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Study Session – Presentation by the Department of Public Wor
Water Master Plan Update Introduction Two objectives of this presentation: 1. Overview Water Master Plan Update document ✓ Input for final draft City Council Study Session ✓ Adoption in Spring-Summer 2006 February 21,2006 2. Review alternative rate structures ✓ Summarize fundamental options ✓ Present advantages and disadvantages ✓ Receive input for additional direction prior to outreach and public hearings—Summer-Fall 2006 February 21,2H16 1 February 21,2006 2 Introduction • Original work on the plan began in 1988 Water Master Plan Document • 1995—plan is adopted with pay-as-you-go financing plan • Updated in 2000 • RFP for new update issued Sept.2003 • Contract awarded Jan.2004 to Tetra Tech/Bartle Wells February 21,201W 3 Fcb—y 21,20% 4 0 Components Security Plan • Security Plan 9-11 • Master Plan/Capital Facilities Finance Plan Vulnerability Assessment • Water Rate Study —EPA mandated and grant funded —Alternative rate structures —Evaluation of all water system sites and SCADA —Reserve policy Recommendations/cost estimates for improvements —Overall cost —Overall riskreduction —Cost/risk o4uivalent Fcbn y21.2001, 5 Fub,,,ary 21.211M M1 Master Plan Master Plan - Demand • City characteristics and projected growth • Historical production and consumption • Demand —Average production of 34,000 acre-feet over the last 15 years • Supply —Minimal growth in demand or consumption • Facilities and operations —Average daily per capita use much lower than County • Storage and emergency supplies average • Distribution • Capital Facilities Finance Plan Febnwry 2i.21NNr 7 February 21,20116 8 2 Master Plan Supply Master Plan - Supply • Groundwater Emergency connections - to groundwater wells Average annual,average day,max.day,peak hour —Basin Pumping Percentage 64%,efforts to increase the and monthly demands basin yield continue - Supply adequacy —"In lieu"programs —Sufficient to meet all normal demands through 2025 • Imported water —3 MWD connections February 21.2— 9 Fobruury 21.2W6 11) Master Plan— Storage and Master Plan - Distribution Emergency Supply • Reservoir operating levels • Distribution —Typically filled at night operating level varies based on —Update of hydraulic model demand —Year 2025 system analysis • Operational storage • Used to create maximum-day and peak hour demand scenarios —25%of maximum day demand —Recommended fire flow improvements • Fire storage —2 simultaneous 5,000 gpm fire flows for 5 hours Fhb ,21.NM 11 February 21.20 12 3 Master Plan/Capital Facilities Master Plan/Capital Facilities Finance Plan Finance Plan • Remaining projects from 2000 Master Plan Security plan—increased in scope from original —Security Improvements Estimated costs of remaining projects-$57.4M —Beach Boulevard and downtown pipe improvements —Chlorination upgrades Revenue —Energy backup —Surcharge—currently$5.50hnonth and scheduled to —Pipeline corrosion reduce to a maintenance level of$2.00 on 12/1107 —Well 13 permanent facilities —Capital facilities charge —Southeast reservoir,booster station,transmission line —Interest —Fire protection improvements —Cast iron main replacement F,bn.ry 21,2001 13 February 21.2006 14 Master Plan/Capital Facilities Finance Plan • Cash flow projections show negative balance in 2011 of$1OM Alternative Water Rate Structures • Options to address projected shortfall —Extend$5.50 surcharge an additional two years —Defer projects to later years Feb,-,21.2W1 15 February 21.20 16 4 Water Rate Study Uniform Rate (Current) • Alternative rate structures available: Flat rate consumption=$1.45 per 100 cubic feet ✓Uniform rate(current) (ccf) ✓Conservation-based"tiered/increasing block" • Fixed charges ✓Conservation-based seasonal —Monthly meter charge=$7.85(basic'/,-inch meter) (Initially presented at 7/18/2005 Council Study —Master Plan surcharge=$5.50/month—reduces to Session) "maintenance level"_$2.00/month(122007) • Ordinance 99-50—formulas for annual adjustment February 21.2N6 19 F6,—,21,2006 Is Conservation-Based Rates Conservation-Based Rates (Tiered) (Tiered) • Alt.A(two tiers) Alt.C(three tiers) — 151 Tier: 0-16 ccf — 111 Tier: 0-16 ccf —211d Tier greater than 16 ccf —21d Tier: 17-40 ccf Alt.B(three tiers) —31d Tier greater than 40 ccf(120%) —I Tier: 0-]6 ccf • Alt.D(three tiers) —151 Tier: 0-16 ccf —2"1 Tier: 17-90 ccf —2"d Tier: 17-40 ccf —31d Tier greater than 90 ccf(120"/") —3rd Tier greater than 40 ccf(117%) Feb..,21.2006 19 Feb,m y 21,2006 20 5 Monthly Water Bill Comparisons Monthly Water Bill Comparisons (Uniform vs. Tiered) (Uniform vs. Tiered) Present Alternative A Alternative B Present Alternative C Alternative D Residential-3/4"meter Residential-3/4"meter 5 ccf $19.87 $19.19 $19.19 5 ccf $19.87 $19.19 $19.32 10 ccf 26.71 25.34 25.34 10 ccf 26.71 25.34 25.61 20 ccf 40.38 40.38 38.64 20 ccf 40.38 38.28 38.63 Commercial Commercial 50 ccf-1"meter $94.43 $98.19 $96.03 50 ccf-1"meter $94.43 $95.53 $94.98 90 ccf-2"meter 188.22 198.98 194.29 90 ccf-2"meter 188.22 200.25 198.00 Industrial Industrial - 200 ccf-2"meter $338,61 $368.62 $374.75 200 ccf-2"meter $338.61 $380.72 $373.78 300 ccf-3"meter 553.53 601.04 617.01 300 ccf-3"meter 553.53 622.98 611.79 Fcbrmry 21,2006 21 February 21.2006 22 Conservation-Based Rates Monthly Water Bill Comparisons Alternative A (Seasonal) (Uniform vs. Seasonal) Summer(June-Sept) $1.4356 5%>current quantity Present Alternative A Alternative 9 Winter (Oct-May) 1.3036 Single Family Residential-3/4"meter Summer use 16 ccf $34.91 $36.00 $37.10 Alternative Winter use 10 Oct 26.71 26.07 25.43 Summer $1.5039 10%>current quantity Single Family Residential-3/4"meter Summer use 32 ccf $56.78 $58.97 $61.16 Winter 1.2400 Winter use 20 ccf 40.38 39.11 37.83 Mufti-Family Residential-1"meter Alternative C Summer use 63 ccf $112.20 $116.51 $120.81 Summer $1.5723 15%>current quantity Winteruse 53ccf 98.53 95.16 91.79 Winter 1.1763 Mufti-Family Residential-1"meter Summer use 126 ccf $198.33 $206.95 $215.56 Winter use 106 ccf 170.99 164.25 157.51 Alternative D Summer $1.6406 20°%>current quantity Winter 1.1128 February 21.21W, 23 Febrmry 21,2006 24 6 Monthly Water Bill Comparisons Pros & Cons Uniform Rate (Uniform vs. Seasonal) (current) Present Alternatye C Alternative 0 Single Family Residential-3 f4"meter Advantages Summer use 16 ccf $34 91 $38.19 $39.28 g Winteruse 10ccf 26.71 24.80 24.16 —Readily understood by customer Single Family Residential-3/4"meter Equitable—the more OU US the more o Summer use 32 ccf $56.78 $63.35 $65.53 — 9 Y you lay Winter use 20 ccf 40.38 36.58 35.29 —Revenue stability Multi-Family Residential-1"meter Summer use 63 ccf $112.20 $125.12 $129.42 —No implementation issues with current system Winter use 53 ccf 98.53 88.41 85.05 Multi-Family Residential-1"meter • Disadvantages Summer use 126 ccf $198.33 $224.18 $232.78 —Few incentives to Conserve Winter use 106 ccf 170.99 150.75 144.02 rcbnury 21-I196 25 Febnnry 2 i_NW, 76 Pros & Cons Conservation-Based Pros & Cons Conservation-Based Advantages Rates (Tiered) Rates (Seasonal) • —When designed correctly,sends clear price signal to • Advantages consumer —Equitable price structure when designed properly —Readily understood by customer • Disadvantages —Signals value of resource during highest demand —Labor-intensive,additional staff required —Reflects higher cost of service in summer —Current billing system not capable of adapting —Can implement with current billing system and no —Tends to adversely impact fixed high usage customers, additional staff if not properly designed —More equitable for fixed high usage customers —Revenue stability • Disadvantages —Implementation—more difficult to communicate to —Revenues(and customer bills)vary widely,by season customers Febr y 21.20 6 27 FA,m y 21.2rM 28 7 :::.,.::::::...................................... ....::::::....:.............................:vv:....:.. 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FINAL DRAFT REPORT 2005 Water Master Plan an d Financing Plan d ate for the City of Huntington Beach r 01 * Vw s r / ¢ TETRA TECH, INC. in association with Bartle Wells Associates January 2006 ' FINAL DRAFT REPORT 2005 Water Master Plan and Financing P Plan Update For the City of Huntington Beach 1 1 TETRA TECH, INC. i ' in association with Bartle Wells Associates ' Table of Contents ' Page Executive Summary ' E.l Purpose. ................................................................................................................................E-1 E.2 City Characteristics and Projected Growth...........................................................................E-1 E.3 Water Demand......................................................................................................................E-1 ' E.4 Water Supply........................................................................................................................E-3 E.5 Storage and Emergency Supply............................................................................................E-4 E.6 Water Distribution................................................................................................................E-5 ' E.7 Financing Plan......................................................................................................................E-6 Chapter 1 —City Characteristics and Projected Growth 1.1 Overview.............................................................................................................................. 1-1 1.2 Land Use............................................................................................................................... 1-1 ' 1.3 Population and Housing........................................................................................................ 1-4 Chapter 2—Water Demand ' 2.1 Overview..............................................................................................................................2-1 2.2 Historical Potable Water Production....................................................................................2-1 2.3 Historical Water Consumption/Unaccounted-For Water......................................................2-1 ' 2.4 Projected Water Demands....................................................................................................2-8 2.4.1 Zone 2 Demands......................................................................................................2-11 2.4.2 Peaking Factors........................................................................................................2-13 ' 2.5 Fire Flow Demands ............................................................... 2-15 ................................................ 2.6 Water Conservation..............................................................................................................2-16 ' Chapter 3—Water Supply 3.1 Overview..............................................................................................................................3-1 ' 3.2 City Water Supplies..............................................................................................................3-1 3.3 Water Quality.......................................................................................................................3-3 3.3.1 Proposed New Water Quality Rules and Standards.................................................3-3 ' 3.4 Groundwater Supply.............................................................................................................3-5 3.4.1 OCWD Projects.......................................................................................................3-5 3.4.2 City Groundwater Production..................................................................................3-6 ' 3.5 Imported Water Supply.........................................................................................................3-8 3.5.1 Colorado River Water Delivery Agreement............................................................3-9 3.5.2 Conjunctive Storage Program..................................................................................3-9 3.5.3 City Imported Water Supply............................... ...................3-10 .................................. ' 3.6 Seawater Desalination..........................................................................................................3-11 3.7 Emergency Connections.......................................................................................................3-11 3.8 Supply Under Various Operating Conditions.......................................................................3-11 3.8.1 Average-Annual Demand........................................................................................3-11 3.8.2 Average-Day Demand.............................................................................................3-11 3.8.3 Maximum-Day Demand..........................................................................................3-12 ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update i ' Table of Contents I ' Page Chapter 3—Water Supply(continued) ' 3.8.4 Peak-Hour Demand........................................................... ..........3-13 ............................ 3.8.5 Monthly Demand.....................................................................................................3-13 3.9 Supply Adequacy for Normal Operating Conditions ...........................................................3-14 Chapter 4—Water System Facilities and Operation 4.1 Overview..............................................................................................................................4-1 ' 4.2 System Operation..................................................................................................................4-1 4.3 Storage Reservoirs and Booster Pump Stations....................................................................4-3 ' 4.3.1 Overmyer Reservoir and Booster Pump Station......................................................4-3 4.3.2 Reservoir Hill Booster Pump Station......................................................................4-4 4.3.3 Peck Reservoir, Springdale Reservoir, and Peck Booster Pump Station.................4-4 ' 4.3.4 Edwards Hill Reservoir and Booster Pump Station.................................................4-6 4.4 Potable Water Well Pumps...................................................................................................4-6 4.5 Transmission and Distribution Piping..................................................................................4-6 4.6 Distribution System Treatment.............................................................................................4710 ' Chapter 5—Water Storage and Emergency Supply ' 5.1 Overview..............................................................................................................................5-1 5.2 Reservoir Operating Levels.................................................................................................. 5-3 5.3 Operational Storage.............................................................................................................. 5-5 ' 5.4 Fire Storage...........................................................................................................................5-5 5.5 Emergency Storage/Supply.................................................................................................. 5-6 5.5.1 Pressure Zone 2 ....................................................................................................... 5-14 ' 5.6 Storage/Supply Adequacy for Emergency Operating Conditions........................................ 5-15 Chapter 6—Water Distribution ' 6.1 Overview............................... .............................................................................................. 6-1 6.2 Upgrading and Updating City.s Hydraulic Model...............................................................6-1 6.3 Year 2005 System Analysis..................................................................................................6-2 6.3.1 Average-Day Demand............................................................................................. 6-2 6.3.2 Peak-Hour Demand.................................................................................................6-4 6.3.3 Maximum-Day Demand plus Fire Flow..................................................................6-4 ' 6.4 Year 2025 System Analysis..........:.......................................................................................6-12 6.3.1 Average-Day Demand. . 6-12 6.3.2 Peak-Hour Demand.................................................................................................6-16 Chapter 7—Financing Plan ' 7.1 Overview..............................................................................................................................7-1 7.2 Remaining Water Master Plan Projects................................................................................7-1 7.3 2005 Water System Security Plan........................................................................................7-3 7.4 Estimated Costs and Scheduling for Water Master Plan Projects........................................7-3 ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update ii ' Table of Contents Page Chapter 7—Financing Plan (continued) ' 7.5 Sources of Revenue for Water Master Plan Projects............................................................7-5 7.5.1 Capital Surcharges...................................................................................................7-5 7.5.2 Capital Facilities Charge .........................................................................................7-6 ' 7.5.3 Interest Earnings......................................................................................................7-7 7.6 Financing Approach..............................................................................................................7-7 7.7 Cash Flow Projections..........................................................................................................7-7 ' 7.7.1 Begging Balance in Water Master Plan Fund..........................................................7-7 7.7.2 Future EDUs............................................................................................................ 7-7 7.7.3 Projections of Revenues ..........................................................................................7-8 7.7.4 Projections of Expenditures.....................................................................................7-8 7.7.5 Ending Balance in Water Master Plan Fund............................................................7-9 7.8 Proposition 218.....................................................................................................................7-9 7.9 Conclusion............................................................................................................................7-9 7.10 Recommendation..................................................................................................................7-10 CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update iii ' FINAL DRAFT REPORT 2005 Water Master Plan and FinancingPlan d Update ate For the City of Huntington Beach 44 ME L ' mm TETRA TECH, INC. ' in association with Bartle Wells Associates ' Executive Summary ' E.1 Purpose The purpose of this report is to update the City's water master plan and water financing plan, which were last updated in December 2000 and in February 2001,respectively. In conjunction with the 2005 Water Master Plan and Financing Plan Update, a 2005 Water System Security Plan was prepared by Tetra Tech and was submitted to the City as a separate report in January 2005. The Water Master Plan Update evaluates water system performance and facilities for the planning period 2005 through 2025. The project includes the evaluation of City growth, water demands, water use efficiency, water supply, proposed new water quality regulations, water storage, emergency water ' supply,and water system distribution. The Water Financing Plan Update evaluates the costs, scheduling and financing of projects remaining I ' to be paid for in the City's Water Master Plan Capital Improvement Program (CIP). These projects were recommended in previous City water master plans with the exception of water system security improvements,which are recommended as part of the 2005 Water System Security Plan. E.2 City Characteristics and Projected Growth Of the 17,231 acres of land within the City boundaries, only 3% of the City remains as vacant land (520 acres). Of this vacant land, approximately 25% is zoned residential, 24%is zoned industrial, and 18% is zoned open space parks. It is estimated that all of this land will be developed ultimately with the exceptions of land to be left vacant per City Specific Plans and vacant land in the open space ' conservation category. The City's population is projected to increase from 198,043 in 2004 to 222,274 in 2025 (12.2%), with total dwelling units (DUs) increasing from 77,221 to 80,297 (4.0%). The percentage of vacant DUs in the City has been 2.65% since the year 2000. The number of people per occupied DU (population density) was 2.63 in 2004. If it is assumed that the vacancy percentage remains 2.65% in 2025, then the population density would increase to 2.84 in 2025, an 8.0%increase. E.3 Water Demand ' Historical Water Demands ' City water demands have not changed significantly over the past decade even though development has occurred and the City's population has increased during this time. City potable water supply for the 8 water years 1996/97 through 2003/04 averaged 34,462 acre feet per year (afy). Note that a water year is July through June, whereas the City's fiscal year is October through September. For this same period, City water consumption as developed from City billing records averaged 32,266 afy. Unaccounted-for water, which is the difference between water supply and water consumption and represents"lost"water,averaged 2,197 afy(6.4%of water production). rUnaccounted-for water was 9.9% in 1995/96, but has averaged 6.4% since 1996/97. The decrease in unaccounted-for water can be in part attributed to a leak detection survey conducted for the City in 1996/97. The California Urban Water Conservation Council recommends a complete distribution system audit if unaccounted-for water exceeds 10%. With the City currently averaging a little over 6%,an audit is not needed. CITY OF HUNTINGTON BEACH TETRA TECH,INC. ' 2005 Water Master Plan and Financing Plan Update E-1 ' Executive Summary Total water use per person in the City has historically been less than total water use per person in Orange County. For comparison, the City averaged 164 gallons per capita per day (gpcd) from 1996/97 through 2003/04 compared with 208 gpcd for the Municipal Water District of Orange County (MWDOC) service area (all of Orange County not including the cities of Anaheim, Fullerton, and Santa Ana). Existing and Projected Water Demands City potable water supply averaged 21,250 gallons per minute (gpm), which is 34,300 afy, over the 5- year period 1999/00 through 2003/04 and this could be taken to be the average water demand for the City's "Existing System". Per capita water use for this 5-year period was 158.5 gpcd. However, City per capita water use has been higher in past years when there was low rainfall. In 1990/91, the fifth year of a 6-year drought, City per capita demand was 170 gpcd. In 1996/97, the second of two ' consecutive low to moderate rainfall years, City per capita demand was 172 gpcd. For the purpose of analysis,City potable water demands were increased 8.5%to 23,100 gpm(37,200 afy)for the Existing System in order to evaluate water system performance during low rainfall periods. Water demands for the year 2025, which represents the Ultimate System for the planning period, are estimated to increase 6.4% to 24,800 gpm (39,900 afy) by estimating that all developable vacant land will be developed and by increasing residential water demands by 4.0% to account for the projected 8.0%increase in population density. Maximum-day demand factors, which are the ratios of the maximum-day demand to the average day demand, were estimated to be 1.8 for the entire system and 2.7 for the 800-acre Reservoir Hill area that constitutes Zone 2 of the water system. The peak-hour demand factors,which are the ratios of the peak hour demand to the average demand,were estimated at 2.8 for the entire system and 4.7 for Zone ' 2. These demand factors are slightly higher than the factors developed for the 2000 Water Master Plan based on new demand information. Water Use E iciency The Citybecame a i th Signatory to a Memorandum of Understanding Regarding Best Management Practices for Urban Water Conservation (Urban MOU) in September 2000. The California Urban ' Water Conservation Council (CUWCC) has responsibility for monitoring implementation of the Urban MOU. MWDOC, as a regional wholesaler of imported water, implements many of the Best Management Practices (BMP) on behalf of its member agencies including the City. As Signatory to ' the Urban MOU, the City has committed to using Good Faith Efforts to implement 14 current BMPs. As a result City water conservation efforts, a downward trend in City water consumption can be seen especially in regard to residential per capita water consumption. ' From 2000/01 through 2003/04, residential per capita water demand averaged 106.5 gpcd, which is 5% less than in 1999/00 (112 gpcd) and 7% less than in 1996/97 (115 gpcd). The downward trend in residential water use can be attributed in part to water conservation programs undertaken by the City including public information programs, school education programs, water survey programs, and plumbing fixture retrofits. City commercial and industrial water demand decreased approximately 17%from 1996/97 to 2003/04. Decreased water use for the Commercial and Industrial billing categories can be attributed in part to the City's participation in regional commercial, industrial, and institutional water-use efficiency programs. However, the predominant reason for this decrease is the gradual implementation by the ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-2 ' Executive Summary ' City over the past decade of dual meters in place of single mixed-use meters for commercial and industrial accounts as well as public and multi-family residential accounts. In using dual meters, one meter is dedicated to measuring irrigation water use under the Irrigation billing category with the second meter dedicated to measuring internal water use. The City is employing dual meters in order to better account for and monitor irrigation water use. In implementing dedicated irrigation meters, water use as measured in the Municipal and Irrigation billing categories is slightly increased over this same period. Municipal accounts include all City parks. EA Water Supply ' City water supply has historically come from groundwater production and from supplemental, treated, imported water purchased from the