together, must have suffic ient pumping capacity to convey the Zone 2 peak-hour demand and the Zone 2 maximum-day demand plus fire-flow demand, and must be reliable.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-4
5.2 Reservoir Operating Levels
Table 5 -1 shows the capacities of the City’s reser voirs corresponding to the res ervoirs being filled to their maximum levels. Howe ver, during a normal operating day, the reservoir levels typically vary between the maximum and minimum levels in order to supply water into the system when needed . The City typi cally fills reservoirs at night when system demands are low, but even then, not all reservoirs are full at the same time.
Reservoirs supply water into the system during the day when demands exceed the total supply from wells and imported water connections. The wells and imported wate r connections are set such that the reservoirs are exercised during high demand hours of a day. The volume tha t is drained and then refilled on a daily basis is operational stora ge.
With this in mind, a total volume of 55 MG is rarely available at any one time.
In asses sing system storage, the fu ll storage capacity of 55 MG is taken as a starting point. The operational stor age needed for the maximum day dem and (MDD) is then calculated. This volume is then subtracted from t he 55 MG capacity to assess av ailable storage when all reserv oirs are at th eir lowest levels simultaneously during a norm al operating day.
Fire storage necessary for fire protection is then assessed assum ing that complete system operational storage has b een depleted during a normal MDD (wors t case). Eme rgency storage, which is reservoir volume necessary to satisfy system demands when normal supplies are reduced or unavailable due to unus ual circumstances, is then assessed after operational and fire storage volumes have been subtracted from system reservoirs (again, worst case). This is the industry standard methodology for assessing water system storage sufficiency.
5.3 Operational Storage
As a general rule, supply sources other than reservoirs are designed to supply average day demand (ADD) up to MDD, a nd storage reservo irs are s ized to supply the hour ly demands in excess of MDD . This storage volume is term ed operational storage. The reservoirs fill when demand fall s below the total output from the wells a nd the imported water connecti ons. Water agencies often reser ve approxi mately 25% of MDD for operational storage.
The City is located along the Pacific Ocean, which results in a moderate to mild climate.
Accordingly, high demand variations in the s ummer are less severe than more inland areas. As a resul t, the City’s a ctual operational storage may be slightly les s than 25% of MDD. However, to be conservative, 25% of MDD will be used as the operational storage requirement for the City’s water syste m for this water master plan. T he year 2020 MDD for the City is estimated at 28,976 gpm (ADD of 16,098 gpm multiplied by a 1.80 MDD peaking facto r as discussed in Section 2.3). At 25% of MDD , the operatio nal storag e requirement is 10.43 MG. The projected year 2045 MDD for the City is estimated at 34,078 gpm (ADD of 18,932 gpm multiplied by a 1.80 MDD peaking factor). At 25% of MDD, the operation storage requirement is 12.28 MG.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-5
5.4 Fire Storage
Fire f low is the flow rate of a w ater supply that is available for firefi ghting from fire hydrants at a mi nimum residual pressure of 20 pounds per square inch (psi). City fire flow requirements are set by the City Fire Department and are based on the current Uniform Fire Code (UFC). The fire flow requirements are based on land us e, construction materials, and building floor a rea (fire area). The UFC r equirements are minimum requirements and additional fire flow and storage might be required as determined by the City’s fire department.
General fire flow requirements based on general land use classification s as shown in Table 5 -2 will be used to analyze fire flow pressures and storage in this water master plan. Actual fire flow requirements would be determined by the City Fire Depa rtment in accordance with the UFC. The fire flows shown in Table 5- 2 could be reduced if the building in question is provided with an approved automatic sprinkler system. It should be noted that, as of January 2011, all new residential construction is required to have fire sprinklers.
Table 5-2
General Fire Flow Requirements for Water Master Plan Analysisa Land Use Designations
Fire Flow
(gpm)
Flow Duration
(hours)
One and Two-Family (Low Density)
Residential 1,000 to 2,000 2
Multi-Family (High Density) Residential,
Mobile Home Park, and School 3,500 3
All Commercial (other than Regional),
Hospital 5,000 5
Regional Commercial, Industrial 6,000 6
(a) The data in this table provides general City fire flow criteria to be used in this water master plan. Actual fire flow requirements would be determined by the City Fire Department in accordance with the Uniform Fire Code. As of Jan. 2011, all residential, including Low Density is required to have fire sprinklers, which should reduce flows above by up to 50% with a minimum of 500 gpm.
Because a fire can o ccur on any day a nd at any tim e, the adequacy of fire storage and supply was analyzed under a MDD, after operational storage had been deplet ed. A Zone 1 fire flow storage requirement of two simultaneous 5,000-gpm fire flows for 5 hours (3.0 MG) was used in the 2005 and previous yea rs’ City Water Master Plans and will be used as the Zone 1 requirement in this water master plan. It assumed that the two simultaneou s Commercial or Mixed-Use fires would occur in the Downtown Area.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-6
Zone 2 has some in dustrial land use. Accordingly, per the general fire flow requirements in Table 5-2, the maximum Zone 2 fire flow requirement is 6,000 gpm for 6 hour s (2.16 MG gallons as indicated in Section 5.5.1). Because Zone 2 d oes not have a reservoir, this storage must be provided in Zone 1 reservoir s. The total Zone 1 fire storage requirement is then 5.16 MG. Booster pump stations utilized to satisfy fire flow requirements must be reliable with a redundant pump available for back up. For this reason, the largest pump at the Reservoir Hill B ooster Pump S tation was assumed out of service in analyzing the adequacy of Zone 2 fire-flow supply.
5.5 Emergency Storage/Supply
Emergency storage is th e volume in reservoirs that is available to satisfy demands when normal supplies are reduced or unavai lable due to unusual circumstances. For the City, normal wat er supply is from wells and imported water connections. An emergency reduction in normal water supplies can occur at any time and it must be assumed that emergency storage is available only after operational and fi re storage have been depleted (or reserved) from the reservoirs on the MDD.
One way to gauge the magnitude of available emergency stor age is to determine the equivalent number of days of average demand that can be provided. Year 2045 operational plus fire stora ge requirement for the C ity is estimated at 17.44 MG ( 12.28 MG operational plus 5.16 MG fire). Currently, the City has 55.0 MG of storage capacity.
After the operational a nd fir e storage have been d epleted, 37.56 MG of storage is available as emerg ency storage. At actual 2020 demands of 23.18 MGD this equates to
1.62 average days of storage. At a year 2045 average demand of 27.26 MGD, 1.38 days of emergency storage would be available. With the construction of the proposed 10.0 MG Southeast Reservoir, 2.05 days of storage would be available using actual 2020 average demands and 1.74 days of storage would be available at 2045 demands. However, this is a rather abstract baromet er of emergency storage that is primar ily useful f or comparison with other water purveyors.
Emergency storage can also be measured in terms of “days” of operational storage. Based on the current emergency storage of 37.56 MG and the 2020 operational storage , the city currently has 3.60 days of supply. For the 2045 operational storage, this value decreases to 3.06 days. With the construction of the Southeast Reservoir, th ese values increase to
4.56 days and 3.87 days, respectively.
In a 2001 survey conducted by the City of Huntington Beach Department of Public Works, various water agencies in California, Washington, and Arizona were asked how much emergency storage the water agency had “if they lost their major source of supply”.
Emergency storage as the number of days of average de mand (unless otherwise footnoted) for the various agencies contacted are shown in Table 5-3. Twenty six agencies were surveyed and 24 ar e listed in Table 5-3, with the high and low throw n out.
The days of emergency storage calculated below puts Huntington Beach in the upper third of the agencies surveyed. Note that some agencies responded with days of “peak- day” demand or days of “emergency stor age”, which are footnoted in Ta ble 5-3. It is not known if days of “emergency storage” are days of average demand or peak demand.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-7
Table 5-3
Emergency Storage for Other Water Purveyors
Water Agency
Emergency Storage
(# Days Average
Demand)(a)
City of Huntington Beach(b)
Without Southeast Reservoir (2020 demand)
With Southeast Reservoir (2020 demand)
1.6 2.0
Respondents to 2001 City of Huntington Beach Survey
City of Phoenix 1.9
City of Tucson 2.6
City of Anaheim 0.5
City of Pomona 1.5
City of Azusa 0.6
Palmdale Water District 2.1
Seattle Public Utilities(c) 1.5
City of Sacramento(d) 0.5
City of Garden Grove(d) 1.1
City of Inglewood(d) 1.4
City of Santa Ana(d) 0.4
City of Hawthorne(d) 0.7
City of Torrance(d) 0.7
City of San Diego(d) 0.4
Otay Water District(d) 0.6
City of Sacramento(d) 2.1
From Published Water Master Plans
Irvine Ranch Water District 1.8
Capistrano Beach Water District – 1997 0.5
City of Tustin – 2000 0.4
City of Westminster – 1999 0.3
Yucaipa Valley Water District 2.0
City of Ontario 1.0
(a) Unless otherwise footnoted
(b) Based on estimated average-day demand for 2015
(c) Days of “peak-day” demand
(d) Days of “emergency storage”
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-8
Emergency storage for other local water agencies (as days of average deman d) from information published in recent water master plan reports are also included in Table 5-3.