MWDOC, which is a member agency of the Metropolitan Water District of Southern California(MWD). As a member agency of Orange County Water District (OCWD), the City is entitled to groundwater from the Orange County Groundwater Basin. The City and other basin producers pay a Replenishment Assessment (RA) to OCWD for all groundwater produced up to a percentage of the producer's total water supplies used to meet demands. This is called the Basin Production Percentage (BPP), which is set uniformly for all producers. For 2003/04, OCWD lowered the BPP from 75% to 66% and increased the RA from $127/acre feet (af) to $149/af. For 2004/05, the BPP was unchanged but the RA was increased to $172/a£ OCWD further increased the RA to $205/af and further decreased the BPP to 64% for 2005/06. The intent of these changes is to lessen groundwater pumping in order to increase basin groundwater levels. It benefits the City to use groundwater up to the maximum allowable BPP because groundwater is less expensive and considered to be more reliable than imported water. City groundwater production cost ' approximately$248/af in 2004/05 (including the RA and energy but not including other well operation and maintenance costs). The City currently purchases supplemental, treated, imported water from MWDOC for $472.50/af (exclusive of connection fees and readiness to serve charges). City groundwater production cost will increase in 2005/06 as a result of the RA increasing from$172 of to ' $205/af. The City's water supply has averaged 56% groundwater production and 44% imported water purchases over the past eight years (1996/97—2003/04). However,the City participates in the In-Lieu or Cyclic Storage Program offered by OCWD and MWD, when available. In this program, the City purchases imported water in-lieu of groundwater but at the lower cost of groundwater production in order to help OCWD replenish the groundwater basin. Accounting for this in-lieu imported water use as equivalent groundwater use, adjusts imported water use for the City down to 31% for this 8-year period. With the construction of Well No. 12 in late 2005, the City now has ten active potable water wells that have a combined capacity of approximately 24,800 gpm. Well No. 1 is scheduled to be re-drilled in 2006 and it is estimated that the capacity of this well will increase from 500 gpm to approximately 750 gpm when this work is completed. The City has sufficient well capacity to fully utilize the current BPP and it is estimated that this well capacity will be sufficient to fully utilize the BPP through the planning period. The City also has sufficient well capacity and imported water capacity to meet all normal demand conditions through the planning period including average-day demands, maximum-month demands, and maximum-day ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-3 Executive Summary ' demands. City supply capacities plus existing reservoir booster pump capacities are sufficient to provide for City peak-hour demands through the planning period. A 50-mgd seawater desalination plant has been proposed at the AES Huntington Beach Generating Station property. In September 2005, the Huntington Beach City Council approved an Environmental Impact Report supporting construction of the plant. It is estimated that the City has sufficient existing water supply and storage to provide for normal and emergency supply conditions through the planning period without the need for desalinated water. Water Quality ' The City's water supply consistently meets or exceeds all State and federal potable water quality standards. Proposed federal water quality regulations on the horizon including a new lower maximum contaminant level(MCL) for arsenic, an upgraded rule for groundwater disinfection, a MCL for radon, and new monitoring requirements for disinfectant byproducts are not expected to affect the City's ability to meet future water quality standards based on historic water quality parameters of the City's supply sources and the City's current disinfection procedures. However, the City will need to monitor proposed radon regulations in regard to which radon mitigation program.the State chooses to follow. E.5 Storage and Emergency Supply The City currently has 55.0 million gallons (MG) of storage capacity located at the Overmyer, Peck, Springdale, and Edwards Hill storage reservoirs. 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 at appropriate pressures. The Reservoir Hill Booster Pump Station, which is located at the Overmyer site, boosts water from Zone 1 into Zone 2, which does not have a storage reservoir. In addition to pumping to Zone 1, the Edwards Hill Booster Pump Station also boosts water into Zone 2. As recommended in the 2000 Master Plan and scheduled in the City's current Water Master Plan CIP, ' a 10-MG storage reservoir and an I1,000-gallons per minute (gpm) booster pump station will be constructed in the southeast quadrant of the City at the AES property to ensure water supply reliability and storage for the area south of the Newport Englewood Fault and south of Bolsa Chica. Currently there are no storage reservoirs or supply sources located south of the fault and an earthquake on this fault could potentially sever water transmission and distribution pipelines crossing the fault leaving the southern portion of the City without potable water. With the construction of this "Southeast Reservoir and Booster Pump Station",the City will have 65.0 MG of storage capacity. ' It should be noted that storage capacity occurs when a reservoir is filled to its maximum level. However, during a normal operating day, City reservoir levels vary between the maximum and minimum levels in order to supply water into the system when needed. With this in mind, a total existing system volume of 55.0 MG is never available at any one time and in essence is a theoretical volume. ' It is estimated that the City has sufficient reservoir storage to accommodate operational and fire- protection storage requirements throughout the planning period. 1 Emergency storage is reservoir water that is available to satisfy demands when normal supplies are reduced or unavailable due to unusual circumstances. For the City, normal water supply is from wells and imported water connections. One way to gauge the magnitude of available emergency storage is ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-4 Executive Summary to determine the equivalent number of days of average demand that can be provided. Based on existing storage, 0.95 days of average demand emergency storage is available. After the construction of the proposed 10.0 MG Southeast Reservoir, 1.22 days of average demand emergency storage would be available. These emergency storage volumes, which are calculated based on year 2025 projected average demand, places 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 a specific emergency water supply scenario. In this regard, several different emergency storage/supply scenarios were evaluated including a complete loss of the City's imported water supply coupled with a 7-day electric power outage. The most likely causes for an imported water outage or reduction in supply would be a break in an imported water transmission main or mains or an outage at a filtration plant caused by an earthquake. ' MWD's "Infrastructure Reliability and Protection Plan (IRPP)" is a program where MWD is evaluating the reliability of its aqueduct facilities,treatment plants and distribution system. ' For example, an outage of the Diemer Filtration Plant,which treats imported water for Orange County cities including Huntington Beach, is estimated to have a recover time of 31 days. Repairs on the East Orange County Feeder No. 2, one of the major transmission pipelines conveying imported water to the City, 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. It was determined that the City has sufficient emergency storage, groundwater supply, and emergency power to withstand an imported water outage of 31 days or longer coupled with an electric power outage lasting the first 7 days of the emergency scenario. ' Another possible emergency scenario is a complete loss or a 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 storage and imported water supply to withstand this emergency scenario also. E.6 Water Distribution The City's existing hydraulic network model was created by the City in 1998 to analyze City water distribution performance. For this water master plan update, the City's model was updated with upgraded H2ONET software,which was then used to improve the connectivity of the model. Pipelines constructed since the year 2000 were entered into the model, as were new updated water demands. The upgraded and updated model was then used to simulate and analyze distribution system performance for the existing water system and for the year 2025 water system. ' Service pressures throughout the water system were found to be good for average-day and peak-hour demand conditions for the existing system and for the year 2025 system. The pressures in the ' southeast, central, and Downtown areas of the City are approximately 10 pounds per square inch (psi) higher with the addition of the Southeast Reservoir and Booster Pump Station and its accompanying transmission main, which are scheduled for construction as part of the City's current Water Master Plan CIP. Fire flow is the flow rate of a water supply that is available for fire fighting at a residual pressure of 20 psi. City fire flow requirements are set by the City Fire Department and are based on the current CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-5 ' Executive Summary ' Uniform Fire Code (UFC). A Fire flow of 1,000 gpm was run in the model at each City fire hydrant location to gauge fire flow strength in terms of residual pressure. A 1,000-gpm fire flow represents the minimum UFC fire flow for one and two-family dwellings having a fire area less than 3,600 square ' feet. For the next iteration in the fire-flow analysis, the fire flow at each hydrant was increased to 1,500 gpm. As a third step in the analysis,the fire flow at each hydrant was increased to 2,000 gpm. The analysis showed that a residual pressure of 20 psi could be attained at most hydrants in the system at fire flows up to 2,000 gpm. However, a residual pressure of 20 psi could not be attained on a number of hydrants that are located at the end of dead-end 6-inch water mains at fire flows of 1,500 gpm and 2,000 gpm. These 6-inch dead-end hydrants are typically located in residential areas. Also, a 6-inch water main in North Pacific Avenue in Sunset Beach (approximately 1,700 linear feet long)might need to be replaced with a larger diameter pipeline and/or cross connections might need to ' be made to the 8-inch main in Pacific Coast Highway and/or the 10-inch main in South Pacific Avenue in order to meet fire flow requirements. The purpose of this analysis was to provide the City with an indication of where fire flow deficiencies might occur within the City. It is recommended that the City further evaluate the areas with low residual pressures in consultation with the City Fire Department and then possibly conduct more detailed analysis to determine if fire system and/or water system improvements are required. E.7 Financing Plan Updated cost estimates and scheduling were developed for projects remaining to be paid for in the City's Water Master Plan CIP. These projects were recommended in previous City water master plans. The remaining projects are identified with project numbering from the 2000 Water Master Plan and financing plan and are described as follows: Proiect Nos. 1 and 15: Beach Boulevard and Downtown Pipe Improvements ' Project Nos. 1 and 15 have been combined for this water master plan and financing plan. For Project No. 1, dead end pipe segments will be connected in spots along Beach Boulevard to improve water supply and fire flow reliability for corresponding areas fronting this road. For Project No. 15, improvements will be made to the 20-inch Downtown Loop Transmission Main to improve supply to the downtown area especially from the proposed Southeast Reservoir transmission main(Project No. 14 discussed later). Proiect No. 2: Chlorination Upgrades for Well No. 13 ' Well No. 13 is a new City well that is currently operating with temporary facilities. Chlorination upgrades will include chlorine room modifications, some building construction, and installation of secondary containment vessels. ' Proiect No.5: Energy backup System for Well Nos. 6, 9, and 10 ' A portable trailer-mounted propane storage vessel will be purchased and vaporizers will be constructed at Well Nos. 6,9,and 10 so as to provide energy backup supply for these wells. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-6 ' Executive Summary ' Proiect Nos.8 and 9:Pipeline Corrosion Protection Stages I and II Project Nos. 8 and 9 have been combined for this water master plan and financing plan. For Project No. 8 (Pipeline Corrosion Control - Stage I), corrosion control will be constructed for ' various pipelines including the 42-inch OC-35 Transmission Main from Warner Avenue and Springdale Avenue to Clay Avenue and Huntington Street. For Project No. 9 (Pipeline Corrosion Control- Stage II), corrosion control will be constructed for various pipelines ' including the 36-inch OC-35 Transmission Main on Springdale Avenue from Bolsa Avenue to Warner Avenue. Project Nos.10 and 11:Pipeline Corrosion Protection Stages III and IV Project Nos. 10 and 11 have been combined for this water master plan and financing plan. For ' Project No. 10 (Pipeline Corrosion Control- Stage III), corrosion control will be constructed for various pipelines including the 30-inch transmission main from Clay Avenue and Huntington Street to Newland Street and Yorktown Avenue. For Project No. 11 (Pipeline Corrosion Control- Stage IV), corrosion control will be constructed for various ' pipelines from 8 inches to 16 inches in diameter. Proiect No.1 2: Permanent Wellhead Facilities for Well No. 13 ' Well No. 13 is a new City well that is currently operating with temporary facilities. Permanent wellhead facilities will be constructed not including chlorination upgrades, which are listed as Project No. 2. Proiect No.13: Southeast Reservoir and Booster Pump Station A 10 million gallon (MG) storage reservoir and an 11,000 gallon per minute (gpm) booster pump station will be constructed for this water master plan and financing plan in the southeast ' quadrant of the City at the AES property to ensure water supply reliability and storage for the area south of the Newport Englewood Fault and south of Bolsa Chica. Proiect No.14: Southeast Reservoir Transmission Main ' A 10,400 linear foot (If) 16-inch to 24-inch distribution/transmission main will be constructed to distribute water supply to the southeast service area and to transmit water to the Downtown ' Loop from the Southeast Reservoir. Project No.16:Fire Protection Improvements Water main improvements will be constructed to improve fire flow pressures and supply reliability in several areas of the City including Peters Landing in Huntington Harbor. ' Proiect No.17: Cast Iron Main Replacement Program To increase distribution system capacity and reliability, the City will continue to replace cast iron pipe in the distribution system with new mains made of non-corrosive pipe materials. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-7 ' Executive Summary ' Water System Security Improvements In conjunction with the 2005 Water Master Plan and Financing Plan Update, a 2005 Water System Security Plan was prepared by Tetra Tech and was submitted to the City as a separate report. The recommended water system security improvements are added and scheduled as a line item in the City's updated Water Master Plan CIP. Table E-1 shows a timeline of the remaining water master plan projects, starting in 2005/06 and ending in 2010/11. The total cost for the remaining master plan projects is estimated at $57,408,000. Costs for design, construction, construction management, and City project management are included. It should be noted that costs for construction materials and labor have gone up significantly since these projects were originally estimated between 1995 and 2000. Costs are based on 2005 dollars and are escalated at an assumed 2.5% annual inflation rate. II ' In 1995 the City adopted pay-as-you-go financing as the method to pay for the water master plan projects. Pay-as-you-go financing relies on cash from fund balances and on-going revenues. There is no borrowing. The City sets aside moneys to pay for water master plan projects in its Water Master ' Plan Fund. There are three sources of revenues for the Water Master Plan Fund: capital surcharges, capital facilities charge,and interest earnings (i.e.,cash received from investments.). The capital surcharge, which the City Council adopted in 1995, is a flat monthly charge to each water customer, regardless of water usage. The surcharge was initially set at$3.00 per month per equivalent dwelling unit (EDU). It increased $0.50 each December 1st through December 1, 2000, when it ' became $5.50 per month per EDU. On December 1, 2007, the surcharge will decrease to $2.00 per EDU and remain at that level in perpetuity to pay for maintenance of facilities built through the master plan. ' The current capital facilities charge is $2,400 per EDU and has not changed since its adoption in 1995. This charge applies to new residential development connecting to the water system. The City has entered into development agreements with respect to certain developments in Huntington Beach under which the developers provide water facilities in lieu of paying the capital facilities charges. Interest earned on the cash balance (i.e., cash received from investments) in the Water Master Plan Fund is another source of revenue. For the purpose of the financial analysis, an interest rate of 3% is used. A continuation of pay-as-you-go financing is recommended. This financing method has the advantages of no interest or debt issuance costs, simplicity, and the ability for constructing capital projects that fit within a City's annual budget. The cash flow for the Water Master Plan Fund shows the projection of revenues and expenses applicable to the remaining water master plan projects. Sources of revenues for master plan projects are the cash balance in the Water Master Plan Fund, capital surcharges, capital facilities charges, and ' interest earnings. Expenses include expenditures on design and construction of master plan projects, annual O&M expenses related to the remaining master plan projects and city overhead costs allocated to the master plan. The cash flow projections from 2005/06 through 2010/11 and how the revenues and expenses are forecasted are shown in Table E-2. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-8 ' Executive Summary ' Table E-1. Schedule of Remaining Water Master Plan Projects to be Paid For , III Project# Estimated Costs from ' 2000 Total WNIP Project Name 1 I I I 116 I I I I' 1 2009/101Cost Security NA Improvements $588 $161 $749 Beach Blvd and #1 Downtown $88 $687 $775 Pipeline Im rovements $59 $457 $516 ' Well 13 Chlorination #2 Upgrades $250 $250 Energy Backup #5 Wells 6,9,& 10 $288 $2,240 $2,528 ' Pipeline Corrosion I #8	 &II $2,800 $2,800 Pipeline Corrosion #10& 11 III&IV $150 $242 $5,784 $6,176 #12 Well13 $237 $2,611 $2,848 Southeast Reservoir #13 &BPS $100 $1,479 $17,402 $18,981 ' SE Reservoir #14 Transmission Main $662 $6,675 $7,337 Fire Protection #16 Improvements $127 $991 $1,118 ' Cast Iron Main #17 1 Replacement $823 1 $5,710 1 $867 1 $5,930 1 $13,330 Total 1 $3,638 1 $1,610 1 $8,933 1 $4,304 1 $14,846 1 $24,077 $57,408 The financial analysis finds that the cash balance in the Water Master Plan Fund plus annual revenues may not be sufficient to pay for all remaining master plan projects and O&M expenses related to these ' capital projects. At the end of the analysis period, 2010/11, the Water Master Plan Fund could potentially have a negative ending balance of$10,269,000 as shown in Table E-2. ' The potential negative ending balance results from current costs being higher than original budget estimates, which is attributable to a number of factors including substantial increases in the costs of materials,contract staffing for design and inspection,and unknown and unclear field conditions. However, considering that $34.7 million has been spent to date on water master plan projects since 1995 and an estimated $57.4 million remains to complete all master plan projects by 2010/11, the estimated potential shortfall of$10.3 million only translates to an overrun of approximately 13% over 15 years. Also, the estimated shortfall of $10.3 million may be significantly reduced because some of the scheduled cast iron main replacements may be accomplished via development projects, and because pipeline corrosion control project costs may be reduced as a result of innovative and modern corrosion control technologies. t ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-9 ' Executive Summary Table E-2.Cash Flow Projections—Remaining Water Master Plan Projects ' Item 2005/06 1 2006/07I: II: 11' I Beginning balance 1 $22,720,000 $26,214,000 $31,580,000 $26,106,000 $24,347,000 $11,727,000 Revenues Capital surcharge 6,900,000 6,907,000 3,247,000 2,516,000 2,519,000 2,521,000 Capital facilities charge 240,000 240,000 240,000 240,000 240,000 240,000 Cash received from investments 1 682,0001 786,0001 947,0001 783,0001 730,000 352,000 ' Total revenues 7,822,000 7,933,000 4,434,000 3,539,000 3,489,000 3,113,000 Expenses Water master plan capital projects 3,388,000 1,609,000 8,932,000 4,304,000 15,096,000 24,077,000 Cost allocation charge 240,000 240,000 240,000 240,000 240,000 240,000 Additional O&M 700,000 718,000 736,000 754,000 773,000 792,000 ' Total expenses 4,328,000 2,567,000 9,908,000 5,298,000 16,109,000 25,109,000 Ending balance $26,214,000 $31,580,000 $26,106,000 $24,347,000 $11,727,000 $10,269,000 Possible solutions to avoid a negative ending balance are: ■ Master plan projects could be delayed or deferred. Almost half of project expenditures ' would occur in 2010/11, the last fiscal year in the analysis period. The largest capital projects are for the Southeast Reservoir and Booster Pump Station and for Cast Iron Main Replacement; City engineering staff may want to delay or defer construction of these large projects. ' ■ Do not reduce the capital surcharge p u charge in December 2007 and leave it at the current level for ' two or more years. Reducing the monthly surcharge results in a revenue reduction of approximately$4,400,000 per year. ■ The City sets aside moneys to pay for water system operating expenses in its Water Fund, ' which is a fund separate from the Water Master Plan Fund. Moneys in the Water Fund could be used to finance a portion of the remaining master plan projects. ' It is recommended that City staff review and compare individual project estimates to actual project expenditures by year 2008/09 to obtain an updated and more accurate assessment of any potential shortfall. If it is determined at that time that there are insufficient moneys in the Water Master Plan Fund to pay for the remaining master plan capital projects, then it is recommended that the Water Fund be used to pay for the remaining projects. The primary reason for this recommendation is that both funds are responsible for capital projects. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update E-10 I , FINAL DRAFT REPORT 2005 Water Master Plan and Financing Plan Update ' For the City of Huntington Beach o Ila III ' i I , TETRA TECH, INC. ' in association with Bartle Wells Associates II ' ' Chapter 1 - City Characteristics and Projected Growth ' 1.1 Overview The City has reached near full development with only 3% of land remaining vacant. However, ' development and redevelopment projects that are either on-going or planned will affect future water demands. The City's population is projected to increase 12.2% by 2025 with housing projected to increase 4.0% and the number of people per household (population density) estimated to increase 1 8.0%. 1.2 Land Use ' There are 17,231 acres of land within the City boundaries. Existing land use in the City is shown on Figure 1-1 and is tabulated in Table 1-1. The existing land use presented is from the City's current General Plan and Specific Plans and from the City's 2004 Vacant land Survey. Land Use presented in ' this Master Plan Update is solely for the purposes of estimating water demands. As shown in Table 1-1, only 3% of the City remains as vacant land (520 acres). Of this vacant land, ' approximately 25% is zoned residential, 24% is zoned industrial, and 18% is zoned open space parks. It is assumed that all of this land will be developed ultimately with the exceptions of land to be left vacant per City Specific Plans and vacant land in the open space conservation category, which is ' assumed to remain open space, i.e.no future water demands. In addition to the General Plan, the City is currently being developed in accordance with 13 Specific Plans. The largest Specific Plan currently underway is the Downtown Specific Plan. Projects planned ' or already constructed as part of the Downtown Specific Plan include: • The Strand — Downtown Huntington Beach, which will include a hotel, restaurants, retail shops, and office space on 3.5 acres extending from 6th Street to Main Street and fronting Pacific Coast Highway(PCH). The project is scheduled for completion in 2006. ' • Pacific City, a retail center with entertainment and restaurant uses on 31 acres fronting PCH at First Street in the downtown. The project could be completed in 2006. • Hyatt Regency Huntington Beach Resort and Conference Center, which also includes retail, a ' fitness center and spa, is on 38 acres located along PCH. The resort and spa opened in January 2003.A third hotel is planned as a future phase. • The Hilton Water Front Beach Resort,which was completed in 1990. The largest land use in the City is residential at 7,904 acres (approximately 46% of the total). Approximately 72% of the residential land use is low density residential (3 to 7 dwelling units (DU) per acre). Commercial land use is spread out over the City (967 acres). However, a large portion of the commercial land borders Beach Boulevard from Adams Avenue to Edinger Avenue. The Hyatt Regency Huntington Beach Resort and Conference Center and the Hilton Water Front Beach Resort constitute the majority of the 67 acres of Commercial Visitor land use. Approximately 430 acres in the City are zoned for Mixed Use, which is a composite of Commercial Neighborhood, Commercial General, and Residential including town homes, garden apartments, and mid to high-rise apartments. 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' Chapter 1 - City Characteristics and Projected Growth Table 1-1.City Land Use and Vacant Land Total % Net Vacant Total General Plan Area Area % Vacant Land Use Category (ac) (ac) Land Use Land Residential Low Density(3 to 7 DU/AO 5,661 55.4 1.0% 10.7% Medium Density�(15 DU/Ac) 1,131 54.4 4.8% 10.5% Medium High Density(25 DU/Ac) ,' 1,006 1.6 0.2% 0.3% ,High Density 30+DU/Ac 1061 19.9 18.8% 3.8% ' Subtotal 7,904 131.3 1.7% 25.3% Mixed-Use 430 10.6 2.5% 2.0% Commercial Commercial General 614 10.1 1.6% 1.9% Commercial Neighborhood 93 Commercial Office 56 1.8 3.2% 0.3% Commercial Regional 137 - - - Commercial Visitor 67 18.9 28.2% 3.6% Subtotal 967 31 3.2% 5.9% Public 1,630 41.0 2.5% 7.9% industrial' 1,171 123.8 10.6% 23.8% 06en Space&Other Open Space-`Parks - 635 95.3 15.0% 18.3% Open Space-Conservation 126 87.0 69.0% 16.7% ' Open Space-Shore 373 - - - Open Space-Water Recreation 243 - - - O.S.-Commercial Recreation 238 - - - ' Railroad 12 - - - Flood Control Channels 206 - - - ' Right of Ways 3,295 - - - Subtotal 5,128 182.3 3.6% 35.1% Total 17,230 520 3.0% 100.0% CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 1-3 Chapter 1 -City Characteristics and Projected Growth housing. As shown on Figure 1-1, mixed use land use is zoned in the downtown area near the Main ' Pier. The large mixed use area with horizontal integrated housing located between the Seacliff Golf Course and PCH is being developed in accordance with the Palm/Goldenwest Specific Plan. ' A total of 1,615 acres is dedicated to open space including Open Space/Parks (public parks) and Open Space/Commercial Recreation. Huntington Central Park is the largest public park in the City at 249 acres. The Seacliff Golf Course and the Meadowlark Country Club constitute the commercial ' recreation land use in the City at 238 acres. There are 1,171 acres of industrial land in the City. The largest industrial area is in the northwest ' corner of the City where Boeing and the McDonnell Center Business Park are located. A second phase of the McDonnell Center Business Park (77-acre area) is currently being developed in the area north of Bolsa Avenue. The second largest industrial area is the Gothard Industrial Corridor that ' borders Gothard Street between Ellis Avenue and Edinger Avenue. Another industrial area in the City is the Southeast Industrial Area, which is actually 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. The power plant recently retooled Generating Unit Nos. 3 and 4 to bring an additional 450 megawatts into the California Electrical grid. A 38-acre land fill is also located in the Southeast Industrial Area. The County Sanitation District of Orange County No. 2 Wastewater Treatment Plant is located in the far southeast corner of the City. Both the power plant and the treatment plant are large City water users. The 800-acre Reservoir Hill area that constitutes Zone 2 of the water system is also shown on Figure 1-1. Zone 2 is at higher ground elevations than the rest of the City, which constitutes Zone 1. Water demand has increased substantially in Zone 2 over the past 10 years as a result of increased ' development in this area. Zone 2 has approximately 60 acres of vacant land remaining. The Zone 2 area is being developed in accordance with the Holly-Seacliff Specific Plan and the Ellis-Goldenwest Specific Plan. The majority of the land in Zone 2 is residential. However, there is a relatively large ' industrial area in the vicinity of Garfield Avenue/Goldenwest Street with a relatively large mixed use area just south of the Zone 2 industrial area. The City also supplies water to Sunset Beach, which is approximately 68 acres of unincorporated land located off Pacific Coast Highway near Huntington Harbor. Sunset Beach land use is not included in Table 1-1. ' 1.3 Population and Housing Historical and projected City population and housing is shown in Table 1-2 and on Figures 1-2 and 1- 3. Between 1980 and 2004, City population and total dwelling units increased 16.2% and 18.8%, respectively. As provided from the Orange County Projections 2004 (OCP 2004), by the Center for Demographic Research at California State University, Fullerton (CDR), the City's population is ' projected to increase 12.2% from 198,043 in 2004 to 222,274 in 2025,with total dwelling units (DUs) increasing 4.0% from 77,221 to 80,297. For comparison, population and total DUs for Orange County are projected to increase 23.5%and 14.4%,respectively,between 2000 and 2025. The percentage of vacant DUs in the City decreased from 6.0% in 1980 to 2.65%in 2000 and has held at 2.65% through 2004. The number of people per occupied DU (population density) was 2.63 in 2004. If it is assumed that the vacancy percentage remains 2.65%o in 2025,then the population density ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 1-4 ' Chapter 1 -City Characteristics and Projected Growth Table 1-2.Historical and Projected City Population and Housing(1980-2025) Historical Pro I ' '.I 1 1990 1 200011 I I 1 2015 1 2020 1 2025 Politilation, 170,505 181,519 189,594 198,043 212,893 217,957 220,759 222,274 ' Annual%Increase - 0.63% 0.44% 1.10% 1.21% 0.47% 0.26% 0.14% ' Total Dwelling Units 65,000 72,736 75,662 77,221 79,684 79,988 80,138 80,297 Annual%Increase - 1.13% 0.40% 0.51% 0.52% 0.08% 0.04% 0.04% Vacant Dwelling Units 3,900 3,857 2,005 2,046 2,112 2,120 2,124 2,128 i %Vacant 6.00% 5.30% 2.65% 2,65% 2.65% 2.65% 2.65% 2.65% Pop./occupied DU 2.79 2.64 2.57 2.63 2.74 2.80 2.83 1 2.84 ' a) From Center for Demographic Research, California State University, Fullerton, Orange County Projections 2004. Vacant dwelling units for 2010 through 2025 not provided by CDR but assumed equal to 2.65%consistent with 2004 vacancy%. Figure 1-2. City Historical/Projected Population&Housing Historical Popultaion -0 Projected Population - - -Historical Housing 0 Projected Housing 230,000 105,000 220,000 2004 100,000 210,000 198,034 95,000 2025 200,000 222,274 90,000 190,000 12.2%Increase 85,000 180,000 c 170,000 80,000 ' - A �'" 75,000 160,000 ' � � - 2025 � 150,000 2004 80,297 DU 70,000 0 77,221 DU 4.0%Increase F-' ' 140,000 65,000 130,000 60,000 1980 1990 2000 2010 2020 Year 1 CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 1-5 ' Chapter 1 —City Characteristics and Projected Growth Figure 1-3. Historical/Projected Population Per Occupied Dwelling Unit 2025 2.84 2.90 8.0%increase 2.80 � C 2.70 ag xv 2004 2.63 2.60 o a 2.50 2.40 1980 1985 1990 1995 2000 2004 2010 2015 2020 2025 Ye ar would increaset 2.84 in 2 °o 025, an 8.0/° increase. Note that vacant dwelling units are not estimated m ' OCP 2004. Increased population density is significant because more people per DU results in greater water demand per DU. For comparison,the population density for Orange County would also increase approximately 8.0%in 2025 (relative to the year 2000)based on the OCP projections for population and total DUs and under the same assumption of a constant vacancy percentage. Huntington Beach has a lower population density than Orange County as a whole. The Orange County population per total (occupied plus ' unoccupied)DUs was 2.94 in 2000 and is projected to increase to 3.18 by 2025. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 1-6 L � I ' FINAL DRAFT REPORT II , 2005 Water Master Plan and Financing Plan Update For the City of Huntington Beach 1 �L1 I' 1 TETRA TECH, INC. in association with Bartle Wells Associates Chapter 2 - Water Demand ' 2.1 Overview Water demand has not changed significantly 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 consumption and represents "lost" water, has decreased since 1995/96 and this decrease is attributed in part to a leak detection survey conducted for the City in 1996/97. For the purpose of analysis, existing City potable water demands were increased 8.5% in order to evaluate water system performance during low rainfall periods. Water demands are estimated to increase 6.4%by the year 2025, which represents the Ultimate System for the planning period, as a result of developed land and a projected 8.0%increase in population density. 2.2 Historical Potable Water Production ' Historical potable water production for the 13 "water years" 1991/92 through 2003/04 is shown in Table 2-1 and on Figure 2-1. The City's water year is July through June, whereas the City's fiscal year is October through September. The water year format is consistent with the Municipal Water District of Orange County (MWDOC) and Orange County Water District(OCWD)requirements. All ' historical data presented in this water master plan is in accordance with the City's water year. Goldenwest #3, Goldenwest # 4, and Meadowlark # 2 are City wells that produce non-potable water (high color) for irrigation. This non-potable water production has been subtracted from the potable ' water production in Table 2-1. Goldenwest# 3 was destroyed this year. Test pumping for Well No. 8 and for Well No. 12 and in 1998/99 is also subtracted from potable water production in Table 2-1. ' The affect of rainfall on water demand, primarily irrigation demand, is shown on Figure 2-1. Water production increased slightly from 1991/92 through 1996/97 following the 6-year drought that ended in early 1992. Water production dipped significantly in 1997/98 due to the high rainfall experienced from an El Nino weather condition. Rainfall between 1998/99 and 2003/04 was less than the 13-year average rainfall of 14.5 inches and was as low as 3.5 inches in 2001/02. However, water production only increased slightly during this 6-year period and held constant in 2001/02 when rainfall was only 3.5 inches. This can be attributed in part to the water conservation measures undertaken by the City. ' 3.2 t. His orical Water Consumption/Unaccounted-For Water ' Historical City water consumption and unaccounted-for water for the eight years 1996/97 through 2003/04 is shown in Table 2-2 and on Figure 2-2. Water consumption was developed from City billing records. Unaccounted-for water is the difference between metered water production and metered water consumption 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. • The City Fire Department performs hydrant testing to monitor the level of fire protection available throughout the City and the City Water Department performs hydrant flushing to eliminate settled ' sediment and ensure better water quality. Neither is metered. However, the quantity of water used is estimated and taken into consideration when calculating unaccounted-for water. • Water used by the Fire Department to fight fires. This water is also not metered. • Customer meter inaccuracies. Meters have an inherent accuracy for a specified flow range. ' However, flow above or below this range is usually registered at a lower rate. Meters become less accurate with time due to wear. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-1 Table 2-1. Historical City Water Supply(1991/92-2003/04) Historical City Domestic Water Supply(at) i i 03JO4 Average Total Water Production 32,023 33,595 33,515 34,064 35,099 36,286 34,057 36,143 35,397 35,002 35,045 33,502 34,521 34,481 Non=Domestic Irrigation(a)' 262 306 309 327 326 400 269 233 299 328 357 301 360 314 Well To Waste,,rot 0 0 0 0 0 0 0 1,706 0 0 0 0 0 131 Total Domestic Supply 31,761 33,289 33,207 33,737 34,773 35,885 33,788 34,204 35,098 34,674 34,688 33,201 34,161 34,036 Ratio to 10-Yr Average 0.93 0.98 0.98 0.99 1.02 1.05 0.99 1.00 1.03 1.02 1.02 0.98 1.00 L 1.00 Rainfall(in) ; 15A 23.4 11.1 25.6 11.2 14.8 31.0 7.9 8.1 14.2 3.5 14.3 7.4 14.5 (a)Groundwater produced by Goldenwest#3,Goldenwest#4,and Meadowlark#2 is non-potable due to high color and is used for irrigation. (b)Test pumping fof future Well No.12 and for Well No.8. Figure 2-1. Historical City Domestic Water Supply (1991/92-2003/04) ■Domestic Water Production ©Rainfall 35,885 of 36,000 - - _m_ __ - ---.W � _ �_ �� 45 35,000 31,761 of 33,788 of 33,201 of 40 El Nino E►Nino EI Nino 34,000 End of 6-Yr 34,019 AF Average 35 Drought 33,000 30 0 3 32,000 25 31,000 20 S q° 30,000 15 'I'1'1 29,000 10 I1 1 I 1'I I 1'I'1' 1 1 I I I I'I I 1 I I 1 I11 28 000 I1 I I I I I , I I , I1I 5 YO 11,1 27,000 1'1'I 0 91/92 92/93 93/94 94/95 95/96 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03/04 Fiscal Year Chapter 2 - Water Demand Table 2-2.Historical City Water Consumption/Unaccounted-For Water(1996/97-2003/04) Histori al City ater Consumption/Production/Unaccounted-For ' ' '; ; " ' I I I I I I I I I IAverage Consumption ' Julyta) 3,897 3,430 3,248 3,104 3,813 3,612 4,073 3,014 3,556 August(') 2,717 2,861 3,250 2,965 3,110 2,862 2,343 3,240 2,842 ' September(a) 3,520 3,889 3,712 3,920 2,853 3,395 4,107 3,266 3,820 October: 3,283 3,086 2,462 2,600 3,027 3,245 2,677 3,006 2,923 ' November 2,439 2,628 3,415 3,222 2,954 2,740 2,495 2,210 2,763 December 2,787 2,841 2,426 2,447 2,004 1,967 2,557 2,417 2,431 January 2,063 2,089 2,304 2,864 2,894 2,668 2,499 2,102 2,435 ' February 1,817 1,583 1,781 1,946 2,032 1,736 1,672 1,896 1,808 March 2,427 2,379 2,802 2,419 2,100 2,488 2,503 2,185 2,413 April 2,545 1,825 1,773 1,756 1,887 2,169 1,943 2,422 2,040 May 2,639 2,335 2,464 3,356 2,908 2,876 2,523 2,674 2,722 ' June 3,268 2,518 2,976 2,454 2,250 1 2,412 1 2,412 3,357 2,706 Total 33,402 31,464 32,613 33,053 31,832 32,170 31,804 31,789 32,266 Production 35,885 33,788 34,204 35,098 34,674 34,688 33,201 34,161 34,462 Unaccounted-For Water 2,483 2,324 1,591 1 2,045 2,842 2,518 11397 2 372 2,197 Unaccounted-For Water% 6.9% 6.9% 4.7% F5.8% 8.2% 7.3% 4.2% 6.9% 6.4% a) All years shown are water years(Jun-Jul)except 2003/04,which is a fiscal year(Oct-Sep). Accordingly, Jul,Aug,and Sep for FY 2003/04 are year 2004 and not 2003. 2003/04 is shown as a fiscal year so that Sep I ' 2003,which is overstated as a result of the City switching to monthly meter readings starting in that month, can be omitted. The City read meters every other month prior to Sept 2003. ' The City will also start using the calibrated hydraulic model of the water system, which will be updated as part of this master plan update, to help estimate fire hydrant 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 will reduce the number of fire-hydrants to be tested, which will further reduce the unaccounted-for water percentage. CITY OF HUNTINGTON BEACH TETRA TECH,INC. ' 2005 Water Master Plan and Financing Plan Update 2-3 i ' Chapter 2 -Water Demand i Figure 2-2. Historical City Potable Water Consumption/Unaccounted-For Water (1996/97-2003/04) 0 Unaccounted-For Water ' O Potable Water Consumption -0 Unaccounted-For Water% 36,000 10.0% 1k d 2 k 8.0% 6.0% c i 3 30,000 4.0% a O ^3 O i p 27,000 2.0% a 24,000 0.0% ' 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03/04 Year iUnaccounted-for water was 9.9% in 1995/96, but has averaged 6.4% since 1996/97. The decrease in unaccounted-for water can be in part attributed to a leak detection survey conducted for the City in ' 1996/97. A total of 498 miles of pipeline was surveyed,with 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 identified in the survey and the City has since implemented an on-going leak investigation and repair program as a measure to keep iwater losses to a minimum while facilitating cost savings. All years shown in Table 2-2 are water years (June — July) except 2003/04, which is a fiscal year i (October— September). Accordingly, July, August, and September for FY 2003/04 are year 2004 and not 2003. 2003/04 is shown as a fiscal year so that September 2003, which is overstated as a result of the City switching to monthly meter readings starting in that month, can be omitted. The City read imeters every other month prior to September 2003. Billing was corrected after September 2003. The California Urban Water Conservation Council recommends a complete distribution system audit ' if unaccounted-for water exceeds 10%. With the City currently averaging a little over 6%, an audit is not needed. Average daily per capita municipal and industrial (Per Capita M&I) water demand has been used by i the water industry to measure and compare mean urban water demand. Per Capita M&I water demand includes the municipal, industrial, commercial, residential water demand, and unaccounted-for water associated with each person in the population. It also includes recycled water demand but excludes some water usage (such as agricultural usage and replenishment of groundwater storage)which are not directly associated with the population. Historical Per Capita M&I water demand for the City in comparison with the MWDOC service area, which is all Orange County not including the cities of Anaheim, Fullerton, and Santa Ana, is shown in Table 2-3 and on Figure 2-3. As shown, Per Capita M&I water demand has averaged 167 gpcd for the City compared with 201 for the MWDOC service area for the eight year period 1996/97 through 2003/04. The lower water demand i ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-4 ' Chapter 2 - Water Demand for Huntington Beach is due in part to a milder coastal climate compared with the warmer inland climates associated with other parts of Orange County. Table 2-3.Historical Per Capita Municipal and Industrial Water Demands (1996/97-2003/04) Water Demand 96 ' ' '. 1 98 " I I I 03/04 Average ' Huntington Beach Total Demand")(al) 36,286 34,057 36,143 35,397 35,002 35,045 33,502 34,521 34,994 ' Population(1,000) 186.7 187.6 188.4 189.2 190.8 193.3 195.7 197.5 191.2 Total Per Capita(b) g` cd) 173 162 171 167 164 162 153 156 164 ' Raiu&112 in 14.8 31.0 7.9 1 8.1 14.2 1 3.5 1 14.3 1 7.4 12.6 MWDOC.. Total Per Capita cd 222 199 212 220 203 206 199 205 208 ' a) Total water production including non-potable water well production. b) Total City water production/City population. c) Rainfall at Santa Ana Fire Station(ANA) d) MWDOC service area (all Orange County not including cities of Anaheim, Fullerton and Santa Ana). From MWDOC 2005 Regional UWMP. Figure 2-3. Historical Per Capita M and I Demands (1996/97-2003/04) O Rainfall ' —0--Huntington Beach IN MWDOC Service Area 230 32.0 ' 220 28.0 Ow aA 210 24.0 200 20.0 190 16.0 w .� U 180 12.0 170 8.0 ' 160 4.0 130 �120 0.0 ' 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03/04 Ye ar 1 CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-5 Chapter 2 - Water Demand Although Per Capita M&I water demand is still a useful measure for evaluating urban water demand, ' the various demand components evaluated separately can offer a more complete perspective. Historical City water demands are shown in Table 2-4 and on Figures 2-4, 2-5, and 2-6 for three user types: 1)residential per capita, 2)commercial/industrial, and 3)municipal/irrigation. ' Table 2-4.Historical City Water Demands Per Billing Classifications(1996/97-2003/04) Demands Per 1 Avg ' City i 96 ' ' '8 ': " " II II I I I I I 14 Residential(af) 24,106 22,752 23,352 23,707 22,968 23,429 23,312 23,194 23,353 Population(1,600) 186.8 187.6 188.4 189.2 190.8 193.4 195.7 197.5 191.2 Residential Per Capita (gpcd) 115 108 111 112 107 108 106 105 1 109 ' Commercial/Industrial a 6,601 6,131 6,350 6,019 5,934 5,683 5,496 5,334 5,944 Municipal/Irrigation a 2,503 2,421 2,812 3,151 2,931 3,059 2,994 3,264 2,892 1 Rainfall(`)(in 14.8 31.0 7.9 8.1 14.2 3.5 14.3 7.4 12.6 ' a) All years shown are water years(Jun—Jul)except 2003/04,which is a fiscal year(Oct—Sep). 2003/04 is shown as a fiscal year so that Sep 2003,which is overstated as a result of the City switching to monthly meter readings starting in that month,can be omitted. b) Does not include unaccounted for water. ' c) Rainfall at Santa Ana Fire Station(ANA) ' Figure 2-4. Residential Per Capita Water Demands (1996/97-2003/04) O Rainfall I ' Res idential Demands ^� 120 32.0 28.0 ' 115 24.0 A ^� 20.0 C9 c =110 16.0 w 12.0 U � 105 8.0 p4 ry 4.0 100 0.0 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03104 Ye ar ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-6 ' Chapter 2 - Water Demand ' Figure 2-5. Commercifflndusti ial Water Demands (1996/97-2003/04) =Rainfall ' —0—ConnnerciaUIndustrial Demands 6,800 32.0 ' C;Z 28.0 _ 6,400 24.0 a so, 20.0 6,000 16.0 ' E 12.0 .� A 5,600 - -- 8.0 a 4.0 ' 5,200 [:D:7 0.0 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03/04 ' Ye ar Figure 2-6. MunicipaNnigation Demands (1996/97-2003/04) Rainfall �Municipal/Inigation Demands 3,400 32.0 2 8.0 3,000 24.0 ^� 20.0 2,600 16.0 ' 12.0 A 2,200 8.0 tx 4.0 L ' 1,800 0.0 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03/04 ' Ye ar The demand data is from City billing data and does not include unaccounted-for water. Figure 2-4 shows residential (including multi-family residential) demand per person as opposed to total demand per person as shown in Figure 2-3. Residential per capita demand for the most recent four years ' 2000/01 through 2003/04 averaged 106.5 gpcd, which is 5% less than in 1999/00 (112 gpcd) and 7% less than in 1996/97 (115 gpcd). Over the past six years, it also appears the residential response of increased water usage in years of ' low rainfall is less severe than in 1996/97. The downward trend in residential water use can be attributed in part to water conservation programs undertaken by the City including public information programs, school education programs,water survey programs, and plumbing fixture retrofits. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-7 Chapter 2 -Water Demand Figure 2-5 shows commercial plus industrial demands based on billing data for these two categories. ' Commercial and industrial water demand decreased from 6,601 of in 1996/97 to 5,334 of in 2003/04 (17% decrease). Decreased water use for the Commercial and Industrial billing categories can be attributed in part to the City's participation in MWDOC's and MWD's regional commercial, ' industrial, and institutional water-use efficiency programs. However, the predominant reason for this decrease is the gradual implementation by the City of dual meters in place of single mixed-use meters for metering commercial and industrial accounts as well as multi-family residential accounts. This ' gradual implementation has occurred over the past decade. A mixed-use meter measures total water use (both internal and irrigation water use) as singular water use under the Commercial and Industrial billing category. In using dual meters, one meter is dedicated ' to measuring irrigation water use under the Irrigation billing category with the second meter dedicated to measuring internal water use under the Commercial and Industrial billing category. As the City gradually implements dual meters to replace single mixed-use meters, less water use is attributed to the Commercial and Industrial billing categories and more water is attributed to the Irrigation billing category. The City is employing dual meters in order to better account for irrigation water use. Figure 2-6 shows municipal plus irrigation demands based on billing data for these two user ' categories. Customers under the Municipal billing category are all City facilities. The majority of Municipal water is used for irrigating City parks such as Huntington Central Park. Other City facilities include City Hall, the Civic Center, and City fire stations. Customers under the Irrigation billing category include commercial, industrial, and high density residential (such as apartments) with separate irrigation meters. Seacliff Golf Course is the largest user in the Irrigation billing category. ' Municipal and Irrigation water demand has increased since 1997/98. As discussed above, water use is gradually being shifted from Commercial, Industrial, and Multi-Family residential accounts to Irrigation billing accounts as the City implements dual meters in place of single mixed use meters. This is a major reason for the upward trend in Irrigation water use. Also, Irrigation water use is greatly affected by rainfall amounts. Rainfall over the past six years has ' averaged 9 inches per year, which is lower than the historical average of approximately 13 inches per year. Rainfall in 1997/98 was 31 inches. It does appear that the response of increased water use in years of low rainfall is much less severe than in past years as evidenced by an increase in water use of only 4% in 2001/02 when rainfall decreased 75% to 3.5 inches. The City participates in MWDOC's ' regional landscape irrigation efficiency programs and institutes irrigation efficiency parameters in the City Municipal Code. 2.4 Projected Water Demands City water billing and production data, population data from CDR, land use areas from the City's ' General Plan, and vacant land from the City's 2004 Vacant Land Survey were used to develop Existing System (year 2005) and Ultimate System (year 2025) unit water use factors and demands. The City provided six years of meter data(1998/99 through 2003/04)for six billing categories. The six billing categories,which constitute the total water consumption for the City, are similar to the land use ' categories used in the City's General Plan. City domestic water production averaged 21,250 gpm over the 5-year period 1999/00 through 2003/04 and this could be taken to be the average "existing" system water demand. However, domestic per capita water demand (total domestic system demand divided by the total population) averaged 158.5 gpcd during this period and domestic per capita water demand has been greater in past years. In ' 1990/91,the fifth year of a 6-year drought,per capita demand was 170 gpcd. In 1996/97,the second of CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-8 ' Chapter 2 -Water Demand two consecutive low to moderate rainfall years,per capita demand was 172 gpcd. Domestic per capita ' water demand has declined from 166 gpcd in 1999/00 to 150 gpcd in 2002/03 and the 5-year average ending in 2003/04 is 158.5 gpcd. ' Low rainfall brings higher system demands and the water system must be prepared to supply these higher demands. Because low rainfall or even a drought condition can occur in any given year, it is recommended that the Existing System demand be taken as the five-year average demand 1999/00 through 2003/04 multiplied by a factor of 1.085 (172 gpcd/158.5 gpcd), which results in an Existing System demand of 23,060 gpm. This Existing System demand is taken to be the average demand in 2005. ' As shown in Table 2-5, the billing categories were matched with the land use categories and corresponding existing land use areas to develop existing unit water use factors and existing demands ' based on an"existing system demand of 23,060 gpm.Unaccounted-for water for the 5-year period was applied to each water use category so that demands are consistent with water production. Water use data for unincorporated Sunset Beach is included with City water use data in Table 2-5 using the same billing categories. Existing average-day water demand for Sunset Beach is 209 gpm. ' Demands for the top 13 water users in the City are shown in Table 2-6 based on billing data from the past five years with the demands increased by a factor of 1.085 to account for a drought condition. ' Eight of the City's top water users were located in their respective water use categories in Table 2-5 and their demands were separated from the general demands developed for each category. The AES Huntington Beach Generating Station recently retooled Generating Unit Nos. 3 and 4 and a "worst case" average demand of approximately 455 gpm has been estimated by AES. This demand is approximately 80% greater than their average demand over the past five years of 255 gpm. The ' demand for the AES power plant was increased from 255 gpm to 455 gpm, increasing the average demand for the Existing System to 23,260 gpm. Water use from the Irrigation billing category was apportioned to the various land use categories in ' Table 2-5 based on estimated use for that land use category. Street right-of-ways were apportioned to each land use category such that unit water use is based on gross acreages. Vacant land totaling 628 acres including right-of-ways was removed from the land use categories and zero demand was allocated to vacant land. Global factors were used to adjust demands in the City's H2ONET Existing System hydraulic model consistent with the demand information presented in Table 2-5. ' To project Ultimate System (year 2025) demands, the existing residential unit water use factors were increased by 4.0% to account for the projected 8.0% population per dwelling unit increase. The AWWA Research Foundation estimated in 1999 that 45% of residential water use is for interior use ' and 55% is for exterior use. Considering Huntington Beach's moderate coastal climate, it is estimated that interior and exterior water use is evenly split 50%. It is assumed that more people per household would only increase interior water use and not exterior use. Accordingly, it is assumed that the ' projected 8.0%population density increase translates to a 4.0%water use per household increase. The mixed-use land use category is a combination of medium-high to high residential and commercial land uses. The ultimate unit water use factor for this category was increased by 2.5%to account for the projected increase in population density. Unit water use factors for other land use categories were assumed not to change from the existing values. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-9 ' Chapter 2 - Water Demand Table 2-5. Existing System Unit Water Use Factors and Demands Existing Gross Unit Water Billing Corresponding Area(b) Use Factor Deman&') ;i Category go i ' Residential Low Density 7,176 1,594 7,942 Medium Density 1,378 3,362 3,218 Sunset Beach SFR - - 50 ' 8 554 1 8-79 11,211 Multi-Family Res. Medium High&High Density 1,351 4,733 4,440 (Irrigation) Mixed-Use 521 4,200 1,519 ' Sunset Beach MFR - - 54 1,872 4,584 6 014 Commercial Commercial 1,074 1,480 1,104 (Irrigation) Seacliff Golf Course(OS-CR) 132 2,502 229 Meadowlark Golf Course(d)(OS-CR) 106 Hilton Waterfront Resort(CV) 13 6,146 55 Hyatt Regency Resort(CV) 38 2,968 78 Sunset Beach COM - - 104 Public 1,608 1,480 1,653 AES Power Plant(e) (Public) 106 6,725 455 ' CSDOC Plant#2 (Public) 65 4,472 202 Golden West College(P-RL) 119 1,262 104 3,261 1,865 3,985 ' Industrial Industrial 1,020 1,480 1,048 (Irrigation) Boeing(1) 216 1,610 242 1 236 1,5 1,290 ' Municipal Open Space-Parks&Public OS-P 383 2,285 608 H.B. Central Parke)(OS-P) 249 473 82 632 1571 690 ' Other Open Space-Conservation 22 - Open Space-Shore 373 - Open Space-Water Recreation 243 - ' Railroad 12 (Irrigation) Other(CALTRANS) 70 Right of Ways 192 - Public(Flood Control Channels) 206 - ' Vacant Land 628 - 1676 - Total 17,231 1,944 23,260 ' (a) Includes eight major water users as special demands in respective land use category. (b) Including street right of ways associated with each land use category. ' (c) Does not include non-potable water demand. (d) Meadowlark Golf Course irrigated with non-potable well water. (e) Projected"worst case"average demand with the start-up of Generating Units Nos.3 and 4 ' (f) Majority of park irrigated with non-potable well water. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-10 ' Chapter 2 - Water Demand Table 2-6.Major City Water Users Annual Billing Demand(') Unit Rank Customer (gpm) Deman] 1 AES Power Plant(Public) Commercial 255 Acres 106 3,459 2 Boeing(Industrial) Industrial 242 Acres 216 1,610 3 Seacliff Golf Course(Commercial Rec) Irrigation 229 Acres 132 2,505 4 CSDOC Plant#2(Public) Commercial 202 Acres 65 4,484 5 Golden West College(Pub—Res Low) Commercial 104 Acres 119 1,262 ' 6 Huntington Central ParkOt(OS-Park) Municipal 82 Acres 249 473 7 Hyatt Regency Resort(Comm.Visitor) Commercial 78 Acres 38 2,968 ' 8 Huntington By Sea MHP(Res Med) Apartment 58 Apts 307 271 9 Hilton Waterfront Resort(CV) Commercial 55 Acres 13 6,146 10 Harbour Lights Apts(Res Med High) Apartment 54 Apts 171 458 11 Topa Mgt Renda Apts(Res Med High) Apartment 46 Apts 198 332 12 Marina High Sch.(Public—Res Low) Commercial 42 Acres 49 1,247 12 Edison High School(Public Res Low Commercial 42 Acres 44 1,388 ' a) From billing data 1999 through 2002 or 2003.Demands were multiplied by a"drought"factor of 1.085. b) The majority of the park is irrigated from non-potable groundwater from Goldenwest Nos.3 and 4. It was assumed that all land shown as vacant per the City's 2004 Vacant Land Survey would be developed ultimately with the exception of land shown to remain vacant per the City's Specific Plans and also vacant land in the Open Space Conservation land use category. As shown in Table 2-7, year 2025 water demand for the City is projected to be 24,760 gpm,which is 6.4%greater than the Existing System demand of 23,260 gpm. Global factors were used to adjust demands in the City's H20NET ' Ultimate System hydraulic model consistent with the demand information presented in Table 2-7. 2.4.1 Zone 2 Demands ' As shown in Table 2-8, demand in Pressure Zone 2 increased substantially from 1997/98 through 2002/03 due to development primarily in the Holly-Seacliff Specific Plan area and the Ellis- Goldenwest Specific Plan area. The amount of vacant land in Zone 2 has decreased from ' approximately 240 acres in 1998 to approximately 61 acres in 2004. The 2002/03 demand in Zone 2 of 1,630 gpm was an increase of 123% since 1997/98. As shown, demand has leveled off because of less land developed. With only 61 acres left available for development, demand is only projected to increase another 209 gpm to 1,839 gpm ultimately(13%increase). ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-11 ' Chapter 2 -Water Demand Table 2-7.Year 2025 Unit Water Use Factors and Demands Gross Unit Water ' Billing Corresponding1 Category go gpad) (gp Residential Low Density 7,247 1,658 8,342 ' Medium Density 1,448 3,496 3,517 Sunset Beach SFR 52 8,695 2,137 11,911 ' Multi-Family Res. Medium High&High Density 1,378 4,922 4,710 (Irrigation) Mixed-Use 534 4,305 1,596 Sunset Beach MFR - - 57 ' 1,912 5,168 6,363 Commercial Commercial 1,148 1,480 1,180 ' ,(Irrigation) Seacl ff Golf Course(OS-CR) 132 2,502 229 Meadowlark Golf Course(b)(OS-CR) 106 Hilton Waterfront Resort(CV) 13 6,146 55 Hyatt Regency Resort(CV) 38 2,968 78 ' Sunset Beach COM - - 104 Public 1,656 1,480 1,702 AES Power Plant(Public) 106 6,725 455 ' CSDOC Plant#2(Public) 65 4,472 202 Golden West College(P-RL) 119 1,262 104 3,383 1,855 4 111 ' Industrial Industrial 1,167 1,480 1,199 (Irrigation) Boeing(1) 216 1,610 242 1,383 1,632 1,440 Municipal Open Space-Parks&Public OS-P 495 2,285 785 H.B. Central Pare)(OS-P) 249 473 82 744 1826 867 ' Other Open Space-Conservation 126 - Open Space-Shore 373 - Open Space-Water Recreation 243 - Railroad 12 - (Irrigation) Other(CALTRANS) - 70 Right of Ways 192 - ' Public(Flood Control Channels) 206 Vacant Land 1,152 - ' Total 17,269 2,065 24,760 a) Existing water use factors for residential land use categories multiplied by 1.04(1.025 for mixed-use)to account for the projected increase in population per dwelling unit of 8.0%. b) Meadowlark Golf Course irrigated with non-potable well water. c) Majority of park irrigated with non-potable well water. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-12 Chapter 2 - Water Demand Table 2-8. Zone 2 (Reservoir Hill)Demands Projectefl ' " ': 1998/99 ' ' I II I II 1 II I _L25 Demand(a6j 730 968 1,284 1,596 1,631 1,630 1,839 ' Demand m 453 600 796 989 1,011 1,011 1,140 Annual%Inc. - 33 33 24 2 0 0.5 tTotal%Increase - 33 76 119 123 123 158 ' 2.4.2 Peaking Factors Just prior to the 2000 Water Master Plan, the City analyzed water production data for the 11 water ' years 1988/89 through 1998/99 and determined that the system maximum-day demand factor during this period was 1.37 (maximum-day demand/average-day demand) and that the system peak-hour demand factor was 2.17 (peak-hour demand/average-day demand). Peaking factors used by other area ' water purveyors were evaluated in the 2000 Master Plan, and the 1.37 and 2.17 peaking factors were increased to 1.6 and 2.5, respectively, to provide a 15% safety factor in analyzing Zone 1 system performance. Maximum-day and peak-hour demand factors of 2.0 and 3.5 were used to analyze Zone ' 2 system performance based on factors used by other area water purveyors for systems in the neighborhood of 1,000 gpm.Note that smaller pressure zones have larger peaking factors. ' As part of this water master plan update, daily water demands were analyzed for the years 2001 through 2003 to reassess maximum-day demand factors for both the entire system and for Zone 2. The maximum-day demand for the entire system on July 5, 2002 was 1.55 times greater than the average 1 annual demand in 2002 and 1.54 times greater than the average demand for 1998/99 through 2002/03. The maximum-day demand for Zone 2 on July 3, 2002 was 2.37 times greater than the average annual demand in 2002. Rainfall in 2001/02 was only 3.5 inches,which is the lowest rainfall total for at least the past 13 years and is significantly lower than the historical average rainfall of approximately 13 ' inches. The maximum-day demands also correlated with increased water use for the Independence Day holiday.Hourly demand information was not available for analysis. ' Based on the new maximum-day demand information, the maximum-day demand factors will be increased to 1.8 for the entire system and 2.7 for Zone 2 for system analysis in the Water Master Plan Update. These factors include a 15% factor of safety. The peak-hour demand factors will also be ' increased proportionally to 2.8 for the entire system and 4.7 for Zone 2. With the exception of most irrigation demands, domestic water demands typically peak in the morning around 6 a.m. to 8 a.m. with a second peak occurring in the evening around 5 p.m. to 7 p.m. These peaking times are a little later on the weekends. City golf course and park irrigation typically occurs between the hours of 10 p.m. and 6 a.m. Because these large irrigation demands peak at a different time, they were separated from the other domestic water demands in order to more accurately analyze peak-hour demands in the hydraulic model. The maximum-day and peak-hour demand factors for the golf courses and parks is estimated at 2.5 and 7.5, respectively, which is consistent with the factors reported by other water purveyors in Southern California with an 8-hour irrigation period. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-13 Chapter 2 -Water Demand Other irrigation demands including residential lot,residential common area,and commercial landscape ' irrigation are included with the base "day-time" domestic water demands. The Meadowlark Golf Course and the majority of Huntington Central Park are irrigated with non-potable well water. The Seacliff Golf Course is irrigated 100% from the domestic water system. ' Demands and peaking factors for the Existing System and the Ultimate System are shown in Tables 2- 9 and 2-10,respectively. Table 2-9. 2005 Demands and Peaking Factors Demand2005 1 Demand or Zonei Overall 1 ' gp gp ' Averaee Day Demand Golf Course and Parks 987 1 988 ' Remainder of System 21,175 11010 22,272 Total 22,162 1,011 23,260 ' Maaiimum-Dav Demand Factor Golf Course and Parks 2.50 2.50 2.50 Remainder of System 1.73 2.70 1.77 Total 1.77 2.70 1.80 Maximum-Day Demand ' Golf Course and Parks 2,467 3 2,470 Remainder of System 36,671 2,727 39,398 Total 39,138 2,730 41,868 Peak-Hour Demand Factor ' Golf Course and Parks 7.50 7.50 7.50 Remainder of System 2.50 4.70 2.59 Total 2.72 4.70 2.80 Peak-Hour Demand Golf Course and Parks 7,402 8 7,410 ' Remainder of System(a) 52,971 4,747 57,718 a) Peak-hour demand for golf courses and parks occur at night and peak hour demand for the ' remainder of the system occurs during the day,i.e.they do not occur simultaneously. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-14 ' Chapter 2 - Water Demand Table 2-10.2025 Demands and Peaking Factors Demand Demand Zone I Zone 2 Overall 1 gp gp ' Ayeraae Day Demand Golf Course and Parks 1,165 1 1,166 ' Remainder of System 22,355 1,239 23,594 Total 23,520 1,240 24,760 Maximum-Day Demand Factor ' Golf Course and Parks 2.50 2.50 2.50 Remainder of System 1.71 2.70 1.77 Total 1.75 2.70 1.80 Maximum-Day Demand ' Golf Course and Parks 2,912 3 2,915 Remainder of System 38,308 3,345 41,653 Total 41,220 3,348 44,568 ' Peak-Hour Demand Factor Golf Course and Parks 7.50 7.50 7.50 ' Remainder of System 2.45 4.70 2.59 Total 2.70 4.70 2.80 ' Peak-Hour Demand Golf Course and Parks 8,737 8 8,745 Remainder of System 54,760 5,823 60,583 a) Peak-hour demand for golf courses and parks occur at night and peak hour demand for the ' remainder of the system occurs during the day,i.e.they do not occur simultaneously. Park and golf course "nighttime" irrigation demands were not reallocated in the City's existing hydraulic model, but will be reallocated in a new hydraulic model that will be developed for the City in the near future when the City's updated GIS is completed.. ' 2.5 Fire Flow Demands Fire flow is the flow rate of a water supply that is available for fire fighting at a 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). Fire flow demands are discussed in greater detail in Chapters 5 and 6. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-15 Chapter 2 - Water Demand 2.6 Water Conservation The City became a Signatory to the Memorandum of Understanding Regarding Best Management Practices for Urban Water Conservation (Urban MOU) in September 2000. The California Urban Water Conservation Council (CUWCC) has responsibility for monitoring implementation of the Urban MOU. MWDOC, as a regional wholesaler of imported water, implements many of the Best Management Practices (BMP) on behalf of its member agencies including the City. As Signatory to ' the Urban MOU,the City has committed to using Good Faith Efforts to implement 14 current BMPs. A BMP as defined in the Urban MOU is a "practice for which sufficient data are available from ' existing water conservation practices to indicate that significant conservation or conservation related benefits can be achieved; that the practice is technically and economically reasonable and not environmentally or socially unacceptable; and that the practice is not otherwise unreasonable for most ' water agencies to carry out." MWDOC implements water use efficiency programs on behalf of the City and other member agencies on a regional basis. MWDOC secures funding from MWD's Conservation Credits Program, the United States Bureau of Reclamation, the State Water Resource Control Board, and other sources, to help implement the BMPs. ' The 14 current BMPs are: BMP 1: Water Survey Programs for Single-Family and Multi-Family Residential ' BMP 2: Residential Plumbing Retrofit BMP 3: System Water Audits, Leak Detection and Repair BMP 4: Metering with Commodity Rates for All New Connections and Retrofit of Existing ' Connections BMP 5: Large Landscape Conservation Programs and Incentives BMP 6: High-Efficiency Clothes Washing Machine Financial Incentive Programs ' BMP 7: Public Information Programs BMP 8: School Education Programs BMP 9: Conservation Programs for Commercial, Industrial, and Institutional Accounts BMP 10: Wholesale Agency Assistance Programs BMP 11: Conservation Pricing BMP 12: Conservation Coordinator BMP 13: Water Waste Prohibition ' BMP 14: Residential ULFT Replacement Programs Potential BMPs that CUWCC is currently studying for inclusion as a BMP include: ' 1. Rate Structure and other Economic Incentives and Disincentives to Encourage Water Conservation ' 2. Efficiency Standards for Water Using Appliances and Irrigation Devices 3. Replacement of Existing Water Using Appliances and Irrigation Devices 4. Retrofit of Existing Car Washes 5. Gray water Use 6. Distribution System Pressure Regulation 7. Water Supplier Billing Records Broken Down by Customer Class 8. Swimming Pool and Spa Conservation including Covers to Reduce Evaporation CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-16 ' Chapter 2 - Water Demand 9. Restrictions or Prohibitions on Devices that use Evaporation to Cool Exterior Spaces ' 10. Point of Use Water Heaters,Recirculating Hot Water Systems and Hot Water Pipe Insulation 11. Efficiency Standards for New Industrial and Commercial Processes ' As a result City water conservation efforts, a downward trend in City water consumption can be seen especially in regard to residential per capita water consumption. 1 Historical City water demands are shown on Figures 2-7, 2-8, and 2-9 for three user types: 1) residential per capita, 2) commercial/industrial, and 3) municipal/irrigation. Figure 2-4 shows a downward trend in residential per capita water use, which can be attributed in part to water ' conservation programs undertaken by the City including public information programs, school education programs,water survey programs, and plumbing fixture retrofits. Figure 2-5 shows decreased water use for the Commercial and Industrial billing categories, which can ' be attributed in part to the City's participation in MWDOC's and MWD's regional Commercial, Industrial, and Institutional water-use efficiency programs. However,the majority of this decrease can be attributed to the advent of more dedicated landscape meters in lieu of mixed-use meters, which has decreased water use attributed to the Commercial and Industrial billing categories, while increasing water use attributed to the Irrigation billing category. This and low rainfall over the past 6 years are the primary reasons for increased Municipal and Irrigation water demand as shown in Figure 2-6. ' The City participates in MWDOC's regional landscape irrigation efficiency programs and institutes irrigation efficiency parameters in the City Municipal Code. As an additional measure to reduce ' irrigation water use, it is recommended that the City look into retrofitting City parks with weather- based irrigation timers. Weather-based irrigation timers operate on the principle of scheduling irrigation based on evapotransportation(ET),which is a function of weather conditions and plant type. ET is the quantity of moisture that is both transpired by the plant and evaporated by the soil and plant 1 surfaces. ET irrigation scheduling systems utilize micro-processing devices that calculate irrigation schedules based on weather conditions, plant type, and site conditions. Weather-based irrigation timers adjust irrigation schedules automatically as weather changes,resulting in much higher irrigation ' efficiencies. i 1 1 1 1 1 CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 2-17 ' FINAL DRAFT REPORT 2005 Water Master Plan and Financing P Plan Update ' For the City of Huntington Beach 1 1 i 1 1 1 i TETRA TECH, INC. in association with Bartle Wells Associates 1 Chapter 3 - Water Supply ' 3.1 Overview The City's existing sources of potable water supply consist of ten groundwater wells, three imported water connections, and three emergency connections with neighboring cities. Orange County Water District (OCWD) currently allows the City and other Orange County Groundwater Basin producers to produce groundwater up to a uniform-set percentage of their total water supplies used to meet demands or to pay a production penalty for groundwater produced above this percentage. This Basin Production Percentage is currently set at 64%. ' The City also purchases supplemental, treated, imported water from the Municipal Water District of Orange County (MWDOC),which is a member agency of the Metropolitan Water District of Southern California (MWD). The City has historically used more groundwater production than imported water ' purchases to meet demands. City groundwater production is less expensive than the purchase of imported water. 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 of California Department of Health Services (DHS)requirements. 3.2 City Water Supplies As a member agency of OCWD, the City is entitled to groundwater from the Orange County Groundwater Basin. The basin, which is managed by OCWD, is unajudicated. The City and other basin producers pay a Replenishment Assessment(RA) to OCWD for all groundwater produced up to a percentage of the producer's total water supplies used to meet demands. This is called the Basin ' Production Percentage (BPP),which is set uniformly for all producers. For 2003/04, OCWD lowered the BPP from 75% to 66% and increased the RA from $127/af to $149/af in consideration of low groundwater levels. For 2004/05, the BPP was unchanged but the RA was increased to $172/af. OCWD further increased the RA to $205/af and further decreased the BPP to 64%for 2005/06. ' In addition to the RA, groundwater production above the BPP is charged a fee called the Basin Equity Assessment (BEA). The BEA is calculated by OCWD for each producer based on the producer's production costs, such that the cost of the groundwater above the BPP is essentially the same as ' purchasing imported water through MWD. City groundwater production cost approximately $248/af in 2004/05 (including the RA and energy but not including other well operation and maintenance costs). The City currently purchases supplemental, treated, imported water from MWDOC for $472.50/af (exclusive of connection fees and readiness to serve charges). City groundwater production cost will increase in 2005/06 as a result of the RA increasing from$172 of to $205/af. The City's water supply has averaged 56% groundwater production and 44% imported water purchases over the past eight years (1996/97 — 2003/04) as shown in Table 3-1 and on Figure 3-1. However, the City participates in the In-Lieu or Cyclic Storage Program offered by OCWD and MWD, when available. It is a groundwater replenishment program that refills the groundwater basin by avoiding pumping, and is usually offered in the lower demand period of October through April. In the program, OCWD requests the City to leave a number of its wells turned off. The City then takes replacement water through its imported water connections which is purchased by OCWD from MWD ' through MWDOC. OCWD purchases the water at a reduced rate, and then bills the City the amount it ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-1 i Chapter 3-Water Supply would have had to pay for pumping energy and replenishment assessment if it had produced the water ' from its wells. Table 3-1. Groundwater Production vs.Imported Water Purchases ' (1996/97-2003/04) Water Year Supply(afy) ' , ' ' '; 1 '; " ' I I 1 I I I I I 03/04 Average Groundwater 26,104 20,001 19,584 20,123 18,245 24,583 14,126 13,188 19,494 Imported Water 10,181 14,056 16,559 15,254 16,756 10,458 19,375 21,082 15,465 ' Total 36,285 34,057 36,143 35,377 35,001 35,041 33,501 34,270 34,959 %`Im orted 28% 41% 46% 43% 48% 30% 58% 62% 44% In-Lieu Imported 0 6,121 7,105 5,286 1,746 0 10,527 6,394 4,647 Adjusted% Imported 28% 23% 26% 28% 43% 30% 26% 43% 31% Figure 3-1. Groundwater Production vs. Imported Water Purchases (1996/97 -2003/04) ■Imported Water 13 In-Lieu Imported 40,000 ®Groundwater 35,000 o � 30,000 28% 23% 26/0 28% 30% 26% 43% 430 25,000 G 20,000 0 15,000 a � 10,000 5,000 0 96/97 97/98 98/99 99/00 00/01 01/02 02/03 03/04 Fiscal Year In-lieu imported water purchases have been approximately 13%of the total City water supply over the past eight years, with imported water purchases not applicable to this program at approximately 31% ' as shown in Table 3-1 and on Figure 3-1. In-lieu water is regarded as groundwater production when calculating a producer's BPP. In addition to being less expensive, local groundwater is also considered a more reliable source of supply. Imported water must be conveyed to the City through long transmission pipelines that cross CITY OF HUNTINGTON BEACH TETRA TECH,INC. ' 2005 Water Master Plan and Financing Plan Update 3-2 Chapter 3-Water Supply active earthquake faults, which makes the imported water supply system susceptible to damage in a seismic event. These transmission pipelines also operate at high pressures (outside of the City limits), which make them susceptible to rupture from a pressure surge. 3.3 Water Quality The Safe Drinking Water Act (SDWA), which was enacted in 1974, is the main federal law that ' regulates potable drinking 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. State potable water quality standards are set by the State of California Department of Health Services (DHS). The potable water quality standards listed in the Title 22 California Code of Regulations ' include primary and secondary maximum contaminant levels (MCLs). Primary MCLs are established for a number of organic and inorganic chemicals, trihalomethanes, and radioactivity as they relate to public health. Secondary MCLs are established for chemicals or characteristics as they relate to taste, odor, or appearance of drinking water. These State MCLs are the same or in some cases more stringent than the Federal MCLs. The City's water supply consisting of groundwater and imported water consistently meets or exceeds all State and federal potable water quality standards. The City maintains a water-quality monitoring program consistent with DHS requirements. As a result of the high quality of the City's source water supplies, the only water treatment conducted by the City is disinfection and fluoridation. The City disinfects at each of its well sites through the injection of gaseous chlorine (Clz) typically at a rate of about 1.0 milligram per liter (mg/1) residual. The City receives imported water that has been disinfected 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 teeth since 1972. The natural fluoride concentration of the groundwater ranges from 0.3 to 0.4 mg/l and the imported water supply has a fluoride content of 0.2 mg/l. The City increases the fluoride concentration to between 0.70 to 1.30 mg/1 via injection stations located at all wells and imported water connections. 