The City of Huntington Beach is approximately in the middle for emergency storage as days of average demand relative to the other agenci es listed in Table 5 -3. However, the amount of emergency storage needed by a given agency i s dependent on the availability of other supply sources during a specific emergency scenario. Emergency storage as days of average demand pertains to an emergency scenario where no other source of supply is expected to be available . For Huntington Beach, this translates to complete loss of both groundwater supply and imported water supply. This is a possible scenario, but highly unlikely relative to a scenario where eith er groundwater supply or imported water supply is lost or reduced.
In an emergency situation where water supply is lost or reduced, the City would go to public notification to reduce water demand. A reduction in demand to 80% of average - day demand is assumed in this w ater master plan for the emergency scenarios evaluated.
Note that the days of average demand emergency storage shown in Table 5 -3 is for normal average-day demand, i.e. not reduced.
In this water master plan, five different emergency storage/supply scenarios were evaluated:
• Emergency Scenario No. 1: A complete loss of the City’s imported water supply.
• Emergency Scenario No 2: A complete loss of the City’s impo rted water supply coupled with a 7-day electric power outage.
• Emergency Scenario No 3: A complete loss of the City’s groundwater supply.
• Emergency Scenario No 4 : A complete loss of the City’s imported water and groundwater supplies.
• Emergency Scenario No 5: A complete loss of water supply to the portions of the City south of the Newport -Inglewood fault as a consequence of an earthquake on this fault.
Emergency Scenario No. 1: A complete loss of the City’s imported water supply As discussed p reviously, the City purchases supplemental, treated, imported water from MWDOC, which is a member agency of MWD. MWD i mports raw water from northern California and the Colorado River, then treats the majority of this water to potable standards at filtration plants located in throughout Southern California. As shown on Figure 5-2, imported water is conveyed to the City via the following routes:
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-9
Figure 5-2
Imported Water Pipeline System
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-10
1. From the Diemer Filtration Plant to the East Orange County Feeder No. 2 (EOCF2) to the OC44 Trans mission L ine to the OC -44 Service Conne ction at Adams Street and the Santa Ana River.
2. From the Diemer Filtration Plant and/or the Jensen Filtration Plant (to either the Lower Feeder or the Second Lower Feeder) to the West Orange County Feeder to:
a. the West Orange County Water Feeder No. 1 t o the OC -9 Service Connection at Newland Street and Edinger Street, and
b. the West Orange County Water Feeder No. 2 to the OC-35 Service Connection at Springdale Street and Glenwood Street.
The City’s allocated capacities in OC-9, OC35, and OC-44 are shown in Table 5-4.
Table 5-4
City Imported Water Service Connections
Connection
Allocated Capacity
(gpm) Zone Supply Location
OC-9 6,300 Zone 1 Dale and Katella Streets
(City of Stanton)
OC-35 9,000 Zone 1 Dale and Katella Streets
(City of Stanton)
OC-44 6,700 Zone 1 Adams Ave. & Santa Ana River
(East Orange County Feeder No. 2)
TOTAL 22,000
The most likely causes for an imported water outage or reduction in supply would be a break in an imported water tr ansmission main or mains or an outage at a filtration plant.
Imported water transmission pipelines are well designed, with most of the pipelines constructed of welded steel pipe. However, the imported water tra nsmission pipelines traverse hundreds of mi les in areas with high seismic potential and this makes the imported water supply s ystem susceptible to damage in a seismi c event. Additionally, aging pipelines are subject to failur e, especially metal pipes without corr osion protection systems in place. The MWD recommendation has been for water agencies to have seven days of storage/supply independent of imported water in order to have supply when MWD must take facilities down for repair or maintenance and as a safeguard against an emergency imported water outage.
The imported water pipelines (outside of the City) also operate at high pressures and a pressure surge could rupture a pipeline. In December 1999, a pressure surge on the Allen McColloch Pipeline (AMP) ruptured a section of pipe. Because the rupture occurred on a section of pipe that was easily accessible and occurred in the winter, repairs took four weeks. Otherwise, the repair could have taken much longer.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-11
MWD’s “Infrastructure Reliability and Pr otection Plan (IRPP)” is a program where MWD evaluates the reliability of its aqueduct facilities, treatment plants and distribution system. MWD con ducted a regional evaluation of the risks to its facilities from earthquakes and categorized recovery times for four t ypes of defi ned events, as summarized in Table 5-5.
In addition to the recovery times shown in Table 5 -5, MWD also provided a more detailed assessment of the time required for specific facilities in Orange County. An outage of the Diemer Fil tration Plant is estimated to h ave a recovery time of 31 days and repairs on the East Orang e County Feeder No. 2 is estimated to take 10 days. For Orange County, the most significant risk to imported water supply is believed to be movement of the Whittier-Elsinore fault system.
Table 5-5
MWD IRRP-Defined Events and Recovery Times
Defined Event Type of Failure Recovery Time
Nominal Single Event
Single location pipe failure due to
earthquake, operational occurrences, or
3rd party incidents
3 to 10 days
Recovery Plan Event Multiple location pipe failures due to a moderate earthquake 14 to 21 days
Complex Single Event Single location pipe failure in a difficult location with interfering utilities 21 to 31+ days
Extreme Event
Failures of treatment plants and
distribution system due to seismic events
that significantly exceed design criteria
1 to 6 months
The City has some protection against losing its entire imported water supply because imported water can be conveyed from the Diemer Pla nt to the City via several routes to OC-9 and OC -35 and a se parate route to OC -44. Although concurrent breaks on seve ral routes are possible, concurrent breaks on all of the routes is not considered likely. The City can also receive treated imp orted water from the Diemer Fi ltration Plant an d the Jensen Treatment Plant via the West Orange County Feeder conveyance route, leaving the City less vulnerable to an outage at either of the two plants.
MWDOC was contacted to discuss imp orted water supply reliability for Huntingt on Beach and their position is that the City might receive all, some, or none of its normal imported w ater supply after a major facility outage depending on circumstances.
MWDOC would act to send imported supply to where it is most needed. Most likely, the City would see at least some reduction in its normal imported water supply because of the City’s strong groundwater supply relative to other areas entirely dependent on imported water. MWDOC would prioritize w ho most needed imported water, and conceivably the City could be asked to get by on groundw ater alone if that is where the City f ell on the priority list.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-12
Under an extreme emergency in which no imported water were available, t he City would have to rely on 100% groundwater supply to meet demands of 17,683 gpm and 18,795 gpm, which is the City’s projected year 2025 and 2045 average-day demand, respectively, reduced by 20% through public notification. In evaluating this emergency condition, it is assumed that “normal” booster pumping capacity, i.e. cap acity from duty pumps not including the largest backup pump at each site, is available at all of the booster pump stations. If a duty pump were to be out of service for repair, it is assumed that the backup pump would take its pl ace. To be conservative, it is assumed that one well pump is out of service for repair at the time of the emergency. For this evaluation, Well No. 5 is assumed to be out of service.
As discussed previously, the City has a total potabl e water well capacity estimated a t 20,350 gpm as shown in Table 5-6, with the assumptions f ootnoted. This is greater than the estimated 2025 and 2045 demands. However, under the assumption that Well No. 5 is out of service, the capacity is reduced to 17,350 gpm, which is les s than the estimated 2025 and 2045 demands unde r a reduced scenario . The City would also have approximately 36 to 46 MG of emergency storage available depending on whether the 10 MG Southeast is on line.
Table 5-6
Well Supply under Emergency and Electrical Power Outage Well
Estimated
Operating Capacity
(gpm)
Electric Motor (EM)
or Natural Gas
Engine (NG)
Available Capacity
w/Electrical Power
Outage
(gpm)
Well No. 1A 2,250 EM 2,250
Well No. 3A 1,750 EM 0
Well No. 5 3,000 EM 0
Well No. 6 2,500 NG 2,500
Well No. 7 3,400 NG 3,400
Well No. 9 2,250 NG 2,250
Well No. 10 2,700 NG 2,700
Well No. 13 2,500 NG 2,500
TOTAL (gpm) 20,350 15,600
TOTAL (mgd) 29.3 22.5
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-13
Emergency Scenario No 2: A complete loss of the City’s imported water supply coupled with a 7-day electrical power outage
Under this emergency scenario, i t is a ssumed that an earthquake would disable the imported water supply for up to 31 days and would create a 7 -day electrical power outage. In thi s scenario it is assumed that natural gas supply is not lost at any of the booster pump stations or well sites. The City has backup propane storage/equipment at each of the booster pump sites to power natural -gas engines in the event of an outage of the normal natural-gas supply, i.e. natural gas pipelines. Well Nos. 4, 7, and 13 also can receive emergency propane supply from the 10,000-gallon LPG tank at the Peck facilities site.
In accordance with the 1995 Water Master Plan, to provide energy back-up at well sites, the City purchased a portable, t railer-mounted propane storage vessel in 2010 and constructed vaporizers at Well Site Nos. 6, 9, and 10.