3.3.1 Proposed New Water Quality Rules and Standards Arsenic A new federal water quality regulation will be a reduction in the MCL for arsenic, an inorganic chemical, from 50 parts per billion (ppb) to 10 ppb. The revised MCL must be complied with beginning in January 2006. The average arsenic level in the City's water supply has historically ranged between "Not Detected" to 3 ppb and has averaged "Not Detected". Accordingly, treatment of City supply sources to meet the stricter arsenic MCL is not anticipated. Groundwater Rule EPA is proposing the Ground Water Rule (GWR), which specifies the appropriate use of disinfection in groundwater and addresses other components of groundwater systems to protect against bacteria and viruses in potable groundwater supplies. The requirements of the proposed GWR include State- conducted system sanitary surveys and compliance monitoring for systems that disinfect to ensure that ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-3 Chapter 3 —Water Supply they reliably achieve 99.99% (4-log) inactivation or removal of viruses. The City currently disinfects 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 getting cancer. Radon in soil under homes presents a greater ' risk than radon in drinking water. There is currently no MCL for radon in drinking water. EPA has developed a proposed regulation to reduce radon in drinking water that includes a "Multimedia Mitigation program"option to reduce radon in air. ' The proposed regulation offers two options: • Option 1: States can choose to develop enhanced state-wide programs to address 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 or lower (picoCuries per liter, a standard unit of radiation). EPA is encouraging states to adopt this 1 option because it is the most cost-effective way to achieve the greatest radon risk reduction. • Option 2: If a state chooses not to develop an MMM program, individual water systems in that state would be required to either reduce radon in their system's drinking water to 300 pCi/L or develop individual local MMM programs and reduce levels in drinking water to 4000 pCi/L. Water systems already at or below 300 pCi/L standard would not be required to treat their water for radon. ' Radon in the Ci 's water supply averaged approximately 395 Ci/L in 2002 388 Ci/L in 2003 an tY pP Y g pp Y P p � d ' 327 pCi/L in 2004. Radon treatment alternatives include aeration and treatment with granular activated carbon filters. Stage 2 Disinfectant Byproduct Rule Chlorine and other chemical disinfectants used by public water 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 between disinfection byproducts, specifically total trihalomethanes (THM) and haloacetic acids (HAA), and some forms of cancer. EPA's Stage 1 Disinfectant Byproduct Rule (DBR) requires water systems to meet THM and HAA MCLs of 80 ppb and 60 ppb, respectively. Compliance is determined by calculating the running annual averages of samples from all monitoring locations across the system. TTHM and HAA5 averaged 17 and 6; 24 and 9; and 17 and 6; for the Huntington Beach water system in 2002, 2003, and 2004,respectively. These values are well below the MCLs. Under the proposed Stage 2 DBR, systems will be required to conduct an evaluation of their distribution system to identify the locations with high THM and HAA concentrations. This evaluation could change the locations currently monitored. Also, levels of THM and HAA can vary significantly ' from one point in a water distribution system to another. Under the proposed Stage 2 DBR, compliance with the MCLs for THM and HAA will be calculated for each monitoring location in the distribution system (locational running annual average), as opposed to the current less stringent ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-4 ' Chapter 3—Water Supply method of calculating running annual averages of samples from all monitoring locations across the system. The Stage 2 DBR will be implemented in two phases. During Phase 1 of the implementation, the ' MCLs for THM and HAA will be 80 ppb and 60 ppb, respectively, based on running system-wide annual averages (the current methodology) at the current monitoring sites. Additionally, locational running system averages (sample site specific) of 120 ppb and 100 ppb for THM and HAA, respectively, will be introduced. During Phase 2, the compliance sites will be changed based on the system-wide evaluation for high DBP sites and the locationai annual averages will be reduced to 80 ppb for THM and 60 ppb for HAA. ! 3.4 Groundwater Supply The City and other OCWD member agencies are charged the RA for groundwater produced from the Orange County Groundwater Basin (groundwater basin)up to the BPP, and are charged an additional BEA for groundwater produced over this percentage. The BPP is uniform for all members and is set at 64% for 2005/06. The RA is set at $205/af for 2005/06. In recent years the BPP has been decreased and the RA has been increased in consideration of lower groundwater levels. By decreasing groundwater use and shifting the pumping in the basin inward away from the coast, OCWD hopes to hold back seawater intrusion. The lower groundwater levels were caused by gradually increasing groundwater production from 1993/94 through 2002/03 and drought conditions from 1998/99 through 2002/03 that reduced the amount of local water available to refill the basin. 3.4.1 OCWD Projects OCWD has on-going and proposed projects to protect, clean, and refill the groundwater basin. Talbert Seawater Intrusion Barrier Since 1975, OCWD has operated a seawater barrier to keep seawater from mixing with and ! contaminating potable groundwater. Fountain Valley's Seawater Intrusion Barrier is a series of 28 injection wells running along Ellis Avenue from Euclid Street to Newland Street. A mixture of wastewater purified at Water Factory 21 in Fountain Valley and deep well water is pumped to the wells and injected into the ground to create an underground dam that blocks seawater from entering the groundwater basin. OCWD has just completed a project to further protect the groundwater supply with an expansion of the seawater intrusion barrier. OCWD recently filed a report under the California Environmental Quality Act (CEQA) as a first step toward a construction project to install piping in Ellis Avenue and drill injection wells in the Southern California Edison property near Newland Street(Harper Park). Groundwater Replenishment System ' The Groundwater Replenishment System, which is scheduled to go on line in 2007, will divert highly treated sanitary wastewater from the Orange County Sanitation District that is currently discharged into the ocean,and treat it through advanced techniques, including microfiltration,reverse osmosis and ultraviolet disinfection and hydrogen peroxide. The treated water will then be injected into the groundwater at strategic injection sites. The injected water will help fortify the seawater intrusion barrier or will be percolated into deep aquifers, where it will eventually become part of the potable groundwater supply. The treated water will exceed all federal and state drinking water standards. The ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-5 Chapter 3—Water Supply treated water will be near-distilled water that will improve the overall quality of the groundwater basin by lowering the mineral content. 3.4.2 City Groundwater Production The capacities of the City's ten active potable water wells are shown in Table 3-2. Well No. 1 is scheduled to be re-drilled in 2006 and it is estimated that the capacity of this well will increase from 500 gpm to approximately 750 gpm when this work is completed. Well No. 12 is a new well that was recently construction. The locations of the City's potable water wells are shown on Figure 3-2. 1 Table 3-2.City Potable Water Well Capacities and Normal Supplies CapacityNormal Well Status (gpm), (gpm) No.1(8) Active 750 350 No.3 Active 2,500 1,750 No.4 Active 500 450 No'.5 Active 3,000 3,000 No.6 Active 3,000 2,500 No.7 Active 3,400 3,400 ' No.9 Active 3,000 1,750 No.10 Active 3,400 2,700 No. 12 Active 3,000 3,000 No.13 Active 2,500 2,500 Total m 100%(b) - 25,050 21,400 Total m —54%(b) - 13,570 11,592 [Total of -54%@ - 21,886 18,697 (a) Scheduled to be re-drilled in 2006 with capacity increased from 500 gpm to an estimated 750 gpm. (b) Theoretical supply if the City operated all of their wells 100%of the year. However,the City operates each well only 6 to 7 months a year in order to preserve the well(6.5 months=0.54 year). With the re-drilling of Well No. 1, the City will have a total potable water well capacity estimated at 25,050 gpm. However, many of the City's wells are not normally operated at 100% capacity in consideration of several factors including groundwater level, water quality, and chlorine feed. The City prolongs the life of the wells and associated supply equipment when operating at less than capacity. The normal operating supplies for the City's wells are also shown in Table 3-2. Overall, the wells are operated at about 85%of total capacity. 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.................................................................................................................................................................................................................................................... ......... ................. -------------------------------------------------------------------------------------------------------------------- Chapter 3-Water Supply Additionally, the City does not operate each well continuously over the course of a year, i.e. 100% of the year. Each well is operated 6 to 7 months out of the year in order to preserve the well, i.e. 6.5 months or 54%of the year on average. In regard to future well capacities, the City rehabilitates each well on a 10 year schedule to help retain its rated capacity. Well rehabilitation can include replacing or rebuilding the pump and motor, mechanical or chemical cleaning of the casing,installation of a casing liner,among other rehabilitation measures. Based on this rehabilitation schedule, it is estimated for this master plan that existing well capacities will be retained through the planning period. OCWD has previously exempted all or a portion of the BEA in specific cases where groundwater does ' not meet drinking water standards and is pumped and treated for municipal use. The benefits to OCWD include removal and beneficial use of poor-quality groundwater and lessening or preventing the spread of poor quality groundwater into non-degraded aquifer zones. The purpose and the amount ' of the BEA exemption are based on reimbursing the producer for necessary water treatment costs. Only groundwater unsuitable for potable use is eligible for the BEA. The aforementioned ten active City wells produce water suitable for potable water use. The City disinfects this groundwater and treats it with fluoride, but this type of treatment does not exempt the groundwater production from the BEA. Two other City wells are used only for irrigation due to high color: Goldenwest No. 4 and Meadowlark No. 2. Goldenwest No. 4 is currently used to irrigate Huntington Central Park and Meadowlark No. 2 is used to irrigate the Meadowlark Golf Course. This groundwater production is not treated and is not exempt from the BEA. Well No. 8 is currently not used due to high color in its groundwater. The City is currently in design to have Well No. 8 irrigate Huntington Central Park, the Sports Park, and Murdy Park. The City hopes to have this project constructed in late 2005 or early 2006. Goldenwest No. 4 will be destroyed ' when Well No. 8 is put online. Goldenwest No. 3 was destroyed in 2005. Groundwater production from Well No. 8 will not be treated and will not be exempt from the BEA. Total City water supply to meet demands is estimated at 37,868 afy for the Existing System including 350 afy estimated for nonpotable water irrigation. At the current 64%BPP,the City can produce up to 24,236 afy of groundwater without paying the BEA as shown in Table 3-3. ' Total City water supply to meet demands is estimated at 40,288 afy for 2025 (Ultimate System) including 350 afy estimated for nonpotable water irrigation. The BPP could be lowered or raised in future years depending on groundwater levels, seawater intrusion, and other basin management I ' factors. Water quality standards and/or City groundwater quality could change in the future as well and City treatment of groundwater to meet water quality standards could conceivably arise in the future. Assuming a 75% BPP in the future, the City could produce 25,784 afy in the year 2025 ' without paying the BEA as shown in Table 3-3. 3.5 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 the Colorado River, then treats the majority of this water to potable standards at filtration plants located in Southern California. MWD water imported 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 Bernardino. MWD water imported from the Colorado River is stored at Lake Mathews in Riverside County. The ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-8 ' Chapter 3-Water Supply Diamond Valley Reservoir in Hemet provides regional seasonal and emergency storage of SWP water I ' and Colorado River water. Table 3-3. City Groundwater Production to BPP 1 i2025 ' Total Su 1 1Demand 37,868 40,288 GW Production to"64%BPP 24,236 NA ' I GW Production to 75%BPP NA 30,216 ' 3.5.1 Colorado River Water Delivery Agreement Imported water available to California from the Colorado River will be gradually reduced as a result of the Colorado River Water Delivery Agreement, which was signed in October 2003. In the agreement California agreed to take specific, incremental steps to reduce its over-reliance on Colorado River water in the next 14 years, allowing the state to live within its authorized annual share of 4.4 million acre-feet. The agreement allows the six other Colorado River Basin States to protect their authorized shares to meet future needs. Though California agreed to this limitation in 1929, the state has been drawing extra or surplus water 1 from the river for the past several decades to meet increased water demands brought on by periodic drought conditions and increased urbanization in the State. In 2000, California, the other six Basin States, and the Department of the Interior agreed on the framework for California to gradually reduce its annual share to 4.4 million acre-feet. However, California failed to meet the first major benchmark of reduction in 2002,and automatically lost its access to the extra Colorado River water. By executing this agreement, California regains the right to access extra Colorado water over 14 years, 1 while gradually reducing its share to 4.4 million acre-feet. Based on proposed programs to augment lost supply from the Colorado River, MWD does not anticipate that existing imported water supplies to Southern California will be reduced. 3.5.2 Conjunctive Storage Program In June 2003, MWD,MWDOC, and OCWD signed a 25-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 from seawater intrusion and improved groundwater quality. Under the program, MWD, in cooperation with MWDOC and OCWD, will store ' more than 60,000 acre-feet (AF) of imported water in the Orange County Groundwater Basin during wet periods. During dry spells, droughts or emergencies, up to 20,000 AF will be withdrawn for use. The cost of the water supply will be equal to the full-service MWD imported water rate. Eight groundwater extraction wells will be provided to city and local water district participants to ensure that the stored water can be pumped in addition to the normal pumped groundwater demand. The operating cities and water districts will be able to use MWD's new wells as backups for their existing systems and ownership of these wells will transfer to them when the agreement expires in 25 years. Participating cities include Buena Park, Fullerton, Garden Grove, Orange, Santa Ana, Southern CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-9 ' Chapter 3-Water Supply California Water Company, Westminster, and Yorba Linda Water District. Huntington Beach was not ' selected to participate in this program. 3.5.3 City Imported Water Supply The City receives treated imported water from the Jensen Filtration Plant, located in the San Fernando Valley. The Jensen plant receives only State Water Project (SWP)water with no water received from ' the Colorado River. Jensen-treated water is delivered to the City via service connections OC-9 and OC-35. The City also receives treated imported potable from the Diemer Filtration Plant, located just north of Yorba Linda. Typically, the Diemer Filtration 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 50150 split between the two sources. Diemer-treated water is delivered to the City via service connection OC-44. Imported water is supplied to the City via three service connections: OC-9, OC-35, and OC-44. The ' locations of the three service connections are shown on Figure 3-2. All three connections supply water directly to Zone 1. The City's allocated 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 Water Board (WOCWB), which normally requires 24-hours advance notice in order to change the flow settings. Table 3-4.Imported Water Connections Allocated Capacity Zone Connection _pm) Supply Location ' Dale and Katella Streets OC-9 6,300 Zone 1 (City of Stanton ' Dale and Katella Streets OC-35 9,000 Zone 1 (City of Stanton ' Adams Ave.&Santa Ana River OC-44 6,700 Zone 1 East Orange County Feeder No.2 ' Total 22,000 - I - Both service connections are located at the intersection of Dale and Katella Streets in the City of Stanton. Water from OC-9 and OC-35 enters Huntington Beach at the intersection of Newland and ' Edinger Streets and at the intersection of Springdale and Glenwood Streets,respectively. OC-44 is located on MWD's East Orange County Feeder No. 2. MWD, which 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 the flow setting. Water is supplied to the City from OC-44 via a 24 to 42- inch transmission main that is jointly owned by the City and Mesa Consolidated Water District. A ' secondary metering station,jointly owned, is located on Adams Avenue at the Santa Ana River. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-10 ' Chapter 3-Water Supply 3.6 Seawater Desalination ' A 50-mgd seawater desalination plant has been proposed at the AES Huntington Beach Generating Station property where the SCE storage tanks are currently located. In September 2005, the ' Huntington Beach City Council approved an Environmental Impact Report supporting construction of the plant. 3.7 Emergency Connections The City has emergency mutual-aid water connections with the cities of Fountain Valley, Seal Beach, and Westminster. Each of these cities could provide Huntington Beach with limited water supply in the event of an emergency, if available. Conversely, the City would provide emergency water to these cities, if available. Imported water is supplied to Huntington Beach from OC-44 via a 24-inch to 42- inch transmission main that is jointly owned by the City and Mesa Consolidated Water District. In an emergency the City could receive water from Mesa and vice versa. ' 3.8 Supply under Various Operating Conditions As a general standard, supply sources other than reservoirs, e.g. groundwater wells and imported water connections, satisfy hourly demands up to the average day demand on the maximum-demand day, ' with system reservoirs used to supply hourly demands above average-day demand including peak-hour demand. The reservoirs also supply all fire-flow demands. All of the City's reservoirs are pumped storage, e.g. a booster station pumps water into the system from the reservoir. As with most water ' agencies, the City generally follows this operating scheme, but also deviates from it based on supply source availability and management practices, e.g. imported water connections cannot be immediately turned off when hourly demands exceed the average. The adequacy of the City's existing and projected groundwater and imported water supplies to meet various normal water demand conditions were assessed. 3.8.1 Average-Annual Demand Groundwater production above the OCWD BPP is assessed the BEA. The BPP is at 64% for 2005/06. ' Groundwater production to a 64%BPP plus the City's imported water capacity is sufficient to provide for average annual demands for the Existing System as shown in Table 3-5. Groundwater production up to an assumed 75% BPP plus the City's imported water capacity is also sufficient to provide for ' average annual demands estimated for 2025. 3.8.2 Average-Day Demand ' Supplies to meet average-day potable water demands for the Existing System and for the year 2025 are shown in Table 3-6. Groundwater supply is based on the City's normal well supply settings,which is less than the well's rated capacity for many of the City's wells, and on the City's practice of operating each well approximately 6 to 7 months out of the year (6.5 months or 54 %). Based on these operating parameters, groundwater supply alone can provide for 92% of the average-day demand for the Existing System and 72%of the estimated average-day demand for 2025. The City's imported water supply capacity alone can provide for 95% of the 2005 average-day demands and 89% of the average-day demands projected for 2024/25. It is estimated that combined ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-11 ' Chapter 3 -Water Supply well and import supply will be sufficient to provide for 187% of the 2005 average-day demands and 161%of the average-day demands projected for 2025. Table 3-5. Supplies for Average-Annual Demands without Exceeding BPP(a) Total Water Supply : 1emand(afy) 2005 2025 Avera e-Annual Demand 37,868 40,288 ' Groundwater Supply 24,236 30,216 %of AV e-rage-Day Demand 64% 75% Imported Water Supply 35,486 35,486 %of Avera a-Da. Demand 95% 89% -Total Supply 59,722 65,702 %of Average-Day Demand 158% 163% a) BPP is 64%for 2005/06. A BPP of 75%is assumed for 2025. ' Table 3-6. Supplies for Average-Day Demands Potable SUPPL& 1emand(gpm) 2005 2025 Averag6-Day Demand, 23,260 24,760 Groundwater Supplyra� 11,592 11,592 %,of Average-Day Demand 50% 47% Imported Water Supply 22,000 22,000 ' %of Average-Day Demand 95% 99% Total Supply 43,400 39,850 ' "/o of Average-Da Demand 1 144% 136% a) Based on a well's normal supply setting, which is less than the well's rated capacity for many of the City's wells,and on operating each well 6 to 7 months each year(6.5/12=54%). ' 3.8.3 Maximum-Day Demand Supplies to meet maximum-day potable water demands for the Existing System and for the year 2025 are shown in Table 3-7. Based on the City's normal well supply settings, groundwater supply alone can provide for 5 1% of the maximum-day demand for the Existing System and 48% of the estimated maximum-day demand for 2025. It is estimated that combined well and import supply will be ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-12 ' Chapter 3—Water Supply ' sufficient to provide for 104% of the Existing System maximum-day demand and 97% of the maximum-day demand projected for 2025. Table 3-7. Supplies for Maximum-Day Demands Potable Water Year Year Supply gpm) III I2024/25 Maximum-Day Demand 41,868 44,568 ' Groundwater Supply(a) 21,400 21,400 %of Max-Da Demand 51% 48% Imported Water Supply 22,000 22,000 %of Max-Day Demand 53% 1 49% tTotal Supply 43,400 43,400 of Max-Day Demand 104% 97% ' a) Based on a well's normal supply setting, which is less than the well's rated capacity for many of the City's wells. 3.8.4 Peak-Hour Demand Supplies to meet peak-hour potable water demands for the Existing System and the year 2025 are ' shown in Table 3-8. Based on a theoretical supply scheme that utilizes all wells at their normal supply settings and all imported water connections at their maximum capacities, 14,318 gpm and 20,733 gpm would be required from system reservoirs in order to meet peak-hour demands for the Existing System ' and the year 2025, respectively. With the largest booster pump reserved as a backup at each station, total system booster pump capacity of 40,900 gpm is sufficient to meet these peak-hour reservoir supply requirements. This is a theoretical supply in that wells and/or imported water connections could be used at lesser supplies with additional supply provided by system reservoirs. Booster pump capacities are discussed further in Chapter 4. 3.8.5 Monthly Demand Average monthly City potable water demands and supplies for the 6-year period 1997/98 through 2003/04 are shown in Table 3-9 and on Figure 3-3. Groundwater is typically the base supply used to satisfy monthly demands year round with imported water used primarily to meet demands in the summer months. As shown, the City has taken In-Lieu imported water primarily in the lower-demand months of October through December, but has also taken imported water in-lieu of groundwater in ' July and August. In the In-Lieu program, the City leaves a number of its wells turned off and then takes replacement water through its imported water connections at a reduced rate. Theoretical supplies to meet projected year 2025 monthly demands are shown in Table 3-10 and on Figure 3-4. Monthly demands were estimated by apportioning the estimated Year 2025 system demand of 39,938 of in accordance with the historical monthly demand factors. Theoretical ground- water supply or In-Lieu imported water is apportioned as a constant monthly supply in accordance ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-13 ' Chapter 3—Water Supply with an assumed BPP of 75%. The supplies shown are theoretical, i.e. the In-Lieu program might not be offered in the future. Table 3-8. Supplies for Peak Hour Demands Potable Supply1 pm) 2005 2025 Peak-Hour Demand 57,718 60,583 ' Groundwater Supply(a) 21,400 21,400 of Peak-Hour Demand 37% 35% ' Imported Water Supply 22,000 22,000 %of Peak Hour Demand 38% 36% ' Reservoir Supply 14,318 17,183 of Peak Hour Demand 25% 28% Capacity of Reservoir Booster Pump Stations(h) 40,900 40,900 %of Required Reservoir Sup ly 286% 238% a) Based on a well's normal supply setting, which is less than the well's rated capacity for many of the City's wells. b) Available reservoir booster pump capacity to provide required reservoir supply with largest pump at each station reserved as a backup. 3.9 Supply Adequacy for Normal Operating Conditions The City's water supply consistently meets or exceeds all State and federal potable water quality standards. Proposed new federal water quality regulations on the horizon are not expected to affect the ' City's ability to meet future water quality standards based on historic water quality parameters of the City's supplies and the City's current disinfection procedures. However,the City will need to monitor proposed radon regulations in regard to which radon mitigation program the State chooses to follow. Based on analysis conducted in this chapter, the City has sufficient well and imported supplies (and reservoir booster pump capacity) to meet all normal demand conditions through the year 2025. The ' ability of City supply and storage facilities to meet emergency conditions where normal supplies are reduced or unavailable is analyzed in Chapter 5. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-14 ' Chapter 3 -Water Supply Table 3-9.Historical Monthly Supply and Demand(97/98-03/04) Potable pp Monthly Monthly In-Lieu Demand Demand Imported FactorMonth July 1.29 3,714 1,721 408 1,585 3,714 August 1.28 3,681 1,609 461 1,611 3,681 ' September 1.15 3,326 1,679 267 1,380 3,326 October 1.08 3,121 1,298 870 953 3,121 November 0.89 2,570 717 1,333 520 2,570 December 0.83 2,403 688 1,430 285 2,403 January 0.81 2,326 1,829 189 308 2,326 February 0.71 2,057 1,892 0 165 2,057 ' March 0.83 2,407 2,174 0 233 2,407 April 0.92 2,663 1,850 172 641 2,663 ' May 1.07 3,075 1,986 0 1,089 3,075 June 1.13 3,258 1,751 0 1,507 3,258 Total 34,601 20,759 12,455 10,277 34,6071 Figure 3-3. Historical Monthly Supply and Demand (1997/98 -2003/04) 4,000 Demand 3,500 ' v 3,000 Average Demand 2,500 Imported Water e2,000 � In lieu Imported a 1,500 Water � 1,000 Groundwater ' 500 0 Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Month CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-15 ' Chapter 3-Water Supply Table 3-10.Theoretical Supply to meet Year 2025 Monthly Demands Supply_(Acre Feet) I Monthly Monthly Groundwater Demand Demand Month Factor (af) Imported') Water(a) Total July 1.29 4,208 2,496 1,712 4,208 August 1.28 4,237 2,496 1,741 4,237 September 1.15 3,805 2,496 1,309 3,805 October 1.08 3,537 2,496 1,041 3,537 November 0.89 3,019 2,496 523 3,019 December 0.83 2,790 2,496 294 2,790 January'' 0.81 2,655 2,496 159 2,655 ' February 0.71 2,374 2,496 -123 2,374 March 0.83 2,744 2,496 248 2,744 April 0.92 3,129 2,496 633 3,129 ' May 1.07 3,628 2,496 1,132 3,628 June 1.13 3,812 2,496 1,316 3,812 Total 39,938 29,954 9,985 39,938 ' a) Based on an assumed 75%BPP. Usage will depend on available programs such as MWD's In-Lieu. Figure 3-4. Theoretical Supply to Meet Year 2025 Monthly Demand 4,500 ' 4,000 Demand 3,500 Average Demand 3,000 q , Imported Water(a) E 2,500 ' A �2,000 o. 1,500 Groundwater or In- 1,000 lieu Imported Waterw 500 0 Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Month i CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 3-16 FINAL DRAFT REPORT 2005 Water Master Plan and i Financing P Plan Update For the City of Huntington Beach ' TETRATECH, INC. in association with Bartle Wells Associates ............................................................................................................................................................................................................................................................................................................................................................................................................................ 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Chapter 4 - Water System Facilities and Operation 4.1 Overview The City's existing potable water system facilities and pipelines are shown on Figure 4-1. The City's ' existing storage system consists of four reservoirs(Overmyer,Peck, Springdale,and Edwards Hill), all located in the lower pressure 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. 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 zones: Zone 1 and Zone 2. Ground elevations in Zone 1 vary between -5 and 80 feet. The Overmyer, Peck and Edwards Hill booster pump stations boost water from their respective reservoirs into the Zone 1 distribution system. Zone 2 is the 800- acre Reservoir Hill area that rises to an elevation of 127 feet. The Reservoir Hill Booster 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. Zone 2 does not have a storage reservoir. In addition to the four booster pump stations, the City's existing potable water distribution system includes ten well facilities that pump directly into the distribution system; three imported water service connections; four emergency water connections with neighboring public water systems; and 577 miles of transmission and distribution piping ranging in size from 4 inches to 42 inches in diameter. ' The City also has three wells that produce nonpotable water due to high color. One of these wells is currently used for irrigation. Another nonpotable water well will be connected to the nonpotable water system in 2006; then the existing nonpotable wells will be destroyed. The nonpotable water system is not discussed in this Chapter. 4.2 System Operation Ten existing potable water wells (Well Nos. 1, 3, 4, 5, 6, 7, 9, 10, 12 and 13) pump directly into the distribution system. The wells are typically used to satisfy system demands during the day and to fill the four system reservoirs at night when system demands are lower. The existing wells have a combined supply capacity of approximately 24,800 gallons per minute(gpm). Well No. 1 is scheduled to be re-drilled in 2006 and it is estimated that the capacity of this well will ' increase from 500 gpm to approximately 750 gpm when this work is completed. The well supply capacity will increase to approximately 25,050 gpm when this work is completed. ' The pumps at Well Nos. 1, 3, and 5 have constant speed motors. The pumps at the other well sites can be operated at variable speeds via natural gas engines and are generally operated to maintain constant flow. aThe Overmyer, Reservoir Hill, Peck, and Edwards Hill booster pump stations are controlled by system pressure at the 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 via either ' variable-frequency motors or natural-gas engines. The Overmyer, Peck, and Edwards Hill booster pump stations are operated to maintain constant discharge pressures of approximately 52, 72,and 52 CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-1 1 Chapter 4—Water System Facilities and Operation pounds per square inch (psi), respectively. This corresponds to discharge hydraulic grades of approximately 180 feet for the Overmyer and Edwards Hill booster pump stations and 189 feet for the Peck Booster Pump Station. The Zone 2 Reservoir Hill Booster Pump Station and the Zone 2 pumps at the Edwards Hill Booster Pump Station are operated to maintain a constant discharge pressure of approximately 75 psi,which corresponds to discharge hydraulic grade of 230 feet. At each booster pump station, the lead pump is shut off when 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 station is off-line, a control valve on the reservoir inlet pipeline automatically throttles to maintain system pressure by allowing system water to flow into the reservoir. Imported water is supplied to the City via three service connections. OC-9, OC-35, and OC-44. The City's allocated capacities from these connections are 6,300 gpm, 9,000 gpm, and 6,700 gpm, ' respectively. 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. System pressures are generally maintained between 40 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 maintain 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 MG. 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 were recommended for construction 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. This reservoir and booster pump station, which are included as a water master plan ' project in this water master plan update,are discussed in Chapter 5. Table 4-1. Characteristics of Existing Storage Reservoirs Maximum High Water Dimensions Depth Reservoir Location (Ft.) (Ft.) (Ft.) (MG) Overm er" Zone 1 441 x 198 48.5 71.83 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 33.67 17.0 Total - - - - 55.0 ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-3 i Chapter 4—Water System Facilities and Operation 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 excavated 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. The work included strengthening the wall footing, installation of a new concrete wall liner, construction of a new roof structure with new roof support columns and column base plates, and construction of gunite floors and slopes. Also, a new booster pump station was constructed. The pumping capacity of the Overmyer Booster Pump Station is 20,000 gpm with all four pumps in operation and 13,500 gpm with the largest pumps (6,500 gpm) acting as a backup. The pump station is operated to maintain a constant discharge pressure of 52 psi. All four pumps have variable-speed operation via natural-gas engines. Two 3,900-gallon liquefied propane gas (LPG) tanks and associated equipment are located at the site to provide backup propane gas supply for operation of the Overmyer and Reservoir Hill booster pumps. The Overmyer Zone 1 pumps can also be used to supply water to the Zone 2 Reservoir Hill area when the Reservoir Hill Booster Pump Station is out of service. The Overmyer booster pump station was rehabilitated in 2004/05. The work included replacement of the entire pump station superstructure and installation of new natural-gas engine drives for existing pump Nos. 1 and 2. 4.3.2 Reservoir Hill Booster Pump Station The Reservoir Hill Booster Pump Station is located at the same site as the Overmyer Reservoir and Booster Pump Station. The pump station boosts water from Zone 1 to the 800-acre Reservoir Hill area that constitutes Zone 2 of the water system. Zone 2 has a high ground elevation of 127 feet. The booster 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 variable- 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 constant discharge pressure of 75 psi. 4.3.3 Peck Reservoir, Springdale Reservoir,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. Well Nos. 4, 7, and 13 are also located at this site. The Peck Reservoir was constructed in 1966. In 1995, the reservoir was rehabilitated with seismic upgrades and a new booster pump station was constructed. The Springdale Reservoir was constructed in 2003. Both reservoirs are 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 the Zone 1 distribution system. The pump station is operated to maintain a constant discharge pressure of 72 psi. The pumping capacity of the Peck Booster Pump Station is 18,540 gpm with all four pumps in operation and 13,905 gpm with three pumps in operation and one pump acting as a backup. Pump Nos. 1 through 4, each rated at 4,635 gpm, have variable-speed operation via natural-gas engines. A i10,000-gallon LPG tank and associated equipment are located at the site to provide backup propane CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-4 Chapter 4-Water System Facilities and Operation gas supply for operation of the engine-driven booster pumps and the engine-driven pumps at Well ' Nos. 4, 7 and 13. Table 4-2. Characteristics of Existing Booster Pump Stations Electric Motor Gas Engine Drive(NC) Pum Design Poin Horse Flow TDU Station Pump I Zone I Speed � �wer ,. Overmyer(a) 1 Zone 1 Variable 409 NG 6,500 165 1,180 2 Zone 1 Variable 409 NG 6,500 165 1,180 3 Zone 1 Variable 150 NG 3,500 116 1,160 4 Zone 1 Variable 150 NG 3,500 116 1,160 20,000 Reservoir Hill 1 Zone 2 Variable 10 EM 400 52 1,770 2 Zone 2 Variable 25 NG 1,500 61 1,770 3 Zone 2 Variable 25 NG 1,500 61 1,770 4 Zone 2 Variable 75 NG 3,500 49 1,160 ' 5 Zone 2 Variable 75 NG 3,500 49 1,160 10,400 Peck 1 thru 4 Zone 1 Variable 330 NG 4,635 200 1,200 18,540 1 Edwards Hill 1 Zone 1 Variable 75 Dual(b) 1,500 130 1,760 2 Zone 1 Variable 75 Dual(b) 1,500 130 1,760 ' 3 Zone 1 Variable 75 Dual(') 1,500 130 1,760 4 Zone 1 Variable 75 Dual(') 1,500 130 1,760 ' --- - -- 6,000 Edwards Hill 5 Zone 2 Variable 25/45(°) Dual(') 1,250 51 1,760 6 Zone 2 Variable 25/45(�) Dual(') 1,250 51 1,760 7 Zone 2 Variable 25/45(°) Dual(') 1,250 51 1,760 3,750 (a) The Overmyer Zone 1 Pumps can also be used to pump to Zone 2 in an emergency. (b) The pumps can be driven either by natural-gas combustion engines with variable speed right angle gear ' drives or by variable frequency motors. (c) The motors are 25 hp and the engines are 45 hp. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-5 Chapter 4-Water System Facilities and Operation 4.3.4 Edwards Hill Reservoir and Booster Pump Station The 9.0-MG Edwards Hill Reservoir and Booster Pump Station are located at the corner of Edwards Street and Overlook Drive. The reservoir and pump station were constructed in 2001. The reservoir is a ground,prestressed-concrete, circular reservoir with the dimensions shown in Table 4-1. The pump station houses both Zone 1 and Zone 2 pumps. The pumping capacity of the Zone 1 pumps is 6,000 gpm with all four pumps in operation and 4,500 gpm with one of the four 1,500-gpm pumps acting as a backup. The pumps are operated to maintain a constant discharge pressure of 52 psi. 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 three 1,250-gpm pumps acting as a backup. The pumps are operated to maintain a constant discharge pressure of 75 psi. All of the pumps (Zone 1 and Zone 2 pumps)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 engine- driven p de b c up propane gas supply for operation of the engine driven pumps. 4.4 Potable 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. 4, 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. 12 can be operated at variable speeds via a variable frequency drive electric motor and is also operated to maintain a constant flow. The pumps at Well Nos. 1, 3, and 5 are driven by constant-speed electric motors. A permanent electric generator is not located at any of these sites nor does the City currently own any portable generators for this purpose. A 10,000-gallon LPG tank and associated 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. As recommended in the 2000 Water Master Plan, the City appropriated funds to purchase a portable trailer-mounted propane storage vessel and construct vaporizers at Well Site Nos. 6, 9, and 10. This project will be constructed in the near future. 4.5 Transmission and Distribution Piping As shown in Table 4-4, there are approximately 577 miles of transmission and distribution piping in the water system with sizes ranging from 4 to 42 inches in diameter. The majority of the piping in the system is 6 to 8 inches in diameter(76%) and is made of asbestos cement(AC)pipe (87%). Pipes by material are shown graphically on Figure 4-2. The transmission mains constitute the majority of the steel pipe in the system. Water transmission pipelines associated with the three imported water service connections transmit water to the central area of the City in the vicinity of the Overmyer facilities. The 36-inch to 42-inch OC-35 transmission main emanates from a connection with the West Orange County Water Board Feeder No. 2 at Glenwood Drive/Springdale Street and runs south on Springdale Street and Edwards Street, then east on Clay Street to a connection with the OC-44 transmission main at Huntington Street, which is near to the Overmyer facilities. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-6 ' Chapter 4—Water System Facilities and Operation Table 4-3. Characteristics of Existing Potable Water Well Pumps i 1 _pft Well No. 1 Constant 75 EM 600 320 1,770 Well No. 3 Constant 350 EM 2,500 406 1,770 Well No. 4 Variable 49 NG 500 252 1,770 Well No. 5 Constant 400 EM 3000 406 1,770 Well No.6 Variable 395 NG 4,000 300 1,200 ' Well No. 7 Variable 409 NG 4,000 300 1,180 Well No. 9 Variable 338 NG 4,000 280 1,760 Well No. 10 Variable 395 NG 4,000 308 1,770 Well No. 12 Variable 400 EM 3,000 310 1,770 Well No. 13 Variable 330 1 NG 1 4,000 1 308 1,770 A non-rectified corrosion protection system was recently installed for this transmission pipeline that included insulating fittings/test stations and a cathodic protection system for the 42-inch coal-tar- enamel coated steel water main and an impressed current rectifier system for the 36-inch mortar- coated steel water main. A new OC-9 transmission main is currently being constructed to replace the previous OC-9 transmission main that was in failing condition as a result of exterior soil-related corrosion. Emanating from the OC-9 service connection at Edinger Avenue and Newland Street, the new 20-inch to 24-inch transmission main will run south on Newland Street to a connection with the OC-44 transmission main in Yorktown Avenue. The 24-inch to 30-inch OC-44 transmission main emanates from the OC-44 service connection at Adams Avenue and the Santa Ana River and runs west on Adams Street, then north on Brookhurst Street, then west on Yorktown Avenue, then north on Huntington Street to a connection with the 42- inch transmission main in Clay Street. A non-rectified corrosion protection system was recently installed for a portion of this transmission pipeline from Adams Avenue/Ranger Lane to Clay and Huntington Streets. Another transmission main in the system is the Downtown Loop that transmits water around and through the Downtown area. The 20-inch steel transmission main, which has an impressed current rectifier system for corrosion protection, connects with the OC-44 transmission main at Yorktown Avenue/Huntington Street and runs west on Yorktown Avenue,then south on Lake Street,then west CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-7 Chapter 4-Water System Facilities and Operation on Olive Street through Downtown, then north on Goldenwest Street to a connection with the 42-inch OC-35 transmission main on Clay Street. Table 4-4.Water Mains in Distribution System Length(Feet) AsbestosPipe Spiral Seam Diameter Ductile Welded Welded Not (Inches) Cement Iron CYL Iron PVC Steel Steel known Total 4 38,884 2,172 0 148 4,391 0 161 76 45,836 6 1,089,749 12,799 0 46 29,888 349 2,924 648 1,136,414 8 1,035,670 14,316 1 0 2,145 118,808 1 261 1,323 1,260 1,173,783 10 48,975 0 0 0 12,372 0 0 1,772 63,119 12 369,516 5,422 0 0 48,229 280 2,924 0 426,371 14 11,796 0 1 0 0 0 1 0 2,278 0 14,074 15 0 0 0 0 0 0 3,493 0 3,493 16 37,819 0 6,151 0 5,492 0 0 0 49,462 18 0 0 0 0 5,666 0 311 0 1 5,977 20 377 0 0 0 7,507 0 24,116 0 32,000 21 1 337 0 1,146 0 0 12,055 2,705 0 16,243 22 42 0 1 0 0 0 1 4,946 0 0 4,988 24 20 0 0 0 4,186 1,930 1,494 0 7,630 30 2,591 0 0 0 0 0 13,188 0 15,779 36 19 0 1 0 0 1 0 13,488 7,986 0 21,493 42 0 0 0 0 0 10,629 9,799 0 20,428 Total (Feet) 2,642,275 34,709 7,297 2,339 236,539 43,938 73,033 3,756 3,043,896 Total Iles 500.4 6.6 1.4 0.4 44.8 8.3 13.8 0.7 576.5 % 86.8 1.1 0.3 0.1 7.8 1.4 2.4 0.1 100 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' Chapter 4-Water System Facilities and Operation The distribution system is a well-grided system with the majority of the grids composed of 12-inch ' diameter AC pipe. Only 1% of the piping in the system is made of cast iron (35,000 linear feet). However, this is ' significant because unlined and uncoated cast iron pipe is prone to severe interior and exterior corrosion, respectively. Unlined cast iron pipe loses much of its original carrying capacity with age due to interior pipeline tuberculosis. This is especially true for cast iron pipe in small diameters. The majority of the cast iron pipe in the City's distribution system is 8 inches or smaller in diameter and some of this pipe dates back 75 to 100 years based on City records. A large percentage of this pipe is located Downtown as shown on Figure 4-2. Cast iron pipe determined to cause low system pressures is recommended for replacement in the first year of the updated Water Master Plan Capital Improvement Program. Otherwise, it is recommended that cast iron pipe be replaced as part of an annual replacement program starting with the Downtown area. ' 4.6 Distribution System Treatment 1 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 means of chloramination. The City disinfects at each of its well sites through the injection of gaseous chlorine (C12) typically at a rate of about 1.0 milligram per liter (mg/1) residual. The City receives imported water that has been disinfected by means of chloramination typically at a rate of about 2.2 mg/1 residual. Chlorination facilities at Well Site Nos. 6, 7, 9 and 10 were recently upgraded. The upgrades included room modifications, some building construction, and the installation of secondary containment vessels with CL2 leak monitors and earthquake sensors. Permanent chlorination facilities are scheduled for i ' construction at Well No. 13. The City has fluoridated its water supply since 1972. The natural fluoride concentration of the groundwater ranges from 0.3 to 0.4 mg/1 and the imported water supply has a fluoride content of 0.2 mg/l. The City increases the fluoride concentration to between 0.70 and 1.30 mg/l. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 4-10 ' FINAL DRAFT REPORT 2005 Water Master Plan and Financing P Plan Update For the City of Huntington Beach TETRATECH, INC. in association with Bartle Wells Associates Chapter 5 - Water 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 fighting 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 (MG) of storage capacity located at the Overmyer,Peck, ' Springdale, and Edwards 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 from the reservoirs into the Zone 1 distribution system at appropriate pressures. The Reservoir Hill Booster Pump Station, which ' is located at the Overmyer site, boosts water from Zone 1 into Zone 2, which does not have a storage reservoir. In addition to Zone 1 pumps, the Edwards Hill Booster Pump Station also houses pumps to boost water into Zone 2. ' Table 5-1.Existing and Proposed Reservoir Capacities Capacity Reservoir Location (MG) Existine Overmyer Zone 1 20.0 Peck Zone 1 17.0 Springdale Zone 1 9.0 ' Edwards Hill Zone 1 9.0 Subtotal - 55.0 ' Pronoscd Southeast. 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 ' sources 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 the fault and leave the southern portion of the City without potable water. As recommended in the 2000 Master Plan, a 10-MG storage reservoir and an 11,000-gallons per ' minute (gpm) booster pump station will be constructed in the southeast quadrant of the City, south of the fault, as shown on Figure 5-1, as part of the City's current Water Capital Improvement Program (discussed in Chapter 7). The reservoir and booster station are sized to supply demands to the area south of the fault and south of Bolsa Chica. Additionally, a 10,400 linear-foot 16-inch to 24-inch ' distribution/transmission main will be constructed to distribute the water supply to the southeast service area and to transmit water to the Downtown Loop. The proposed routing is north on Newland Street, then west on Atlanta Avenue to a tie-in with the 20-inch Downtown Loop at 3rd Street/Lake ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-1 • e ,o��i�i ®®®®moo ♦o ♦i♦�o�®i�♦o`d . � ooii®®•�� �o�i�i®is��®�®®sue®®pi®®i�r®_ o♦o ♦♦♦♦♦ss♦000 o♦o♦oo♦® �0°�♦0♦000000,�000,•®®��i♦o♦000♦000®®®.®o� . .. -. o♦�♦®♦®o,�®o♦o♦o®o♦♦♦♦♦000000♦o®♦000♦�o.�e •. . , o®.®®o,,�®®ono♦®®®♦♦o♦o♦®o,�®®®®®®®o®oo�O �♦s♦♦ o•.�or oo.rr�♦♦�®e - o ,o®®®♦®i®i®o®®♦o®�®a®off®�°so®oi♦io°�®ooi •• -• ♦ ♦090♦♦♦ a��00000♦♦ o®Jio�%00%%per a® m��°��ei�a♦� 1 .o®oo♦�iooi♦i��®i♦ioioio�a®oo®on :,•%°��®%%%® PAR �%i®���i®ems , - ♦i♦�♦o�o�o�o�o� MIR , © e Chapter 5—Water Storage and Emergency Supply Street as shown on Figure 5-2. The proposed transmission main would be interconnected with a parallel 12-inch distribution main for the entire routing to distribute water to the southeast service area. With the construction of this"Southeast Reservoir and Booster Pump Station", the City will have 65.0 MG of storage capacity as shown in Table 5-1. The four existing reservoirs are located in Zone 1. The proposed Southeast Reservoir will also be located in Zone 1. Operational, fire, and emergency storage for Zone 2 is available from the Zone 1 reservoirs as Zone 2 does not have a storage reservoir. 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 to be more reliable than electrical power. Emergency 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 if the supply is available during the emergency scenario being considered. It then becomes important to have emergency power at supply sites to ensure source supply during a power outage. All of the City's supply sources, wells and imported water connections, are located in Zone 1. The Zone 1 supply sources must produce peak-hour supply to the Zone 2 Edwards Hill and Reservoir Hill booster pumps because Zone 2 does not have a storage reservoir to supply operational storage. The ' Reservoir Hill Booster Pump Station, which boosts water from Zone 1 into Zone 2, must have sufficient 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. ' 5.2 Reservoir Operating Levels Table 5-1 shows the capacities of the City's reservoirs corresponding to when the reservoirs are filled to their maximum levels. However, during a normal operating day, the reservoir levels vary between the maximum and minimum levels in order to supply water into the system when needed. The City typically fills their 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 water connections are set such that the reservoirs are exercised during high demand hours of a day. The volume that is drained and then refilled on a daily basis is operational storage. With this in mind, a total volume of 55 MG is never available at any one time and in essence is a theoretical volume. ' In assessing system storage, the full storage capacity of 55 MG is taken as a starting point. The operational storage needed on the maximum-demand day is then calculated. This volume is then subtracted from the 55 MG capacity to assess available storage when all reservoirs are at their lowest levels simultaneously during a normal operating day. However, this again is theoretical because not all reservoirs will be at their lowest levels at the same time on a given day. But this is the normal conservative approach taken in assessing system storage sufficiency. IL ' Fire storage necessary for fire protection is then assessed assuming that complete system operational storage has been depleted during a normal maximum-demand day. Emergency storage, which is ' reservoir volume necessary to satisfy system demands when normal supplies are reduced or unavailable due to unusual circumstances, is then assessed after operational and fire storage volumes have been subtracted form system reservoirs. This is the industry standard methodology for assessing water system storage sufficiency. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-3 � > cc N _ J Tie into 20" J Downtown Loop % L Proposed 16" { Distribution Main N + Nor -� i - Atlant2:Ave I _ > Proposed 20" 0o I, Distribution Main CO •�• L ` Proposed 24" •\. \ Distribution Main ' �•� Proposed 11,000 GPM Southeast \, Booster Pump Station 0 \•• Proposed 10 MG � Southeast Reservoir 1 1 ���••�• AES PROPERTY LEGEND \• ; -------- City Boundary •\,\• ' ' ----- AES Boundary '`•• MO■■■■■ Proposed Water Main \'•\� 1 Proposed Reservoir N \. •` Proposed Booster Pump \• W Station(BPS) o Soo 1,000 1,500 E Feet \. S \• City of Huntington Beach Water Master Plan Update ' Proposed Southeast Reservoir, BPS and Distribution Main ® Tetra Tech, Inc. Figure 5-2 ' Chapter 5—Water Storage and Emergency Supply ' 5.3 Operational Storage As a general rule, supply sources other than reservoirs are designed to supply average-day demand up to average-day demand on the maximum-demand day, i.e. maximum-day demand, and storage ' reservoirs are sized to supply the hourly demands in excess of maximum-day demand.This storage volume is termed operational storage. The reservoirs fill when demand falls below the total output from the wells and the imported water connections. Operational storage is often determined from ' hourly flow data, which is currently not available for the City. When this data is not available, water agencies often reserve approximately 25%of maximum-day demand 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 summer are less severe than more-inland areas. As a result, the City's actual operational storage may be slightly less than 25% of maximum-day demand. However, to be conservative, 25% of maximum-day demand will be used as the operational storage requirement for the City's water system for this water master plan update. Year 2025 maximum-day demand for the City is estimated at 44,568 gpm (average-day demand of ' 24,760 gpm multiplied by a 1.80 maximum-day demand peaking factor). At 25% of maximum-day demand, the operational storage requirement is 16.04 MG. 5.4 Fire Storage Fire flow is the flow rate of a water supply that is available for fire fighting at a 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 use, construction materials, and building floor area (fire area). The UFC requirements are minimum requirements and additional fire flow and storage might be required as determined by the City's fire department. More detailed information on UFC fire flow requirements is provided in Chapter 6. ' General fire flow requirements based on general land use classifications as shown in Table 5-2 will be used to analyze fire-flow pressures and storage in this Water Master Plan Update. Actual fire now requirements would be determined by the City Fire Department 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,which is discussed in Chapter 6. Because a fire can occur on any day and at any time, the adequacy of fire storage and supply was analyzed on the maximum-demand day after operational storage had been depleted. 