As in Emergency Scenario No. 1, it is assumed that normal booster pumping capacity i s available, but that Well No. 5 is out of service for repairs.
As shown in Table 5-6, Well Nos. 4, 6, 7, 9, 10, and 13 operate off of natural-gas engines and these wells would be available during an electrical power outage, whereas Well Nos. 3A and 12 have electric motors and would be out of service as backup generators are not available. Well No. 1A has an electric motor with a backup generator and would be available during an electrical power outage. Well No. 5 is assumed out of service due to repairs c onsistent with the a ssumption made in Emergency Scenario 1. Therefore, the well supply would be 15,600 gpm as shown in Table 5-6.
As discussed in Chapter 4, all pumps at the booster pump stations with one exception are powered by a natural gas engine or can be powered b y e ither an electric motor or a natural gas eng ine. All of these pumps would be available during an electrical power outage. The exception is the 400- gpm pump at the Zone 2 Reservoir Hill Booster Pump Station that is powered by an electr ic motor only and is as sumed to be out of service during the electrical power outage.
The City’s proj ected 2025 average-day demand reduced by 20% through public notification is estimated at 14,146 gpm. During an electrical power outage, available well supply is estimated to be 15,600 gpm, which results in a supply su rplus of 8.0 MG for a 7-day outage. Additionally, the City would have 35.9 MG of emergency storage available from existing reservoirs, resulting in a supply surplus of 43.9 MG for the 7-day electrical power outage.
The estimated year 2045 average-day demand reduced by 20% through public notification is 15,146 gpm. During an electrical power outage, a supply surplus of 4.6 MG for the 7 -day period would occur. Additionally, the City will have 35.9 MG of emergency storage available (even without considering the proposed 10.0 MG Southeast Reservoir to satisfy demand during the 7 days) resulting in over 40 MG of supply surplus for the 7-day electrical power outage.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-14
Emergency Scenario No 3: A complete loss of the City’s groundwater supply Another emergency scenario is a complete loss in the City’s groundwater supply from the Orange County Groundwater Basin, conceivably as a result of basin groundwater contamination. This emergency scenario is not deemed as likely as an imported water outage. In such an emergency, other basin producers would also be affected and a larger strain would be placed on imported water supply. Again, MWD and MWDOC would prioritize imported wate r delivery to agencies on a most needed basis. The City may or may not receive all of its imported water supply, which is 22,000 gpm as shown in Table 5-4. The maximum allocation of 22,000 gpm is more than sufficient to meet demands of 14,146 gpm and 15,146 gpm, which is the City’s 2025 and y ear 2045 average-day demand, respectively, reduced by 20% through public notification. The City would also have approximately 36 to 46 MG of emergency storage available depending on whether the 10 MG Southeast or the new reservoir from the potent ial desalination projec t is online. The existi ng emergency storage alone is equivalent to a n 833-gpm supply for 30 days for the e xisting system and a 1,065- gpm supply for 30 days for the year 2045 system, assuming the additional 10 MG reservoir is online by then.
Emergency S cenario No 4: A complete lo ss of both the City’s imported water and groundwater supplies
A scenario where the City completely lost both its groundwater supply and its imported water supply is considered extremely unlikely. This would be the scenario where the total emergency sup ply for the City would need to come from emergency reservoir storage because it is assumed that neighboring cities would also be affected by such an extreme water supply emergency an d that supply from em ergency connections with othe r cities would not be avail able. Available emergen cy storage is equivalent to 1.41 days of operation for the projected 2025 water system demands and 1.32 days of operation for the 2045 system demands, assuming no additional storage is constructed; and 1.69 days assuming the 10 MG Southeast reservoir is online by then.
However, under such an extreme outage scenario, the City would go to immediate public notification and demand would be reduced well below average demand. Because o f the severe condition, it could be assumed that w ater demand would be reduced to 40% of average. A 40% reduction results in emergency storage equivalent to 2.35 days of operation for the projected 2025 water system demand and 2.20 days of operation for the 2045 system demands, assuming no additional storage is constructed; and 2.81 days assuming the additional 10 MG reservoir is on line by then.
Emergency Scenario No 5 : A complete loss of wat er supply to the portions of the City south of the Newport-Inglewood fault as a consequence of an earthquake on this fault Pumped storage in the southern part of the City, south of the Newport -Inglewood fault, was recommended in both the 2000 and 2005 Water Master Plans and is recommended in this water master plan update based on the findings in the 1999 City of Huntington Beach Infrastructure Restoration S tudy (Special Study Report on the Wate r and Drainage System Infrastructure) prepared by the U.S. Army Corp (1999 Army Corps Study).
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-15
Currently, there are no sources of supply and no s torage reservoirs in the City s outh of the faul t. The 1999 Army Corps Study concluded that water transmission supply pipelines crossing the fault would be ruptured by a design- basis earthquake on this fault, leaving the area south of the fault without a water supply. The study antic ipated that a portion of the major water mains crossing the fault could be repaired after the earthquake to provide partial service to the southern areas isolated by the fault.
A potential site at the oil property at the corn er of Goldenwest St. and PCH ha s been identified. When the new r eservoir and adjacent booster station is constructed, they would provide fire plus emergency storage for the area south of the fault and east of Bolsa Chica. These projects are recommended to remain for inclusion in the City’s Water CIP as discussed in Chapter 7.
5.5.1 Pressure Zone 2
The 2045 maximum day demand projected for Zone 2 is 2,390 gpm (3.44 MGD) using a
2.7 MDD factor as discussed in Section 2.3. At 25% of the maximum day demand, the operational storage requirement fo r Zone 2 is 0.86 MG. A 6,000- gpm fire flow for five hours is the Zone 2 fire flow requir ement because of industrial land use in Zone 2. This equates to a fire storage requirement of 2.16 MG. The combined Zon e 2 fire and operational storage requirement of 3.02 MG is well within the overall system requirement of 19.08 MG as described previously in Section 5.5.
The Reservoir Hill Booster Pump Station has a Zone 2 pumping capacity of 6,060 gpm with the largest pump (3,500 gpm) out of service. The Edwards Hi ll Booster Pump Station has a pumping capa city of 3,750 gpm with all three Zone 2 pumps in operation.
The combined Zone 2 pumping capacity of 9,810 gpm is sufficient to supply the MDD plus fire flow requirement of 8,390 gpm (2,390 + 6,000).
The Reservoir Hill booster pumps with the exception of Pump No. 1 are powered by natural ga s engines and the Edwards Hill booster pumps can be powered by either an electric motor or a natural gas engine. All of these pumps would be available during an electrical power outage. The exception is the 400- gpm Pump No. 1 at the Reservoir Hill Booster Pump Station that is powered by an electric motor only and is the only pump that would be out of service during an electrical power outage.
A 1,500-gallon LPG tank and associated equipment are located at the Edwards Hill site to provide backup propane gas supply for operation of the engine -driven pumps. Two 3,900-gallon LPG tanks and associated equip ment are located at the Overmyer/ Reservoir Hill site to provide backup propane gas supply for operation of the Reservoir Hill booster pumps as well as the Overmyer booster pumps.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
5-16
5.6 Storage/Supply Adequacy for Emergency Operating
Conditions
The City has sufficient reservoir storage to sat isfy City operationa l plus f ire storage requirements through the planning period ending in the year 2045. As scheduled in the City’s current Water CIP, a 10 -MG storage reservoir and an 11,000- gpm booster pump station will be constructed in the southeast quadrant of the Ci ty to ensure supply reliability and storage for the area south of the N ewport Inglewood Fault and south of Bolsa Chica.
The City has sufficient emergency storage, groundwater supply, imported water supply, and emergency power to withsta nd a number of emergency sup ply outage scen arios evaluated in this Chapter.
In accordance with the 1995 Water Master Plan to provide energy back -up at well sites, the City purchased a portable, trailer -mounted 500 gallon propane storage vessel in 2010 and constructed vaporizers at Well Site Nos. 6, 9, and 10.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
6-1
6 HYDRAULIC MODEL CONSTRUCTION, MODEL
VALIDATION & SCENARIO MODELING
In the 2016 Water Ma ster Plan Update, the hydraulic model provided by the City staff was validated and updated with analysis of projected future 2040 demand conditions.
However, as stated below in Section 6.2, annua l demands have actually stayed the same even with increasing population, primarily due to a steady trend of water reduction through aggressive water conservative efforts. The projected future 2040 demand from the 2016 Water Master Plan was 30,396 AFY, while this master plan is projecting future 2045 demand at 30,538 AFY. In addition, several major physical pipeline and water supply improvements have been made since 2016 to enhance the water system hydraulically, including newly constructed Well 1A and various pipeline upsizing and new connection projects to enhance fire flow availability at high density areas. The water model has been updated accordingly to reflect these improvements.
6.1 Hydraulic Model Description
The hydraulic model used for this master plan was provided by City staff at the outset of the project. The model is in WaterCAD format and is compatible with Water GEMS modeling software by Bentley Systems. The mod el is used routinely by City staff and contains numerous scenarios. It contains all pipe s, wells, reservoirs, imported water connections, and booster stations in the existing water distribution system, and several demand allo cations including those representing e xisting a nd estimated future demand conditions for average day, maximum day and peak hour demands.
6.2 Model Validation
Existing demands were firs t revised to correspond to the reduced demands experienced over the past few years as described in Chapter 2, which are also consistent with the 2020 UWMP, as discussed in Chapter 2. Then a series of validation analyses were conducte d to verify that the model adequately simulated observed operating conditions within the distribution system. An existing demand condition was sel ected for the validation analyses after review of the model and discussion with City staff. The validation analyses were run under various existing demand conditions. The results were reviewed with City staff, and it was determined that the existing model provided accurate results f or use on this project. The review determined that the existing piping system was s ufficiently accurate and the existing demand allocation was suitable for analyses for this Water Master Plan.
The WaterCAD model simulat es pump station flows and pressures int o the system using reservoirs set to an o verflow elevation equal to the hydraulic gradient in the syste m.
Refill rates to the water storage facilities are simulated with control valves and a separate reservoir to receive the refil l water. Imported supplies from the three turnouts and from City wells are simulated as input flow to the system (negative demand) equal to the reported typical yield of each well and turnout. In cases whe re a well or turnout is not operating, input flows are set to zero.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
6-2
Hydraulic analyses conducted for this project use d the existing system model to create a series of extended per iod simulation (EPS) analyses that represent demands experienced over a typical week in June 2020. These demand curves were then uniformly increased to reflect conditions that could be expected during a week of maximum demand. Hydraulic analyses were conducted under existing and future year 2045 demand conditions.
6.3 2022 Hydraulic Model Update
The WaterCAD hydraulic model was update as of September 2022 for the purpose of the 2022 Water Master Plan Update. Prior to this, the last known update to the model was for the 2016 Water Master Plan Update. The model was updated to include recently completed CIP projects (per the 2016 Water Master Pl an) as of FY 2022. 3 CIP projects have been added to the model at described in Table 6-1.
Table 6-1
Recently Completed CIP Projects Added to Model
2016 CIP Project No. Description Date Completed
Project No. 1 – Beach Blvd.
Pipe Improvements
Approx. 1,400 linear feet of 12-inch pipe added on the
east side of Beach Blvd. between Blaylock Dr. and
Robidoux Dr. to connect 2 dead end segments and
improve fire flow in the area.
2018
Project No. 16 – Pacific
Shores Development
Approx. 310 linear feet of 8-inch pipe added from
Attleboro Circle to the Pacific Shores Private
Development. The Pacific Shores Private Development
watermain connects to the City’s 12-inc pipeline on
Newland St.
2013
Project No. NA – Well No.
1 Replacement
Well No. 1A with a capacity of 2,250 gpm was
constructed to replace Well No. 1 on the same site. 2018
It should be noted that various other CIP projects have been completed since the 2016 Water Master Plan, how ever it was discovered that those projects were already included in the model. Specifically, Bolsa Chica Water Main Extension Project No. 23 was completed in 2017 and connects dead end pipeline at the ends of Graham St., Falkir Ln., Bankton Dr. and Allstone Dr. This proje ct was already included in the model.
Additionally, Sunset Beach Water Main Replacement and Extensio n Project No. 32 was completed in 2020 and was found to be included in the model.
A general comparison against the latest version of the system GIS was performed. The City’s GIS is the most up to date and accurate representatio n of the City’s water system, and a general comparison was performed to ensure the model mirrored the GIS. Table 6 - 2 is a list of pipes added to the model as a result of the comparison. One pipeline segment was added. This segment was not part of the 2016 Water Master Plan CIP.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
6-3
Table 6-2
Pipes Added to Model from Comparison to GIS
Description Date Completed
Approx. 500 linear feet of 6-inch pipe added on Geneva
Ave. between Indianapolis Ave. and Delaware St. 2020
6.4 Distribution System Modeling
Various scenarios were set up by varying demand conditions and modeled to analyze the transmission a nd distribution system to determine sy stem resp onses and develop recommended capital improveme nts. These scenarios are summarized in the following sections and described in the technical memorandums in the appendices.
6.4.1 Maximum Week Condition
6.4.1.1 Existing Demands
Demand data for a typical week in June of 2007 was provided by City staff, including diurnal curves for the entire w eek. These typical daily demands were factored up to represent a typical week during the maximum week. Current data for a typical week in June 2020 was also provided by City s taff, for comparison purposes to determ ine if maximum demands require adjusting and additional model updates accomplished. Due to the fact that water use may reb ound in the future, and to remain somewhat conservative in hydraulic modeling, peaking f actors will remain the same as that determined from the 2012 Water Master Plan. The June 2007 data had an average daily demand of just over 23,000 gpm and a maximum peak hourly demand of 34,700 gpm. While the June 2020 data had a significantly lower average daily demand of a pproximately 19,190 gpm, the maximum hourly demand was just over 28,700 gpm for both Zone 1 and Zone 2, which is only slightly lower than what was modeled in the previous master plan. Since the peak demands used in the previous modeli ng were somewhat conservative b ut similar, no additional modeling is required for this master plan update.
Capital projects inc luded in the previous master plans that remain to be completed are discussed in detail in Chapter 7 and were analyzed in 2016 Water Master Plan to determine/confirm proper sizing and location.
6.4.1.2 Future (2045) Demands
The future 2045 demand projections (sometimes referred to as B uild-out in this master plan) were described previously in Chapter 2. The additional demands over and abov e existing demands come mostly from the demand s associated with the City’s 2021-2029 RHNA allocation of 13,368 housing units. The location of these demands is discussed the Housing Element Update and specific sites are identified in Appendix B of the Housing Element Update. These sites are primarily located in the Beach-Edinger Corridor Specific Plan Area and the Holly -Seacliff Specific Plan Area. Therefore, projected addit ional
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
6-4
demands are placed on nodes within the water distribution system in accordance with the location where they ar e anticipated t o occur . As discussed in Chapter 2, the RHNA accounts for approximately 2,642 gpm of additional average day demand, which was distributed throughout the areas identified in the Housing Element Update.
Similar to the existing sys tem hydraulic modeling discuss ed above, the fut ure demands projected for 2045, were placed on the hydraulic model and week- long EPS runs were analyzed for average and maximum day conditions.
Under these Build-out system hydraulic analyses, the water transmission and distribution system, including all of the remaining master plan improvement projects discussed in Section 7.3, performed very well. There are capital improvement concepts analyzed that can help meet build-out maximum day demands totaling almost 38,700 gpm.
It should, however, be pointed out that the Well Study recommended in this master plan could also have an i mpact on the potential build -out improvements. However, if average demands do not reach these levels due to continued water conserv ation, then these improvements could be reduced in size and scope.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-1
7 CAPITAL IMPROVEMENT PROGRAM
7.1 Overview
On September 18, 1995, the City Council adopted the Capital Surcharge, a pay-as-you-go (cash) basis to fun d master plan projects listed in the C ity's Wat er Master Plan. The Capital Su rcharge is a flat monthly charge to each water customer, regardless of water usage. The surcharge first became effective D ecember 1, 1995 and was initially set at $3.00 per month per equivalent dwelling unit (EDU). It increased $0.50 each December 1 through December 1, 2000, when it became $5.50 per month per EDU. On December 1, 2007, the surcharge was decreased to $2.00 per EDU and was to remain at that level in perpetuity to pay for the maintenance of facilities built from wa ter master plan recommendations. On November 19, 2007, City Resolution 2007- 78 rolled the $2.00 surcharge into the monthly water meter rate of Water Fun d for on-going maintenance of facilities. The water meter rate is adjusted annually b y the Consumer Price Index. A summary of monthly Capital Surcharges appears in Table 7-1. A s of July 1, 2022, the Water Master Plan Fund balance was approximately $19.4 million.
Table 7-1
History of Monthly Capital Surcharges
Effective Datea
Monthly Surcharge
($/EDU) Effective Date
Monthly Surcharge
($/EDU)
December 1, 1995 $3.00 December 1, 2008 $0
December 1, 1996 $3.50 December 1, 2009 $0
December 1, 1997 $4.00 December 1, 2010 $0
December 1, 1998 $4.50 December 1, 2011 $0
December 1, 1999 $5.00 December 1, 2012 $0
December 1, 2000 $5.50 December 1, 2013 $0
December 1, 2001 $5.50 December 1, 2014 $0
December 1, 2002 $5.50 December 1, 2015 $0
December 1, 2003 $5.50 December 1, 2016 $0
December 1, 2004 $5.50 December 1, 2017 $0
December 1, 2005 $5.50 December 1, 2018c $3.00
December 1, 2006 $5.50 December 1, 2019 $3.00
December 1, 2007b $2.00 December 1, 2020 $3.00
December 1, 2021 $3.50
December 1, 2022 $4.00
a) City Resolution 99-34 Adopted the Capital Surcharge Schedule
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-2
b) City Resolution 2007-78 rolled the $2.00 Capital Surcharge into the monthly water meter rate of Water Fund for on-going maintenance of facilities. The water meter rate is adjusted annually by the Consumer Price Index.
c) A capital surcharge was re-enacted in 2018.