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 1988 and 2000 City Water Master Plans and will be used as the Zone 1 requirement in this Water Master Plan Update. It assumed that the two simultaneous commercial or mixed use fires would occur in the Downtown area. ' Zone 2 has some industrial land use. Accordingly,per the general fire flow requirements in Table 5-3, the maximum Zone 2 fire flow requirement is 6,000 gpm for 6 hours (2.16 MG gallons). Because Zone 2 does not have a reservoir, this storage must be provided in Zone 1 reservoirs. 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 Booster Pump Station was assumed out of service in analyzing the adequacy of Zone 2 fire-flow supply. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-5 ' Chapter 5-Water Storage and Emergency Supply ' Table 5-3. General Fire Flow Requirements for Water Master Plan Analysis(a) Fire Flow Flow Duration Land Use Designations (gpm) (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 Update.Actual fire flow requirements would be determined by the City Fire Department in accordance ! ' with the Uniform Fire Code. 5.5 Emergency Storage/Supply Emergency storage is reservoir water that is available to satisfy demands when normal supplies are reduced or unavailable due to unusual circumstances. For the City, normal water 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 fire storage have been depleted from the reservoirs on the maximum-demand day. ' One way to gauge the magnitude of available emergency storage is to determine the equivalent number of days of average demand that can be provided. Year 2025 operational plus fire storage requirement for the City is estimated at 21.20 MG (16.04 MG operational plus 5.16 MG fire). ' Currently, the City has 55.0 MG of storage capacity. After the operational and fire storage have been depleted, 33.80 MG of storage is available as emergency storage. At a year 2025 average demand of 24,760 gpm (35.65 MG), 0.95 days of average demand emergency storage would be available. With ' the construction of the proposed 10.0 MG Southeast Reservoir, 1.22 days of average demand emergency storage would be available. However, this is a rather abstract barometer of emergency storage that is primarily useful for comparison with other water purveyors. ' 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 demand(unless otherwise footnoted) for the various agencies contacted are shown in Table 5-4.Note that some agencies responded with days of"peak-day"demand or days of"emergency storage",which are footnoted in Table 5-4. It is not known if days of"emergency storage"are days of ' average demand or peak demand. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-6 Chapter 5—Water Storage and Emergency Supply Table 5-4.Emergency Storage for Other Area Water Purveyors (#Days Emergency Storage i Average Water Agency Demand)(') City,of Huntington Beach(b) With Southeast Reservoir 1.2 Without Southeast Reservoir 1.0 iRespondents to 2001 Citv 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�`� 1.5 City of Sacramento(d) 0.5 ' East Bay MUDtat 0.2 City of Garden Grove(d) 1.1 City of Inglewood, 1.4 City of Los Angeles(d) 15 City of Santa Anal, 0.4 City'of Hawth(lirnVd) 0.7 City of Torrance'(d) 0.7 City of San Diego(d) 0.4 Otay Water District 0.6 iCity of Sacramento(d) 2.1 From Published Water Master Plans Irvine Ranch Water District 1.8 Capistrano$each Water District-1997 0.5 City of Tustin,—2000 0.4 City of Westminster—1999 0.3 Yucaipa Valley Water District 2.0 City. 0 Ontario 1.0 (a) Unless otherwise footnoted ' (b) Based on estimated year 2025 average-day demand (c) Days of"peak-day"demand (d) Days of"emergency storage" CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-7 1 Chapter 5—Water Storage and Emergency Supply Emergency storage for other local water agencies (as days of average demand) from information published in recent water master plan reports are also included in Table 5-4. The City of Huntington Beach is approximately in the middle for emergency storage as days of average demand relative to the other agencies listed in Table 5-4. However, the amount of emergency storage needed by a given agency is 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 not very likely relative to a scenario where either 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 Master Plan Update for the emergency scenarios evaluated. Note that the days of average demand emergency storage shown in Table 5-4 is for normal average-day demand, i.e. not reduced. ' In this Water Master Plan Update,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 imported 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 in Chapter 3, the City purchases supplemental, treated, imported water from MWDOC, ' which is a member agency of MWD. MWD imports raw water from northern California and the Colorado River, then treats the majority of this water to potable standards at filtration plants located in Southern California. As shown on Figure 5-3, imported water is conveyed to the City via the ' following routes: l. From the Diemer Filtration Plant to the East Orange County Feeder No. 2 (EOCF2)to the OC- 44 Transmission Line to the OC-44 Service Connection 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: ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-8 ............................ ............. ......... ........ ........ ........ .......... ..... ........ .......... ............. .............. ........... ......................... ........................ .............. .......... ......... ......... ......... \ �` x �y�� �J\�\\\\\,\�\\u\\\\\ue\\\\\\\\\\\\\\\ rFF g \\ \ewe\\\\\\\\�\\\\\ \\\\\\\\\\\\\\\\\v.\\\\`h +�F' . \ \\\ Z 3 pF \\ \\O. 3: coe v>xurc< �1t \\ \� sr ` .\ \Qlay.»oxck \ A2;:� � \ :`\ �: �\\ �� � .. `tr�0�\. i%85�2.�.�'>`¢Z`E2f i`0� eTR�Doc 5�` ate',: ' \ '�.tii`l�'� . _ viF \\`�` ` \\ O :: 3f ..... -i ; �.;: ::: � �� ::: ... .::.:.; ..�:: ���:. � � �\\\C�DQ\\�\\\\�.., +\a5'tiSPD'�.��Q:`sr�'..3Q ..t\\\�'Ck.,: .`.:\ \\ a ` \ \ \ a� ... 6�.\\ v \� : �: \ '� \..:.. e.. v. .. \. .. \\. V ` e . . . '' \ t c. Z '3 \ \.; \ \ 'fir :'\ :: \ \ �` ` ..\ \ J \ \ \ \ aQ^�: `\\�\c ;;\ ,.�' �. \ mac .. w • i \\ \ F e a \ ` . \ , \ \:' \. \ w \j \ i \... .. :...i \ \\,.;;: Jft\gs �cil, K i., \ \ i 3 A'a� .. .:r v \ ...> .. ® � - ^ a r € ...... has';; . \ ..,`°. \�� ���. ��.: \ YF� .� :�a°ate\ i : \ \ v \: \:: \ \:: aS\: "+ ` `.�. ,catt i ... �> � \ � ii,`, aoaaaaei �v�reaaiaaaia�l \: i�tR•S�. Yt �.x-tJ�S�. t �` \ y 4 \.. ` l fit- ..: \ v \..\ �A`ay. �. ` \. t \` \ \ `� \ i O\ :'\ { e\ \ \ i .. \ ......: .. .. ...: .. \ ,iea. ......:::::::.,. v \ ... \ \ , v ................. v ;:, .: �` 4 0 .::: \ �� �� � �� � pla .m e Pi � 3 ��a � ' Chapter 5-Water Storage and Emergency Supply a) the West Orange County Water Feeder No. 1 to 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. There is also a line valve that can be opened to allow imported water supply to OC-9 and OC-35 through a second leg of the West Orange County Feeder. The City's allocated capacities in OC-9, OC- 35,and OC-44 are shown in Table 5-5. Table 5-5.City Imported Water Service Connections 1Allocated Capacity Zone Dale and Katella Streets OC-9 6,300 Zone 1 (City of Stanton Dale and Katella Streets OC-35 9,000 Zone 1 (City of Stanton Adams Ave. &Santa Ana River OC-44 6,700 Zone 1 ast 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 transmission 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 transmission pipelines traverse hundreds of miles in areas with high seismic potential and this makes the imported water supply system susceptible to damage in a seismic event. 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 1 longer. MWD's "Infrastructure Reliability and Protection Plan (IRPP)" is a program where MWD is evaluating the reliability of its aqueduct facilities, treatment plants and distribution system. MWD conducted a regional evaluation of the risks to its facilities from earthquakes and categorized recovery times for four types of defined events,as summarized in Table 5-6. ' In addition to the recovery times shown in Table 5-6,MWD also provided a more detailed assessment of the time required for specific facilities in Orange County. An outage of the Diemer Filtration Plant is estimated to have a recover time of 31 days and repairs on the East Orange County Feeder No. 2 is ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-10 1 Chapter 5 -Water Storage and Emergency Supply 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 5-6.MWD IRRP Defined Events and Recovery Times Recovery Single location pipe failure due to earthquake,operational occurrences,or Nominal Single Event 3rd party incidents 3 to 10 days Multiple location pipe failures due to Recovery Plan`Event moderate earthquake 14 to 21 days Single location pipe failure in a difficult 'Complex,Sin le Event location with interferin utilities 21 to 31+days Failures of treatment plants and distribution system due to seismic events that significantly exceed design ' I Extreme Event criteria Ito 6 months The City has some protection against losing its entire imported water supply because imported water ' can be conveyed from the Diemer Plant to the City via several routes to OC-9 and OC-35 and a separate route to OC-44. Although concurrent breaks on several routes are possible, concurrent breaks on all of the routes is not considered likely. The City can also receive treated imported water from the !, Diemer Filtration Plant and 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 imported water supply reliability for Huntington Beach. MWDOC said that the City might receive all, some, or none of its normal imported water 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 who most needed imported water, and conceivably the City could be asked to get by on groundwater alone if that is where the City fell on the priority list. Under an extreme emergency in which no imported water were available, the City would have to rely on 100% groundwater supply to meet demands of 18,600 gpm and 19,800 gpm, which is the City's estimated year 2005 and year 2025 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. capacity 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 place. 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. With the re-drilling of Well No. 1, the City will have a total potable water well capacity estimated at ' 25,050 gpm as shown in Table 5-7. However, under the assumption that Well No. 5 is out of service, the capacity is reduced to 22,550 gpm, which is still greater than the estimated 2005 and 2025 demands. The City would also have 45.1 MG of emergency storage available with the construction of the 10.0 MG Southeast Reservoir. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-11 Chapter 5—Water Storage and Emergency Supply Table 5-7. Well Capacities and Supply under Electrical Power Outage Available Estimated Electric Motor PowerOperating (EM)or Natural Electrical Capacity Gas Engine Outage Well g, , , 750 EM 0 3 2,500 EM 0 4 500 NG 500 5 3,000 EM 0 ' 6 3,000 NG 3,000 ' 7 3,400 NG 3,400 9 3,000 NG 3,000 10 3,400 NG 3,400 3,000 EM 0 ' 13 2,500 NG 2,500 Total m 25,050 - 15,800 Total m d 36.1 - 22.8 (a) Existing operating capacity of 500 gpm but will have an estimated capacity of 750 gpm after being re- drilled in 2006. (b) Completed in late 2005 at a capacity of 3,000 gpm with an electric motor and no on-site generator. 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, it is assumed that an earthquake would disable the imported water ' supply for up to 31 days and would create a 7-day electrical power outage. In this 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. 1 As recommended in the 2000 Water Master Plan, the City appropriated funds to purchase a portable trailer-mounted propane storage vessel and construct vaporizers at Well Site Nos.6, 9, and 10 so as to provide energy backup supply for these well sites. This project is scheduled in the City's Water Capital Improvement Program as discussed in Chapter 7. The portable propane storage vessel will be stored at the City's Water Division Yard. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-12 Chapter 5-Water Storage and Emergency Supply As in Emergency Scenario No. 1, it is assumed that normal booster pumping capacity is available, but that Well No. 5 is out of service for repairs. As shown in Table 5-7, 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. 1 and 3 have electric motors and would be out of service backup generators are not available. Well No. 5 is assumed out of service due to repairs consistent with the assumption made in Emergency Scenario 1. 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 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 at ' the Zone 2 Reservoir Hill Booster Pump Station that is powered by an electric motor only and is assumed to be out of service during the electrical power outage. ' The City's existing average-day demand reduced by 20% through public notification is estimated at 18,600 gpm. During an electrical power outage, available well supply is estimated to be 15,800 gpm, which results in a supply deficit of 28.2 MG for a 7-day outage. However, the City would have 35.1 ' MG of emergency storage available from the reservoirs, resulting in a supply surplus of 6.9 MG for the 7-day electrical power outage. ' The estimated year 2025 average-day demand reduced by 20% through public notification is 19,800 gpm. During an electrical power outage, a supply deficit of 40.3 MG for the 7-day period would occur. However,the City will have 45.1 MG of emergency storage available after the construction of the 10.0 MG Southeast Reservoir to satisfy demand during the 7 days. EmenzencyScenario 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 water 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 5-5. The maximum allocation of 22,000 gpm is sufficient to supply the estimated existing and year 2025 average-day demands, reduced by 20% through public notification, of 18,600 gpm and 19,800 gpm, respectively. The City also has 35.1 MG of emergency storage now and will ' have 45.1 MG of emergency storage in the future with the construction of the 10.0 MG Southeast Reservoir. This emergency storage is equivalent to an 813-gpm supply for 30 days for the existing system and a 1,044-gpm supply for 30 days for the year 2025 system. ' Emer encv Scenario No 4: A complete loss 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 unlikely. This would be the scenario where the total emergency supply 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 and that supply from emergency connections with other Cities would not be available. Available emergency storage is equivalent to 1.00 days of average demand for the existing water system and 1.22 days of average demand for the 2025 system. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-13 ' Chapter 5—Water Storage and Emergency Supply However, under such an extreme outage scenario, the City would go to immediate public notification and demand would be reduced below average demand. Because of the severe condition, it might be assumed that water demand would be reduced 20% to 40%. A 20% reduction results in emergency storage equivalent to 1.26 days of average demand for the existing water system and 1.54 days of average demand for the ultimate system. A 40% reduction results in emergency storage equivalent to 1.68 days of average demand for the existing water system and 2.05 days of average demand for the 2025 system. Emer—aency Scenario No S: 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. Pumped storage in the southern part of the City, south of the Newport-Inglewood fault, was recommended in the 2000 Water Master Plan and is recommended in this Master Plan Update based on the findings in the 1999 City of Huntington Beach Infrastructure Restoration Study (Special Study Report on the Water and Drainage System Infrastructure) prepared by the U.S. Army Corp (1999 Army Corps Study). Currently, there are no sources of supply and no storage reservoirs in the City south of the fault. 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 anticipated that a portion of the major water mains crossing the fault could be repaired within 5 hours after the earthquake to provide partial service to the southern areas isolated by the fault. The City has purchased property at the AES generating plant site as the location for the Southeast Reservoir and Booster Pump Station. When constructed, this reservoir and booster pump station will provide fire plus emergency storage for the area south of the fault and east of Bolsa Chica. A 16-inch to 24-inch distribution/transmission main will be constructed from the reservoir to a tie-in with the 20- inch Downtown transmission main at 3rd Street/Lake Street. These projects are included in the City's ' Water CIP as discussed in Chapter 7. 5.5.1 Pressure Zone 2 The ultimate maximum-day demand projected for Zone 2 is 4.82 mgd (3,348 gpm). At 25% of the maximum day demand, the operational storage requirement for Zone 2 is 1.21 MG. A 6,000-gpm fire- flow for five hours is the Zone 2 fire-flow requirement because of industrial land use in Zone 2. This equates to a fire storage requirement of 2.16 MG. The combined storage requirement of 3.37 MG must be available in Zone 1 reservoirs since Zone 2 does not have a reservoir. 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 Hill Booster Pump Station has a pumping ' capacity 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 maximum-day demand plus fire flow requirement of 9,348 gpm. The Reservoir Hill booster pumps with the exception of Pump No. 1 are powered by natural gas 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 i ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-14 Chapter 5—Water Storage and Emergency Supply 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 equipment are located at 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. 5.6 Storage/Supply Adequacy for Emergency Operating Conditions j ' The City has sufficient reservoir storage to satisfy City operational plus fire storage requirements through the planning period ending in the year 2025. 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 City to ensure supply reliability and storage for the area south of the Newport I ' Englewood Fault and south of Bolsa Chica. The City has sufficient emergency storage, groundwater supply, imported water supply, and I ' emergency power to withstand a number of emergency supply outage scenarios evaluated in this Chapter. ' As scheduled in the City's current water CIP, a portable trailer-mounted propane storage vessel will be purchased and vaporizers will be constructed at Well Nos. 6, 9, and 10 to provide energy backup for these wells. 1 ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 5-15 1 FINAL DRAFT REPORT ' 1 2005 Water Master Plan and Financing Plan Update ' For the City of Huntington Beach �1 e i 1 1 ' 1 1 1 TETRATECH, INC. in association with Bartle Wells Associates ' Chapter 6 - Water Distribution ' 6.1 Overview The City's H2ONET hydraulic network model was updated with pipelines constructed since the year 2000 and with new demands as developed in Chapter 2 of this Water Master Plan Update. In utilizing updated software, the connectivity of the model was also improved. The updated model was then used to simulate and analyze distribution system performance for the Existing System and for the year 2025 system. ' 6.2 Upgrading and Updating City's Hydraulic Model ' The City's existing H2ONET hydraulic network model was created by the City in 1998 using the water system layers from the City's Geographic Information System (GIS) in converted AutoCAD format. Demands were redeveloped and allocated in the model as part of the 2000 Water Master Plan and the model was calibrated from eleven field fire hydrant test and corresponding system SCADA recorded at the times of the field tests. The model calibrated well as shown in Table 6-1 with the majority of the static and dynamic model ' results within 3% of the field results. Four of the 13 dynamic model results varied between 7% and II% and one dynamic model result deviated 19% from the hydrant test result. A model test result within approximately 10% of the hydrant test result is considered good. The City's model has approximately 19,000 pipes and approximately 17,000 junctions. The vast majority of model pipes are connected at the junctions,but there are scattered occurrences (approximately 2%)where pipes are not connected at junctions. The majority of these disconnections are a result of duplicate nodes ' occurring at the same location with these duplicate nodes not being connected. This is a common error that occurs when converting GIS information into a hydraulic model. The City upgraded their H2ONet software from Version 3.5 to Version 5.2 for this project. The new ' software has a network review/fix tool that allows for the identification of network topology problems. The feature was used to identify and correct model disconnections. Additionally, fire flows of 1,000 gallons per minute (gpm), 1,500 gpm and 2000 gpm were run at all model junctions as discussed later ' in this chapter. In running these high flows at model junctions, additional model disconnections were identified. ' To examine how effectively the model had been corrected, the five model calibration tests as conducted for the 2000 Water Master Plan that exceeded a deviation of 7% were rerun with the upgraded model. The results,which are shown in Table 6-1, showed a large improvement for three of the dynamic test with one test result unchanged. One dynamic test result (Test 3R) decreased in ' accuracy,but this was because the wrong junction/hydrant was run in the model in 2000. The correct junction was selected for the 2005 model rerun, and the dynamic residual pressure was 63 pounds per square inch (psi), which was 11% lower than the 2000 hydrant test result(it was 7%lower in the 2000 ' model test). However, because an area disconnection had been corrected, the pressure increased from 59 psi to 63 psi. In addition to upgrading the City's model, the model was updated. As-built drawings from pipeline construction projects that had occurred since the 2000 Water Master Plan were input into the 2005 model. Global factors were used to adjust demands in the model for both the Existing System Model and the Year 2025 Model based on the updated demands developed for this Water Master Plan as ' presented in Chapter 2. The upgraded and updated 2005 hydraulic model was then used to run model simulations to analyze water distribution system performance. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 6-1 ' Chapter 6—Water Distribution Table 6-1. 2000 Model Calibration Results and 2005 Model Retests II Results Dynamic Static FDynamic % Static % Test Location- Flow Pressure Pressure Pressure Deviation Pressure Deviation No.(') Intersection (gpm) (psi) (psi) (psi) (psi) 1 Buckingham 2650 64 72 62 -3% 72 0% &Graham 2 Melody 2235 63 76 56 -11% 76 0% 2R I &Rhapsody 56 -11% 78 3% 3(b) Laurelhurst 2510 71 78 66 -7% 75 4% 3R &Ma 'an 1 63 -11% 78 0% 4 Elm 2470 58 70 56 -3% 70 0% ' &Cypress 5 Moonfield 2280 65 81 59 -9% 82 1% 5R &No crest 63 -3% 79 -2% 6 Saddleback 2580 56 75 50 -11% 77 3% 6R &Derby 58 4% 76 1% ' 7 Forelle 1920 36 57 43 19% 56 -2% 7R &Patterson 40 11% 55 -3% Hess 1820 44 61 45 2% 60 -2% 1 8 &Utica Orange 2020 59 67 59 0% 67 0% ' 9 & 14th Olana 2190 58 73 57 -2% 71 -3% 10 &Yorktown Pinetree 2510 60 72 62 3% 73 1% 11 &Waterfront ' a) Test designation with R,i.e.2R,signifies retest with upgraded model(2005 model). b) Wrong model junction (hydrant) selected for comparison in 2000. Correct junction used for comparison with upgraded model. Area disconnection that was corrected improved dynamic pressure from 59 to 63 psi. ' 6.3 Year 2005 System Analysis The average day demand for the Existing System is taken to be 23,260 gpm. Maximum-day and peak- hour peaking factors as developed in Chapter 2 were applied to system demand junctions to create maximum-day and peak-hour demand scenarios. ' 6.3.1. Average-Day Demand A normal average-day demand simulation was run and pressures in the system were found to be good with pressures ranging from 80 psi to 46 psi. The results of the analysis are shown on Figure 6-1. 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' Chapter 6—Water Distribution One small area in Zone 1 in the vicinity of the southern Zone 2 border had pressures between 46 and ' 50 psi. This is because ground elevations in this area increase 15 feet relative to the surrounding area, which had pressures ranging from 50 to 60 psi. Pressures in the southeast were in the 70s; pressures in the north generally varied from the mid 70s to to 80 psi; pressures in the central portion of the City east and south of Zone 2 were in the 50s; and pressures in the downtown area were generally in the 60s. Zone 2 pressures generally ranged from 60 to 80 psi. 6.3.2. Peak-Hour Demand ' A normal peak-hour demand simulation was run and pressures in the system were found to be good with pressures ranging from 80 psi to 37 psi. The results of the analysis are shown on Figure 6-2. Pressures above 35 psi are considered acceptable for peak-hour demand. With the exception of a few ' spots in Zone 1 in the vicinity of the southern Zone 2 border that had pressures between 37 to 40 psi due to higher ground elevations, all other portions of the City had pressures above 40 psi. Pressures in the southeast were in the 50s and 60s; pressures in the north were generally in the 70s; pressures in the central portion of the City east of Zone 2 were in the 40s; and pressures south of Zone 2 into the downtown area were generally in the 40s. Zone 2 pressures ranged from 60 to 80 psi. ' 6.3.3. Maximum-Day Demand plus Fire-Flow Common practice is to evaluate system fire pressures during maximum-day demands. Fire flow is the ' flow rate of a water supply that is available for fire fighting at a 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). Appendix III-A of the UFC provides fire flow requirements for buildings. The fire flow requirements are based on land use, construction materials, and building floor area(fire area). The minimum fire flow and duration requirements for one and two-family dwellings having a fire area ' less than 3,600 square feet is 1,000 gpm for two hours. Fire-flow and flow duration requirements from the UFC for residential dwellings with fire areas greater than 3,600 square feet can not be less than the fire flow requirements shown in Table 6-2. The UFC allows a reduction in the fire flow requirement ' of 50 percent, as approved, when the residential dwelling is provided with an approved automatic sprinkler system. ' Fire-flow and flow duration requirements from the UFC for non-residential buildings can not be less than the fire flow requirements shown in Table 6-2. The UFC allows reduction in the required fire flow of up to 75 percent when the non-residential building is provided with an approved automatic sprinkler system. However,the resulting fire flow can not be less than 1,500 gallons per minute. ' These UFC requirements 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 classifications as shown in Table 6-3 will be used to analyze fire-flow pressures and storage in this Water Master Plan Update. Actual fire flow requirements would be determined by the City Fire Department in accordance with the UFC. The fire flows shown in Table 6-3 could be reduced if the ' building in question is provided with an approved automatic sprinkler system. 