The water master plan CIP is periodically updated, typically every five years, with the last update completed in 2016. The list of capital projects is determined based on current and projected system demands, t he estimated remaining usefu l lif e of existing water system infrastructure, and the necessity to enhance and improve water qua lity and reliability. While many original projects have been completed since the inception of the Water Master Plan, capital projects wit h a proje ct cost of approximately $119.9 million remain to be constructed. Furthermore, this current Water Master Plan update has identified a significant number of new capital projects, with total costs of an additional approximately $28.6 million that are essential to replace agi ng critica l water system infrastructure throughou t the City. Therefore, a sum total of approximately $ 148.5 million ( based on present value, not including future escalation ) in water infrastru cture improvements are necessary over the next 20 years.
7.2 Remaining Water Master Plan Capital Improvement
Projects
Water master plan projects that remain to be constructed from the 2016 Water Master Plan to be funded from the water master plan project funds are described below and are identified with project numbering c onsistent with the previous 1995, 2000, 2005, 2012, and 2016 water master plans.
Project No. 12: Permanent Wellhead Facilities for Well No. 13 Well No. 13, a fairly new well, has been operating wit h temporary facilities. Building a permanent well head enclosure will utilize the existing casing but will include a larger building, new mechanical equipment, improved controls, along with electrical equipment to allow this pump to operate as a hybrid, using electricity as well as natural gas.
Project No. 13: Southeast Reservoir and Booster Pump Station A 10 million gallon storage reservoir and an 11,000 gpm booster pump station are recommended in order to increase reliability to the southeast servi ce area. The storage reservoir and pump station is proposed to be located nea r the Downtown Loop transmission main and will provide adequate pressure to the southeast service area in the emergency event that the southeast service area is isolated from the rest of the system. A potential site at the oil property at the corner of Goldenwest St. and PCH has been identified. A reservoir located at this site has been verified to be hydraulically feasible . A short 500 linear foot, 36- inch t ransmission main will b e constructed to connect the reservoir to the Downtown Loop.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-3
Project No. 14: Southeast Reservoir Transmission Main
A 10,400 linear foot, 36-inch distribution/transmission main will be constructed from the potential desalination booster station or City Southeast Reservoir Booster Pump Station to t ransmit w ater to the D owntown Loop. This new line will b e in terconnected with existing distribution lines along its route to distribute water to the southeast ser vice area.
The proposed routing from the Booster Station is north on Newland Street, then west on Atlanta Avenue to a tie -in with the 20- inch Downtown Loop at 3 rd Street/Lake St reet.
This segment was undersized in the 2005 W ater Master Pla n at 16 - to 24- inches an d needs to be 36-inches in diameter.
Project No. 14A: Southeast Reservoir Transmission Main Extension to Overmyer Modeling conducted with thi s cu rrent master plan also determined that a n additional water tran smission pi peline is needed to connect the Southeas t Transmissi on Main to Overmyer R eservoir to handle da y-to-day operations and to m aintain w ater qual ity throughout the system. This a dditional transmission pipeline should have been included with the previ ous master plan and will be included as part of this current list of updated master plan projects.
The project involves a 1.5 mile, 36- inch and 0.25 mi le 42-inch pipeline extension from the Southeast Reservoir Transmission Mai n at Atlanta Av enue up Huntin gton S treet to Overmyer Reservoir. Addi tionally, two pressure r egulating stations are needed for the two interconnects to the smaller diameter distribution system pipelines near the proposed Southeast Reservoir site and at the tie-in to the 20-inch Downtown Loop.
This project would, of course, only be con structed in co njunction with o r following the construction of the S outheast Reservoir Transmission Main, Project No. 14, above. This new, 1.75 mile transmission main could be operated under system pressure to move water from Overmyer Reservoir to main tain levels in th e Southeast Reservoir. Along with the Southeast Booster Station, it could also be operated to back-up Overmyer Reservoir if the reservoir needs to b e tak en down for maintenance. I n t he event de salinated w ater becomes available, this line could operate either (1) under system pressure; or (2) under low pressure as a dedicated fill line to Overmyer Reservoir.
New Project No. 26: New Water Well No. 14 (Beach Blvd./Heil Ave.) New well requi red to provide redundancy within the HB well field. D esign capacity TBD. Will offset the supply capacity that was recently lost from the well casing failure at Well No. 12 and the shutdown of W ell No. 4. Well No. 12 was permanently capped and abandoned in 2015 (refer to Table 3- 9 for history of active and abandoned water wells).
Well No. 4 has been temporarily placed out of commi ssion with a rehabilitation project scheduled for FY23/24. A tentative location for this well has already been determined to be an open lot at the intersection of Beach Blvd. and Heil Ave . The design capacity and location can be verified/finalized during the design, and no othe r studies are needed to precede this project.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-4
New Project No. 27: New Water Well No. 15 (Location TBD) New well required to provide redundancy within the HB well field. Design ca pacity TBD. Will offset the supply capacity that was recently lost from the well casing failure at Well No. 12 and the shutdown of Well No. 4. Well No. 12 was permanently capped and abandoned in 2015 (refer to Table 3- 9 for history of active and abandoned water wells).
Well No. 4 has been temporarily placed out of commission with a rehabilitation project scheduled for FY23/24.
New Project No. 31: Aging Water Main Replacement Program – Primarily Asbestos Cement Pipe and Other Aging Water Mains throughout the City Asbestos Cement Pipe (ACP) was commonly used ar ound 50 years ago due to its competitive unit cos t and because it was believed to be superi or in res isting pipe corrosion. Unfortunately, studies have shown that ACP tends to become brittle with age, is prone to gradual loss in structural integrity from both high ground water on the outside, as well as pe rmeation from th e in side. Typical life expectancy of ACP is around 100 years. As of today, there are nearly 465 miles of ACP in the City’s water system, primarily between 45 and 55 years old. This Aging Wat er Main Replacement Program will initially tar get older ACP in areas of highest groundwater level. T he cost for this program assumes replacing 45 percent, or 200 miles, of this aging pipe over the next 20 years, or 10 miles/year.
New Project No. 34: 8- Inch Water Main Replac ement in Conjunction with Fed erally Funded Humboldt Bridge Rehabilitation & Widening Project The Humboldt Drive Bridge is a multi-span steel I-girder bridge constructed in 1963. The bridge is approximately 35 feet wide and approximately 156 feet long; it measures 26 feet curb to curb, which is below the minimum roadway width required for this bridge. The bridge provides one 13-foot lane in each direction for vehicular traffic. The rehabilitation and widening of the bridge are being funded through the feder al Highway Bridge Replacement and Rehabilitation Program. Since the existing waterline has nearly reached its useful life and cannot be protected in place, replacing it during the bridge rehabilitation will be more cost effective than re placing the waterline as a separate standalone project.
New Project No. 41: Groundwater Master Plan
This 2016 Water Master Plan Update contains several new wells to replace losses experienced in groundwater pumping capacity due to aging well infrastructure or degradation in water quality. The useful life of water wells can vary greatly but is typically between 40 and 60 years. The Orange County Water District regulates the basin and dictates the Basin Pumping Percentag e (BPP), which is subject to annual changes.
Typically the City is allowed to produc e a min imum of 60- 70% of our potable water needs from the groundwater basin with OCWD’s long- term goal to maintain a BPP of 85%. The balance of the City’s potable water needs is purchased from our imported water wholesaler, MWDOC. Imported water is nearly three times the cost of well water, so it is in the City’s best interest to have adequate well pumping capacity to provide groundwater to the annual BPP limit. The City als o needs reliable water wells with surplus capacity to
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-5
handle scenarios when existing wells are tempo rary removed from service for routine maintenance or if imported supplies are curtailed. The purpose of the Groundwater Master P lan is to capture all relevant data pertaining to existing active water well s, to estimate remaining useful life, and to identify an on -going water well replacement schedule, taking into account the fact that it takes many years to plan, acquire right -of- way, design, permit, equip and put a well into operation. The Groundwater M aster Plan should, at a preliminary design level, identify feasible well sites for purchase/acquisition.
New Project No. 42: Water Security Improvements at Well No. 3A Water Well No. 3A is located near Warner Avenue and Gothard Street, was drille d around 1994, and has a design pumping capacity around 2,500 gpm, but is currently operating at approximately 80 percent of that capacity. In 2015, a deeper section of the well was filled with concrete to deter lowe r quality water from entering into the pump column. This method was successful in improving water quality at a very reasonable cost; however, capping the lower section did decrease the well’s ability to produce water at its original design capacity. The existing well infrast ructure at Well No. 3A is in g ood condition. There will be new state -of-the-art monitoring equipment such as intrusion alarms to enhance physical security at this critical facility.
New Project No.43: Water Security Improvements at Well No. 6 Water Well No. 6 is locat ed near Gothard Street and Heil Avenue, was drilled around 1973, and has a design pumping capacity around 3,000 gpm. The existing well infrastructure at Well No. 6 is in good condition. There will be new state -of-the-art monitoring equipment such as intrusion al arms to enhance physical security at th is critical facility.
New Project No. 44: Water Security Improvements at Well No. 8 Water Well No. 8 is located near Goldenwest Street and Warner Avenue, was drilled around 1978, and has a design pumping capacity over 3,000 gpm. The existing wel l infrastructure at Well No. 8 is in good conditio n. There will be new state-of-the- art monitoring equipment such as intrusion alarms to enhance physical security at this critical facility.
New Project No. 45: Water Security Improvements at Well No. 9 Water Well No. 9 is located near Newland Street and Warner Avenue, was drilled around 1981, and has a design pumping capacity over 3,000 gpm. The existing well infrastructure at Well No. 9 is in good condition. There will be new state-of-the- art monitoring equipment such as intrusion alarms to enhance phys ical security at this critical facility.
New Project No. 46: Water Security Improvements at Well No. 10 Water Well No. 10 is located near Edinger Avenue and Beach Blvd, was drilled around 1981, and has a design pumping capacity around 3,400 gpm. The existing well infrastructure at Well No. 10 is in good condition. T here will be new state-of-the- art
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-6
monitoring equipment such as intrusion a larms to enhance physical security at this critical facility.
New Project No. 48: Annual Water System Corrosion Control Program Typically, on an annual basi s, engineering and operation staff will evaluate and identi fy new projects in the category of corrosion control improvements. This is consistent with past Water Master Plan projects to apply corrosion control to City owned transmission mains wi thin City limits, specifically OC -9, OC -44, a nd OC -35. To date, includi ng corrosion control applied on the 20 -inch Downtown Transmission Main Loop, approximately 16.5 miles of transmission mains have had cathodic protection insta lled to deter corrosion. The objective of these improvements is to prolong the l ife expectancy of metallic infrastructure, including but not limited to pipelines, f ittings, and valves. Two projects identified in this Water Master Plan are also categorized under this annual program, they are No. 53: 8.6 Miles of OC -44 Transmission Main; No. 54: 5.3 Mile s of OC-9 and 5.9 Miles of OC -35 Transmission Main. As with Project 48, this funding is for future, currently undefined projects of this nature.
New Project No. 50: Water Master Plan and Financial Plan Update (Typically Every 5 Years)
Typically, on a five (5) year cycle, the Water Master Plan and Financial Plan are upd ated to evaluate current projected infrastructure needs and available funds for capital improvement projects. Per City’s Municipal Code, Section 14.12.040(B), “ A C apital Surcharge to be charged monthly as may be determined by the City shall be set by resolution of the City Council. All monie s collected as t he Capital Surcharge shall be used for w ater projects that are consistent with the goals and objectives of the Water Master Plan adopted by the City Council.” The 1995 Water Master Plan and Financial Plan Update outlined a substantial amount of costly water infrastructure needs, which eventually led to the City Council’s adoption of a Capital Surcharge for approximately 12 years (City Resolu tion No. 6713). This 2016 Water Master Plan and Financial Plan Update similarly identifies a large number of costly cr itical water infrastructure requirements for the next 20 years. The Financial P lan addres ses financial needs and recommends various approaches to funding project s such as use of a Capital Surcharge, similar to the one adopted in 1995.
New Project No. 51: Urban Water Management Plan (Typically Every 5 Years) Water agencies, such as the City, must update their Ur ban Water Management Plan (UWMP) every five years (for years ending with "0" and "5"), consistent with th e requirements of the 1983 Urban Water Management Planning Act (Act). These updates detail each agency’s efforts to ensure water supply reliability under a range of hydrologic conditions as well as comp ly with any new regulatory requirements under the Act. The UWMP plays a key role from the City’s perspective to determine if adequate surplus water is available for future private developments. The UWMP wi ll typically accomplish the following major objectives:
• Evaluate the supplies necessary to m eet demands over a 25-year period in normal year, single-year and multi-year droughts.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-7
• Document the stages of actions the agency would under take to address up to 50% reduction in its water supplies.
• Describe the actions to be undertaken in the event of a catastrophic interruption in water supplies.
• Evaluate the water use efficiency measures to satisfy the requirements of California SBx7-7.
New Project No. 52: 8.6 Miles of OC -44 Transmission Main, Between 16 -Inch to 42- Inch, Corrosion Control Improvements through Mesa Water District As described under Project No. 21, OC -44 Pipeline was constructed in the 1960’s, and is jointly owned by the Mesa Water District ( 58.6%) and the City (41.4%). Though nea rly all of the existing 8.6 miles of t ransmission main does not have a history requiring leak repairs, it lacks cathodic protection, a proven cost-effective corrosion control method to indefinitely protect metallic pipelines from corro sion. While the expensive “one -time” cost of this method requires welding of wires between metal pipe joints to create electrical continuity, the overall cost of rehabilitation has shown to be a sm all fraction of the cost of transmission main replacement.
New Project No. 53: 5.3 Miles of OC -9 & 6.0 Miles of OC -35 Transmission Main, Between 24-Inch to 36- Inch, Corrosion Control Improvements through West Orange County Water Board
As described under Project No. 25 and No. 26, 6.0 miles of OC-35 and 5.3 miles of OC-9 were constructed in 1963 and 1956, respectively. Both t ransmission mains, located outside of City limits, are jointly owned by the WOCWB. WOCWB is jointly owned by the City (52.5%), City of Westminster (25.4%), City of Seal Beach (14.3%), and Ci ty of Garden Grove (7 .8%). While nearly all of the existing 11.3 miles of transmission main does not have a history needing leak repairs, it lacks cathodic protection, a proven co st- effective corrosion control method to indefi nitely protect metallic pipelines from corrosion. While the expensive “one -time” cost of this me thod requires welding of wire s between metal pipe joints to create electrical continuity, the overall cost of rehabilitation has shown to be a small fraction of cost of transmission main replacement.
New Proj ect No. 54: OC -44 San Diego Creek Cross ing Pipeline Protection with Rip Rap Scour Protection - Phase II
After completion of Project No. 21, slip- lining the existing 42-inch OC-44 Pipeline with a new 30-inch diameter Ductile Iron earthq uake resistant pipe, that section of new pipe across San Diego Creek is expected to once again be a reliable pipeline. However, this pipeline is lacking erosion or scour protection through the creek crossing section. This pipeline is vulnerable to damage from large flood events. Although large flood events are infrequent, there is still the probability that this pipeline will need to endure large scale flooding sometime during its remain ing design life. Metropolitan Wa ter Distr ict also maintains a transmission main crossing this creek, and their section of pipeline is enc ased in c oncrete rip-rap and shows no signs of erosion. Therefore, Phase II of this project, following Project No. 21, is to obtain necessary permits and funding to install concrete
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-8
rip-rap to permanently protect the section of the pipeline crossing the creek from future erosion and scour.
New Project No. 55: Overmyer Booster Station Dual Energy Drive The Overmyer Boost er Station is the largest of thr ee Zone 1 booster stations that primarily maintains pressure and meets daily water demand in the heart of the City. The backbone of this booster station consists of two large natural gas engines, each over 400 horsepower and capable of delivering over 6,500gpm. Additionally, t here are two more natural gas engines, each over 150 horsepower and capable of delivering around 3,500 gpm. Similar to Project No. 22, due to greater air quality concerns with natural gas driven engines, it ha s become increasingly diff icult to sat isfy South Coast Air Qualit y Management District’s regulatory requirements. To address this c hallenge, the Overmyer Booster Station Dual Drive Project will convert the existing natural gas driven system into a dual drive hybrid system , having options to run by elec tricity or natural ga s. This project will further increase reliability of this vital booster station, and also allow City’s operation and maintenance team the flexibility to meet water demands while oper ating within regulatory requirements.
New Project No. 56: Peck Reservoir Roof Replacement
The Peck Reservoir roof is showing signs of wear and will soon need to be replaced.
Although replacing the existing roof with similar material is likely the most cost-effective solution, a feasibility study will be p erformed with an objective to identify other potentially feasible alternatives to a new roof with a greater design life. In addition to the roof replacement, the project includes removal and replac ement of under reservoir steel pipes and the installation of cathodic protection for these facilities.
New Project No. 57: Annual Water Facilities Security Improvements Program Typically, on an annual basis, engineering and operation staff will evaluate and identify new p rojects in the category of facilities physical security improvements. Post -911, a Water S ystem Vulnerability Assessme nt was performed in 2003 and various security features have been implemented. A number of projects identified in this Water Master Plan are also categorized under this annual program, such as No. 31: Peck Re servoir Site and Well No. 13 Security Improvements; No. 43: Water Security Improvements at Well No. 3A. However, additional projects that are currently unknown are anticipated to arise in the future and this annual funding is envisioned to cover those.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-9
Table 7-2
Estimated Costs for Remaining Water Master Plan Projects Project # from 2016 WMP Project Name Estimated Design FY Estimated Design Costa,b Estimated Construction FY Estimated Construction Costa,c Total Estimated Cost Program Category Priority 12 Well 13 Permanent Wellhead Facilities 2030 $289,000 2025 $2,599,000 $2,888,000 Production 4 13 Southeast Reservoir and Booster Pump Station 2033 $2,306,000 2034-35 $27,653,000 $29,959,000 Resiliency 5 14 Southeast Reservoir Transmission Main 2033 $726,000 2034-35 $7,733,000 $8,460,000 Resiliency 5 14A New Connection – Overmyer to SE TM 2033 $781,000 2034-35 $7,811,000 $8,593,000 Resiliency 5
1.75 mi. 36” to 42” in Huntington Street $723,000 $7,225,000 $7,948,000 Interconnects at Overmyer Reservoir $37,000 $370,000 $407,000 PRVs at SE Reservoir and Atlanta/Downtown Lp $22,000 $218,000 $238,000 26 New Well No. 14 2025 $1,083,000 2026-27 $6,138,000 $7,221,000 Production 1 27 New Well No. 15 2028 $1,083,000 2029-30 $6,138,000 $7,221,000 Production 1 31 Aging Pipe Replacement (Include 5% of AC Pipe) Annuale $3,610,000 Annuale $36,104,000 $39,714,000 Replacement 3 34 8” Pipe Replacement Humboldt Bridge Rehab 2024 $36,000 2025 $108,000 $144,000 Replacement 3 35 OC-9 Replace 22” for I-405 Widen (OCTA Pays) 2017 -- 2023 -- -- Replacement DONE 41 Groundwater Master Plan 2025 $217,000 NA -- $217,000 Study 2 42 Security at Well 3A 2025 $73,000 2026 $144,000 $217,000 Security 4 43 Security at Well 6 2027 $73,000 2028 $144,000 $217,000 Security 4 45 Security at Well 9 2031 $73,000 2032 $144,000 $217,000 Security 4 46 Security at Well 10 2033 $72,000 2034 $144,000 $217,000 Security 4 48 Water System Corrosion Control Annuale $60,000 Annuale $1,444,000 $1,504,000 Corrosion 3 50 WMP and Financial Plan Updates Every 5 Years $289,000 NA -- $289,000 Study 3 51 Urban Water Management Plans Every 5 Years $289,000 NA -- $289,000 Study 3 52 8.6 Miles OC-44 Corrosion Controld NA -- 2028-29 $5,979,000 $2,475,000 Corrosion 3 53 WOCWB OC-35 and OC-9 Corrosion Control 2024-26 $800,000 2025-27 $10,000,000 $5,670,000 Corrosion 1 54 OC-44 Scour Protection 30” at Creek Crossing 2024 $60,000 2025 $897,000 $396,000 Replacement 3 55 Overmyer Booster Station Dual Drive 2030 $433,000 2031-32 $2,455,000 $2,888,000 Production 5 56 Peck Reservoir Roof Replacement 2032 $1,045,000 2033-34 $6,955,000 $8,000,000 Production 1 TOTAL $13,765,000 $121,623,000
$135,389,000
a) Estimated Cost estimates as of August 2022. Includes January CCI (LA ENR = 12556) and an estimated 20% increase to current m onth (August). Escalation of design and construction costs will be accounted for in the Financial Plan b) Design Costs range from 5 to 15% of construction costs, depending on project size and co mplexity and include preliminary design, final design, potholing, geotechnical, survey, and bidding services. c) Construction Costs include construction management and City project management. Construction management costs range from 2.5 to 5% of construction costs for shop drawings, RFIs, field visits, etc., but do not i nclude inspection services. d) City project management costs range from 5 to 9% of construction costs and may include inspection services depending on the project type. e) Design already complete or costs encumbered.
f) Amount shown is the sum of 20 years.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-10
7.3 New Water Master Plan Capital Improvement Projects
Eleven (11) new Water Master Plan projects and annual programs have b een identified below, numbered from No. 58 to No. 68. These new projects and remaining projects above will all be funded by available Water Master Plan funds and will be implemented in order of their respective priority, as determined by Public Works staff.
The estimated costs for the new capital projects described below, in September 2022 dollars, are summarized along with t heir year of anticipated design and construction on Table 7-3.
New Project No. 5 8A-58K: City Wel ls and Booster Pump Station s Sodium Hypochlorite On-site Generation
The City currently dis infects all of its well water through the injection of gaseous chlorine (CL2) typically at a rate of about 1.0 milligra ms per liter (mg/l) residual. This project will convert all well sites to on-site sodium hypochlorite generation. Additionally, all booster pump sites will be fitted with on -site sodium hypochlorite generation. On-site generation of hypochlorite from inert feedstock will reduce hazards and costs assoc iated with chemical storage and handling.
New Project No. 59A-59K : City Wells and Booster Pump S tations Hydrofl uorosilicic Acid On-site Generation
The City currently injects Fluoride at all of its well sites. This project will convert all well sites to on-site generation of hydrofluorosilicic acid.
New Project No. 60: Independent Review of all City Well Sites by Engineering Firm A project to perform an evaluati on and produ ce a report with recommen dations to enhance reliability, uniformity, and functionality of all City well sites. Note that this study is to assess e xisting well sites and is not a water supply study and should not attempt to recommend additional supply sources.
New Project No. 61: Lead and Copper Rule Revision (LCRR) Inventory Study and GIS update
The LCRR requires public water systems to develop an initial inventory of all lead service lines in their distribution system by October 16, 2024. This project will assess the City’s service lateral lines and provide an inventory of materials of all lines. The p roject will also update the City’s G IS to i nclude m aterial information for all City service laterals.
New Project No. 62: Well No. 8 Replacement / Rehabilitation Well No. 8 has been out of service since 1980 due to presence of hydrogen sulfide and color in the water. The project will salvage the existing well site and rehabilitate the well to place it back in active service. Rehabilitation of Well No. 8 will be a more cost - effective means of providing additional supply to the system than new well construction.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-11
The cost for this project inclu des a preliminary study that includes dynamic testing and a water quality analys is, with and feasibility for rehabilitation and recommendations. The cost for this project includes a preliminary study that in cludes dynamic testing and a water quality analysis, with recommendations of feasibility and rehabilitation. The study should include dynamic profiling of the well to de termine if water quality c an be improved by plugging and eliminating certain strata along the pipe column.
New Project No. 63: New Water Well No. 16 (Location TBD) A third new well required to provide redundancy within the HB well field. Design capacity TBD. Will offset the supply capacity that was recently lost from the well casing failure at Well No. 12 and the shutdown of Well No. 4. Well No. 12 was permanently capped and abandoned in 2015 (refer to Table 3 -9 for history of active and abandon ed water wells). Well No. 4 has bee n temporarily placed out of commission with a rehabilitation project scheduled for FY23/24.
New Project No. 64: Water Facilities / SCADA Cybersecurity Improvements In response to an uptick in worldwide cybersecurity threats the City will conduc t an IT security audit and imp lement cybersecurity measures to prevent cyberattacks and modernize existing IT infrastructure.
New Project No. 65: Well Quality Emergency Mitigation/Treatment Program In light of new regulations regarding PFAS and recent water quality issues at several City Wells (H2S, sand, manganese, PFAS), the City is in need of a systematic program for the quick and efficient design and construction of well head treatment on an as -needed basis.
When well s are impacted by sand, odor, manganese, PFAS, and other constituents of concern, this program will allow s taff to immediately begin design of mitigation/treatment. The program shoul d include studies for initial testing, pre -design, bench-scale, and p ilots. Program should also include quick deploym ent of temporary interim solutions, as needed, to maintain normal production of the wells
New Project No. 66: Electric Vehicle Charging Stations at Utilities Yard To keep up with the growing trend of sustainable technologies, the City is proposin g to provide level 2 charging stations at the utilities yard for city fleet vehicles.
New Project No. 67: Manganese Treatment System at Well 3A Well 3A has been taken out of service for exceedance of MCL for Manganese. The City proposes to install well head treatment to lower manganese levels and place Well 3A back into service immediately.
New Project No. 68: Well 4 Rehabilitation
Well 4 was taken out of service due to poor produc tion and the City proposes to rehabilitate the well to place it back online.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-12
Table 7-3
Estimated Costs for New Water Master Plan Projects
Project # Project Name Estimated Design FY Estimated Design Cost Estimated Construction FY
Estimated Construction
Cost
Total Estimated
Cost
Program
Category
Priority
58A Well 1A Sodium Hypochlorite On-site Generation 2024-28 $8,678 2025-29 $368,618 $377,296 Production 2 58B Well 3A Sodium Hypochlorite On-site Generation 2024-28 $9,553 2025-29 $405,774 $415,327 Production 2 58C Well 4 Sodium Hypochlorite On-site Generation 2024-28 $15,683 2025-29 $666,204 $681,887 Production 2 58D Well 5 Sodium Hypochlorite On-site Generation 2024-28 $9,931 2025-29 $421,869 $431,800 Production 2 58E Well 6 Sodium Hypochlorite On-site Generation 2024-28 $18,291 2025-29 $776,969 $795,260 Production 2 58F Well 7 Sodium Hypochlorite On-site Generation 2024-28 $22,275 2025-29 $946,196 $968,471 Production 2 58G Well 9 Sodium Hypochlorite On-site Generation 2024-28 $18,917 2025-29 $803,543 $822,460 Production 2 58H Well 10 Sodium Hypochlorite On-site Generation 2024-28 $16,534 2025-29 $702,345 $718,879 Production 2 58I Well 13 Sodium Hypochlorite On-site Generation 2024-28 $20,798 2025-29 $883,466 $904,264 Production 2 58J Edwards Hill Reservoir Sodium Hypochlorite On-site Generation 2024-28 $14,195 2025-29 $602,973 $617,168 Production 2 58K Overmyer Reservoir Sodium Hypochlorite On-site Generation 2024-28 $15,899 2025-29 $675,355 $691,254 Production 2
59A Well 1A Hydrofluorosilicic Acid On-site Generation 2024-28 $8,678 2025-29 $368,618 $377,296 Production 2 59B Well 3A Hydrofluorosilicic Acid On-site Generation 2024-28 $9,553 2025-29 $405,774 $415,327 Production 2 59C Well 4 Hydrofluorosilicic Acid On-site Generation 2024-28 $15,683 2025-29 $666,204 $681,887 Production 2 59D Well 5 Hydrofluorosilicic Acid On-site Generation 2024-28 $9,931 2025-29 $421,869 $431,800 Production 2 59E Well 6 Hydrofluorosilicic Acid On-site Generation 2024-28 $18,291 2025-29 $776,969 $795,260 Production 2 59F Well 7 Hydrofluorosilicic Acid On-site Generation 2024-28 $22,275 2025-29 $946,196 $968,471 Production 2 59G Well 9 Hydrofluorosilicic Acid On-site Generation 2024-28 $18,917 2025-29 $803,543 $822,460 Production 2 59H Well 10 Hydrofluorosilicic Acid On-site Generation 2024-28 $16,534 2025-29 $702,345 $718,879 Production 2 59I Well 13 Hydrofluorosilicic Acid On-site Generation 2024-28 $20,798 2025-29 $883,466 $904,264 Production 2 59J Edwards Hill Reservoir Hydrofluorosilicic Acid On-site Generation 2024-28 $14,195 2025-29 $602,973 $617,168 Production 2
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH Tetra Tech, Inc.
Water Master Plan Update
7-13
59K Overmyer Reservoir Hydrofluorosilicic Acid On-site Generation 2024-28 $15,899 2025-29 $675,355 $691,254 Production 2 60 Independent Review of all City Water Facilities by Engineering Firm. 2025 $300,000 -- -- $300,000 Study 1
61 Lead and Copper Rule Revision (LCRR) Inventory Study and GIS Update 2024 $50,000 -- -- $50,000 Study 2
62 Well No. 8 Replacement / Rehabilitation 2024 $330,000 2024-25 $2,900,000 $3,230,000 Production 1 63 New Water Well No. 16 2025 $1,083,000 2025-26 $6,138,000 $7,221,000 Production 2 64 Water Facilities SCADA Cybersecurity Improvements 2023 $300,000 2023-24 -- $300,000 Security 4 65 Well Quality Emergency Mitigation/Treatment Program 2024 $200,000 -- -- $200,000 Unanticipated/ Emergency 5
66 Electrical Vehicle Charging Stations at the Utilities Yard 2028 $300,000 2029 $1,200,000 $1,500,000 Sustainability 5 67 Manganese Treatment System at Well 3A 2024 $200,000 2024 $2,000,000 $2,200,000 Production 1 68 Well 4 Rehabilitation 2024 $150,000 2024 $1,350,000 $1,500,000 Production 1 TOTAL $3,255,000 $28,095,000 $31,350,000
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 7-14 Tetra Tech, Inc.
Water Master Plan Update
7.4 Improvement Projects Categorized Into 8 Programs
All 33 improvement projects and programs identified and described above are divided into 8 Capital Improvement Water Programs with recommended phasing over the next 20 years and an estimated uninflated total cost of $ 177 Million. They are as follows:
• Water System Corrosion Control - 3 Projects/Programs - $8.5 Million • Water Resiliency Program – 3 Projects/Programs - $47.0 Million • Water Main Replacements - 4 Projects/Programs - $40.8 Million • Water Production System Improvements - 11 Projects/Programs - $57.7 Million • Water Facilities Security Improvements - 5 Projects/Programs - $1.2 Million • Water Engineering Studies - 5 Studies/Programs - $1.1 Million • Unanticipated/Emergency – 1 Project - $0.2 Million
• Sustainability Projects – 1 Project - $1.5 Million
7.4.1 Water System Corrosion Control
The Water System Corrosio n Control Program consists of extending the life of existing buried metallic infrastructure such a s pipelines, valves, fittings, and a ppurtenances. The annual capital impr ovement pr ojects for water would combine all similar projects into this program for budgeting purposes. The C ity also performs annual evaluations and testing of all metal lic pipelines and will make any necessary adjustments, enhancements and improvements, based on the results of these activities.
7.4.2 Water Distribution System Improvements
The Water Distribution System Improvements Program cons ists of expanding and improving the existing di stribution system, with the exception of complete replacements of sma ll to large di ameter pipelines. This program als o includes water main extension projects to improve hydraulic cir culation and system redundancy. The annual capita l improvement projects would combine all similar projects into this program for budgeting purposes.
7.4.3 Water Main Replacements
All improvement projects that are directly related to repla cing aging water mains, both large and small diameters, are grouped into this Water Main Replacements Pr ogram. The long-term plan for this program is to gradually repl ace aging wate r infrastructure consisting primar ily of old asbestos cement (AC) pipelines. The annual capital improvement projects would combine all similar proje cts into this program for budgeting purposes.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 7-15 Tetra Tech, Inc.
Water Master Plan Update
7.4.4 Water Production System Improvements
All improvement projects that are directly related to production facilities, such as water wells, re servoirs, booster stations, treatment facilities, a nd import connections are grouped into this Wat er Production System Improvements category. This category also includes the program for well quality e mergency mitigation and treatment. Many high priority projects identified in Chapter 7 are part of this program, such as new wate r wells and odor treatment facilities. The annual capital improvement projects for water would combine all similar projects into this program for budgeting purposes.
7.4.5 Water Facilities Security Improvements
All improvement projects that are directly related to improving and enhancing secu rity at all production facilities, such as water wells, reservo irs, booster s tations, treatment facilities, and imported water connections are grouped into this Water Facilitie s Security Improvements Program. In 2003, the Cit y performed a vulnerability assessment stud y at various production facilities and identified the need for security improvement s varying from new security switches, to high- tech cameras and new structures. The annual capital improvement projects for water would combine all similar projec ts into this program for budgeting purposes
7.4.6 Water Engineering Studies
The Wat er Engineering Studies Program consists of preparing s tudies such as Water Master Plan Updates, Urb an Water Management Plans, a Groundwater Master P lan, or other u nique studies serving planni ng purposes. Both Water Master Plan Updates and Urban Water Management Plans are typically accomplished on a 5-year cycle.
7.4.7 Unanticipated/Emergency Projects
All improvement projects intended to maintain water supply in the event of an unanticipated shut-down of a supply sour ce such as a water well. This program is intended to address the growing trend of groundwater wells being taken off line due to exceedance of water q uality contamination levels as state and feder al agencies continue to adopt and revise water quality regulations.
7.4.8 Sustainability Projects
Improvement projects intended to promote green and sustainable technologies. These projects will keep City facilities up to date with state a nd national trends in green technology especially in the context of low emission vehicles. This program will provide the infrastructure for such vehicles.
CITY OF HUNTINGTON BEACH
Water Master Plan Update
CITY OF HUNTINGTON BEACH 7-16 Tetra Tech, Inc.
Water Master Plan Update
7.5 Capital Improvement Priorities
The capital improvement projects in Table 7 -2 and Table 7 -3 have been grouped into 5 priority categories, with Priority 1 projects being the highest priority and P riority 5 projects being the lowest priority.
Priority 1 projects are projects t hat maintain a clean and reliable groundwater supply. In light of growing water quality concerns surrounding PFAS and other const ituents, additional redundant supply sources will help the City keep ahead of source outages due to water quality . Priority 1 projects will allow the City to supply up to the BPP whe n operating at normal operating conditions ( approximately 7 5-85% of full capacity ).
Priority 1 projects are also to provide treatme nt at well sites and corrosion control for City Transmission Mains . The Peck Reservoir roof replacement is also a priority 1 project.
Priority 2 projects include well projects to allow the City to supply groundwater in excess of the B PP when operating at normal opera ting conditions. Priority 2 projects also include studies for future groundwater planning, including the groundwater master plan.
Priority 3 projects include wat er distrib ution system pipeline replacement projects and projects to address corro sion. Priority 3 projects also include long term planning studies and reports.
Priority 4 projects i nclude cybersecurity improvement project s. Priori ty 4 projects are also reserved for projects to increase security at the well sites.
Priority 5 projects are miscell aneous project s that include projects that are r elated to optimizing the system but are not immediately needed. T hese projects include new connections, enhancemen ts to the Ov ermyer booster pump station, an d the Southea st Reservoir and Booster Pump Station.