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' Chapter 6-Water Distribution Table 6-2.Minimum UFC Fire-Flow Requirements for Non-Residential Buildings and ' Residential Dwellings with Fire Areas Greater than 3,600 Square Feet. Fir Area(square fee Fire- Fire Flow Type I-FR, Type 11,1-hr, Type tV-HT, Type 11-N, Flow Duration i i gp ' 22,700 12,700 8,200 5,900 3,600 1,500 2 30,200 17,000 10,900 7,900 4,800 1,750 38,700 21,800 12,900 9,800 6,200 2,000 ' 48,300 24,200 17,400 12,600 7,700 2,250 59,000 33,200 21,300 15,400 9,400 2,500 70,900 39,700 25,500 18,400 11,300 2,750 83,700 47,100 30,100 21,800 13,400 3,000 3 97,700 54,900 35,200 25,900 15,600 3,250 112,700 63,400 40,600 29,300 18,000 3,500 ' 128,700 72,400 46,400 33,500 20,600 3,750 145,900 82,100 52,500 37,900 23,300 4,000 4 164,200 92,400 59,100 42,700 26,300 4,250 ' 183,400 103,100 66,000 47,700 29,300 4,500 203,700 114,600 73,300 53,000 32,600 4,750 225,200 126,700 81,100 58,600 36,000 5,000 247,700 139,400 89,200 65,400 39,600 5,250 271,200 152,600 97,700 70,600 43,400 5,500 ' 295,900 166,500 106,500 77,000 47,400 5,750 >295,900 >166,500 115,800 83,700 51,500 6,000 to of 125,500 90,600 55,700 6,250 it of 135,500 97,900 60,200 6,500 it if 145,800 106,800 64,800 6,750 to to 156,700 113,200 69,600 7,000 ' It of 167,900 121,300 74,600 7,250 of 1 179,400 129,600 79,800 7,500 ' to 1 1 191,400 138,300 85,100 7,750 to 1 >191,400 >138,300 >95,100 8,000 From Uniform Fire Code(Appendix III-A,Table A-III-A-1). ' Building Construction Types I through V,pursuant to the Uniform Building Code. Types I and II:Non-Combustible construction materials(e.g.concrete structures) Types III,IV,and V: Combustible construction materials(e.g.wooden structures) ' FR-Fire Resistant HT-Heavy Timber Fire flow measured at 20 psi residual pressure. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 6-6 ' Chapter 6—Water Distribution Table 6-3. General Fire Flow Requirements for Water Master Plan Analysis(a) Fire Flow Flow Duration Land Use Designations (gpm) (hours) One and Two-Family(Low DensW Residential 1,000 to 2,000 2 Multi-Family(High Density) Residential,Mobile Hoine Park, and School 3,500 3 All Commercial other than Re 'onal 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 Update.Actual fire flow requirements would be determined by the City Fire Department in accordance with the Uniform Fire Code. I ' Recommended Fire Flow Improvements from Previous Water Master Plan i ' Nineteen fire flow analyses were made in the 2000 Water Master Plan. The locations were selected based on perceived weakness of fire flow supply due to high ground elevations, missing pipe loops or segments, and/or remote distance from supply sources. Available fire flow from a fire hydrant is estimated to range from 1,000 gpm to 3,000 gpm. In conducting a fire flow analysis, the initial simulation was run using one fire hydrant regardless of the total target fire-flow for that area. If the target fire-flow was not achieved, then additional hydrants were used in subsequent simulations in an attempt to achieve the total target fire-flow. Based on the analysis, piping improvements were recommended to improve fire flow in five areas. The first area is the commercial visitor land use at Peters Landing in Huntington Harbor. The recommended improvements,which are shown on Figure 6-3, is the replacement of the existing 6-inch main on Anderson Street between South Pacific Avenue and North Pacific Avenue with a 10-inch main and the construction of a 12-inch main on Anderson Street to tie into the existing 12-inch ' pipeline in Pacific Coast Highway (PCH). The pipeline improvements improve fire pressures in the Peter's Landing area and also provide supply redundancy for this area as well as for Sunset Beach, which is located south of PCH. This project is scheduled in the City's Water Capital Improvement Program(CIP)as discussed in Chapter 7. As will be discussed later in this Chapter, additional fire analysis in this area showed that residual fire pressures at several hydrant locations on the 6-inch main in North Pacific Avenue in Sunset Beach were less than 20 psi at a 1,000 gpm fire flow. None of the hydrants on this water main, which is approximately 1,700 linear feet(If) long, can support a 1,500 gpm fire with a 20-psi residual pressure. While the aforementioned pipe additions provide some improvement for fire flows on this pipeline, ' the City should consider either replacing this pipeline with a larger diameter pipeline and/or constructing cross connections to the 8-inch main in PCH and/or the 10-inch main in South Pacific Avenue based on consultation with the City's fire department and subsequent study of this area. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 6-7 Y ' t.1 ' �••�, �i AREA OF LOW FIRE r ` FLOW PRESSURES IN PETER'S LANDING Peter's ' �`••.. Landing a CONSTRUCT 100 LF OF ••�•• " $ 10"MAIN AND 300 LF OF `. ~•� -' z 12"MAIN ON ANDERSON ST. �'• ° FROM SOUTH PACIFIC ST. V TO PACIFIC COAST HIGHWAY z w 12„ 90 sv .w N r & o qc p e 4 A is e wa :k 00 ♦�♦oo� s _ r Sunset Beach : �, x a ' a'R LOW FIRE FLOW PRESSURES � ON EXISTING 6"MAIN IN NORTH PACIFIC AVENUE , N s, " W E z (:P, Sam f 7 O 1 LEGEND ' Proposed Pipeline - - 'i Usling Pipeline o 100 20a City of Huntington Beach ' Water Master Plan Update Fire Flow Improvements for Peter's Landing and Sunset Beach ® Tetra Tech,Inc. Peter's 6.3 Chapter 6—Water Distribution The second area identified for pipe improvements was the high density residential area located east of ' Beach Boulevard and south of Atlanta Avenue as shown on Figure 6-4. It is recommended that an fl- inch water main be constructed from the existing 8-inch main in Cupar Lane to the existing 6-inch main in Attlebrook Drive (450 If)to both improve fire flow pressures in this area and to also provide a I ' redundant water supply to this area. This improvement is a modification of the pipe improvement recommended in the 2000 Master Plan based on additional analysis conducted in this Master Plan. This project is scheduled in the City's Water CIP as discussed in Chapter 7. ' The available fire flow in this area was 2,500 gpm. Since this is a high-density residential area, the fire-flow requirement could be higher if the buildings do not have sprinkler systems. The City should investigate the fire requirements for this area with the fire department. Even if the existing fire flow ' supply is found to be sufficient, the City might want to construct this pipeline anyway in order to provide this area with a redundant supply line. The third area identified for pipe improvements was the commercial area on the west side of Beach Boulevard at the Williams Avenue intersection, which is just north of Yorktown Avenue. The 8-inch and 6-inch main on the west side of Beach Boulevard dead ends on each side of Williams Avenue as ' shown on Figure 6-5. A parallel 12-inch main is routed on the east side of Beach Boulevard. It is recommended that 8-inch water mains (550 If)be constructed on the west side of Beach Boulevard to connect the dead end pipes as shown. It is also recommended that a 12-inch cross-tie be constructed at ' Owen Avenue (100 If) to connect the west main with the parallel 12-inch east main. This project is scheduled in the City's Water CIP as discussed in Chapter 7. Other dead end segments currently exist on Beach Boulevard. The 1988 Water Master Plan ' recommended that the dead end segments on the west side of Beach Boulevard from OCFD C-6 to Blaylock Drive; from Speer Avenue to Liberty Avenue; and from Ronald Road to Talbert Avenue (2,400 if total) be connected with new 8-inch main. These projects are scheduled in the City's Water CIP as discussed in Chapter 7. The 1988 Water Master Plan also recommended constructing 12-inch cross-ties on Beach Boulevard ' at Slater Avenue, at Indianapolis Avenue, and at Atlanta Avenue. The cross-tie at Atlanta Avenue has been constructed and a 12-inch cross-tie was also constructed at Yorktown Avenue. The cross-ties at Slater Avenue and at Indianapolis Avenue are scheduled in the City's Water CIP as discussed in ' Chapter 7. The aforementioned improvements will increase flow capacity and fire protection on Beach Boulevard. A 6-inch cross-tie (approximately 80 If)was recommended in the 2000 Master Plan to tie together the 6-inch mains on each side of Bolsa Chica Street in this commercial area. This project has been eliminated in this Master Plan because the available fire flow in this area of 4,800 gpm is deemed sufficient. I ' Fire Flow Analyses for 2005 Water Master Plan The H2ONet software is capable of running fire flows at all junctions in automated fashion one junction at a time. Simulations were performed at fire flows of 1,000 gpm, 1,500 gpm, and 2,000 gpm at all junctions in model (approximately 18,000) to gauge fire flow strength in terms of residual ' pressure. For any required fire flow, a minimum 20 psi residual pressure is needed based on UFC requirements. Not all junctions in the model are hydrant locations, so junctions found to have residual pressures less than 20 psi that were not hydrant locations were manually eliminated. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 6-9 1 y z ..Beach Blvd. sP yi i. "A"W 8 a.'y •.a:. g�• 12" CD ? s z � sau�no ems" mm " ' to ZCC � ^' zm mr r in �A Co m ��..� k>..m... ' Raw. Y ' D w e t < t a Ashburton Cirqft co ' c co A .�,� : Attleboro.Dr. s »r m* oD co A. !D• C i r n �, p 6 `�d '+ C O 1 " C. V� „r p s N: _ ,. m = ic , m Cc c y = z A Cupar,Ln O T .sY CD CDcc �v su >y C M _rtco ��77 �� t _ 4 x 1 yd '? i 1' ¢ I� { ^�' •§1i ��iP�iL,�i Lp CD C C rt .,- •i g.�y CD CL ¢¢,, r■ rr r■ r rr r■ rr r r r r ■r r r r r■ rr r■ rr s� 'a "l , 6" �� t� 'taste. 6 6" � -'�• �:. fi"+� �,.� „, a� Florida,St. m &1 3�ab{ �t w eZ ,,¢ {A xia S Ee. Et;•t .. 1 F o mi t r ( C t °' xrZ1 e `' tip•0, a u�. - ,_ ktk �t 1 ° { S r v { ..fist 1 1 c c - i # t .,,.,.....�.,..,.. � as t MF °f :ii`t °° + •�ti�. t <.�,r+? M ! }� 3 t If CD 4 Z Z 'x. i � try t =; x� - i 11 1 CD T41 61 n>tF 6n 6" AN i Gf Beach Blvd. r �, , ,�, , J. 3 ' 12^ 12" 12" ss 12" ♦ N r .t toCD -. Ca M gm A. .F y a• N $ Z RC 8 ,1W # e CID =r ao a1 = o uzn .s j WCD e/a` 43tf�3Ha•+.MY3 k, 4 T C CD - a ,x t r "aa,+tatassuwst CD t CD fl. O cn C. "x.t(xi i 1-0 - r a Chapter 6-Water Distribution A Fire flow of 1,000 gpm was run first at all City fire hydrant locations. The 1,000 gpm fire flows were run one at a time with maximum-day demands applied elsewhere in the system. A 1,000-gpm fire flow represents the minimum UFC fire flow for one and two-family dwellings having a fire area less than 3,600 square feet and without an automatic sprinkler system. The results are shown on ' Figure 6-6. A residual pressure of 20 psi or higher was attained at all hydrants in the system with the exception of several hydrant locations on the 6-inch main in North Pacific Avenue in Sunset Beach (discussed in the previous section) and a few isolated hydrants located at the end of dead-end 6-inch ' water mains. For the next iteration in the fire-flow analysis, the fire flow at each hydrant was increased to 1,500 ' gpm. The results are shown on Figure 6-7. The low pressures on the 6-inch main in North Pacific Avenue in Sunset Beach became more evident. Most of the other locations with residual pressures below 20 psi are again attributable to hydrants located at the end of dead-end 6-inch water mains, which are located in residential areas. As a third stepin the analysis, the fire flow at each hydrant was increased to 2,000 m. The results Y Y gp are shown on Figure 6-8. The locations where pressures are less than 20 psi are more widespread and ' not just confined to hydrants located at the end of dead-end 6-inch water mains. This does not mean that these areas are deficient because the fire flow requirement could be less than 2,000 gpm depending on land use, building construction, building floor area, and whether automatic sprinkler systems are installed. Also hydrants on adjacent mains could help support the fire flow requirement if these hydrants can receive most of their flow from different pipe networks in the system. The purpose of the analysis is to provide an indication where fire flow deficient areas might possibly be located in the City. Commercial, industrial, and high-density residential areas that show lower residual pressures based on the preceding analysis, which is basically a one-hydrant analysis, should ' be scrutinized harder because several hydrants will be required to meet the fire-flow requirement for these types of land use if the buildings in question do not have automatic sprinkler systems. It is recommended that the City further evaluate the areas with low residual pressures in consultation with the City Fire Department and then possibly conduct more detailed analyses of areas that might require ' fire system and/or water system improvements. 6.4 Year 2025 System Analysis The primary differences between the Existing System and the year 2025 system in regards to distribution analysis is that average demands are increased 6.1% to 24,760 gpm, and the Southeast ' Reservoir, Booster Pump Station, and transmission main were implemented into the model, which should improve pressures in the southeast and downtown areas. Also all of the pipeline improvements currently in the City's Water CIP as discussed in this chapter and in Chapter 7 were implemented into the model. ' 6.4.1. Average-Day Demand ' A normal average-day demand simulation was run and pressures in the system were found to be good with pressures ranging from 80 psi to 46 psi. Pressures in the southeast were in the 70s; pressures in the north generally varied from the mid 70s to the low 80s; pressures in the central portion of the City east and south of Zone 2 were in the 50s; and pressures in the downtown area were generally in the 60s. Zone 2 pressures ranged from the mid 50s to 80 psi. 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' Chapter 6-Water Distribution 6.4.2. Peak-Hour Demand A normal peak-hour demand simulation was run and pressures in the system were found to be good with pressures ranging from 80 psi to 42 psi. The results of the analysis are shown on Figure 6-9. ' With the exception of a few spots in Zone 1 in the vicinity of the southern Zone 2 border that had pressures between 42 to 50 psi due to higher ground elevations, all other portions of the City had ,pressures above 50 psi. ' Pressures in the southeast were in the 70s; pressures in the north were generally in the 70s; pressures in the central portion of the City east of Zone 2 were in the 50s; and pressures south of Zone 2 into the downtown area were generally in the 50s. Zone 2 pressures generally ranged from 60 to 80 psi. The pressures in the southeast, the pressures in the central portion of the City east of Zone 2, and the pressures south of Zone 2 into the downtown area are approximately 10 psi higher than in the Existing System despite higher demands because of the Southeast Reservoir, Booster Pump Station, and transmission main. ' The higher pressures in the downtown area are also attributable in part to improvements recommended for the 20-inch Downtown Loop Transmission Main in the 2000 Master Plan that were implemented in the year 2025 model. These improvements were recommended to improve supply to the downtown ' area especially from the Southeast Reservoir transmission main. These improvements consist of replacing the existing 6-inch cross connections on the 20-inch transmission main at Lake Street/Palm Avenue and at Lake Street/Orange Avenue with 12-inch connections; and also constructing new 8- inch cross connections to the 20-inch transmission main at Olive Street between 5`h and 6`h Streets, 6`h ' and 7`h Streets, 8`h and 9`h Streets, and IOth and 11`h Streets. These piping improvements are included in the City's Water CIP as discussed in Chapter 7. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 6-16 ........................................................................................................................................................................................................................................................................................................................................................................ ................................ ......... ........ ....... ...... ......... ........ ......... .......... ............ ... ....... ........ ......... ........ ........ ......................................................... ................................ .............................. .......................................................................................................... ................ ....... ....... 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FINAL DRAFT REPORT 2005 Water Master Plan and Financing Plan Update tFor the City of Huntington Beach 1 1 1 1 1 ' TETRATECH, INC. in association with Bartle Wells Associates ' Chapter 7 - Financing Plan 7.1 Overview ' In 1995 the Huntington Beach City Council adopted a waster master plan and financing plan to pay for the water system project improvements identified in that master plan as well as projects remaining ' from the 1988 Water Master Plan. The 1995 financing plan adopted a pay-as-you-go (cash) basis to fund the master plan projects. Two capital charges generate the cash to fund the master plan projects: (1) a capital surcharge added to water bills and(2) a capital facilities charge applied to new residential ' customers connecting to the water system. A water master plan update and financing plan update was completed in 2000. The 2000 financing plan recommended pay-as-you-go financing as the method to fund water master plan capital projects. ' This 2005 Water Master Plan Update and Financing Plan Update identifies the remaining projects to p g p gp J be completed in the City's Water Master Plan Capital Improvement Program (CIP) and estimates ' updated project costs and scheduling. A continuation of pay-as-you-go financing is recommended. However, there may be insufficient funds in the City's Water Master Plan Fund to pay for all of the remaining master plan projects, and it is recommended that the City use money from its Water Fund to pay for these projects if needed. 7.2 Remaining Water Master Plan Projects Remaining water master plan projects are described below and are identified with project numbering from the 2000 water master plan and financing plan. Projects that have money encumbered in fiscal ' year 2005/06 for project completion are not included as a remaining master plan project to be paid for. Proiect Nos. 1 and 15: Beach Boulevard and Downtown Pipe Improvements ' Project Nos. 1 and 15 have been combined for this water master plan and financing plan. For Project No. 1, dead end pipe segments will be connected in spots along Beach Boulevard to improve water supply and fire flow reliability for corresponding areas fronting this road. Dead end segments will be connected on the west side of Beach Boulevard from the flood channel (OCFD C-6) to Blaylock Drive; from Speer Avenue to Liberty Avenue; and from Ronald Road to Talbert Avenue (approximately 2,400 if of connecting 8-inch pipe). Additionally, piping on each side of Beach ' Boulevard will be connected with a 12-inch crossing pipe at Slater Avenue and at Indianapolis Avenue to improve supply reliability in these areas (approximately 4001f). For Project No. 15, improvements will be made to the 20-inch Downtown Loop Transmission Main to ' improve supply to the downtown area especially from the proposed Southeast Reservoir transmission main (Project No. 14 discussed later). These improvements consist of replacing the existing 6-inch ' cross connections on the 20-inch transmission main at Lake Street/Palm Avenue and at Lake Street/Orange Avenue with 12-inch connections; and also constructing new 8-inch cross connections to the 20-inch transmission main at Olive Street between 5`h and 6th Streets, 6th and 7`h Streets, 81h and 9`h Streets,and IOth and 11th Streets. Prolect No. 2: Chlorination Upgrades for Well No. 13 ' Well No. 13 is a new City well that is currently operating with temporary facilities. Chlorination upgrades will include chlorine room modifications, some building construction, and installation of secondary containment vessels. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-1 Chapter 7- Financing Plan Proiect No.5: Ene=backup System for Well Nos. 6, 9, and 10 A portable trailer-mounted propane storage vessel will be purchased and vaporizers will be constructed at Well Nos. 6,9,and 10 so as to provide energy backup supply for these wells. ' Proiect Nos.8 and 9:Pipeline Corrosion Protection Stales I and II ' Project Nos. 8 and 9 have been combined for this water master plan and financing plan. For Project No. 8 (Pipeline Corrosion Control- Stage I), corrosion control will be constructed for various pipelines including the 42-inch OC-35 Transmission Main from Warner Avenue and Springdale ' Avenue to Clay Avenue and Huntington Street. For Project No. 9 (Pipeline Corrosion Control- Stage II), corrosion control will be constructed for various pipelines including the 36-inch OC-35 Transmission Main on Springdale Avenue from Bolsa ' Avenue to Warner Avenue . Proiect Nos.10 and 11:Pipeline Corrosion Protection Stages III and IV ' Project Nos. 10 and 11 have been combined for this water master plan and financing plan. For Project No. 10 (Pipeline Corrosion Control- Stage III), corrosion control will be constructed for various pipelines including the 30-inch transmission main from Clay Avenue and Huntington Street to Newland Street and Yorktown Avenue. ' For Project No. 11 (Pipeline Corrosion Control- Stage IV), corrosion control will be constructed for various pipelines from 8 inches to 16 inches in diameter. Proiect No.] 2: Permanent Wellhead Facilities for Well No. 13 ' Well No. 13 is a new City well that is currently operating with temporary facilities. Permanent wellhead facilities will be constructed not including chlorination upgrades, which are listed as Project ' No. 2. Proiect No.13: Southeast Reservoir and Booster Pump Station ' A 10 million gallon (MG) storage reservoir and an 11,000 gallon per minute (gpm) booster pump station will be constructed in the southeast quadrant of the City at the AES property to ensure water ' supply reliability and storage for the area south of the Newport Englewood Fault and south of Bolsa Chica. Proiect No.14:Southeast Reservoir Transmission Main A 10,400 if 16-inch to 24-inch distribution/transmission main will be constructed to distribute water supply to the southeast service area and to transmit water to the Downtown Loop from the Southeast ' Reservoir. The proposed routing is north on Newland Street, then west on Atlanta Avenue to a tie-in with the 20-inch Downtown Loop at 3'd Street/Lake Street. The proposed transmission main will be interconnected with a parallel 12-inch distribution main for the entire routing to distribute water to the ' southeast service area. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-2 ' Chapter 7- Financing Plan Proiect No.16:Fire Protection Improvements To improve fire flow pressures and supply reliability at Peters Landing in Huntington Harbor, the existing 6-inch main on Anderson Street between South Pacific Avenue and North Pacific Avenue will ' be replaced with a 10-inch main (approximately 100 If) and a 12-inch main will be constructed on Anderson Street to tie into the 12-inch pipeline in Pacific Coast Highway(approximately 3001f). ' To improve fire flow pressures and supply reliability at the high density residential area located east of Beach Boulevard and south of Atlanta Avenue, an 8-inch water main will be constructed from the existing 8-inch main in Cupar Lane to the existing 6-inch main in Attlebrook Drive (approximately ' 4501f). To improve fire flow pressures and supply reliability at the commercial area on the west side of Beach Boulevard at the Williams Avenue intersection, which is just north of Yorktown Avenue, 8-inch water mains (approximately 5501f)will be constructed on the west side of Beach Boulevard to connect dead end pipes and a 12-inch cross-tie be constructed at Owen Avenue (approximately 100 If) to connect the main on the west side of Beach Boulevard with a parallel 12-inch main on the east side of this ' road. To improve fire flow pressures and supply reliability in the area just north of Bolsa Chica, dead end mains in Los Patos Avenue at Lynn Street will be connected with a new 12-inch main (approximately ' 100 if). Proiect No.17: Cast Iron Main Replacement Program ' To increase distribution system capacity and reliability, the City will continue to replace cast iron pipe in the distribution system with new water mains made of non-corrosive pipe materials. Cast iron pipe ' is prone to severe interior and exterior corrosion. There is approximately 35,000 if of cast iron pipe in the City, with the majority of this pipe located in the Downtown area. This is less than 1% of the total pipe in the water system. The City has scheduled the replacement of all cast iron by the end of 2009/10. 7.3 2005 Water System Security Plan In conjunction with the 2005 Water Master Plan and Financing Plan Update, a 2005 Water System Security Plan was prepared by Tetra Tech and was submitted to the City as a separate report. The ' recommended water system security improvements will be added and scheduled as a line item in the City's updated Water Master Plan CIP. 7.4 Estimated Costs and Scheduling for Water Master Plan Projects Estimated costs and the scheduled fiscal years for project design and construction for the remaining Water Master Plan projects to be financed are shown in Table 7-1. Costs for design, construction, ' construction management, and City project management are included. It should be noted that costs for construction materials and labor have gone up significantly since these projects were originally estimated between 1995 and 2000. The costs presented in Table 7-1 are based on current cost ' information for Southern California. Fiscal years for design and construction were scheduled for each project through fiscal year 2010/11. Costs are based on 2005 dollars and are escalated at an assumed ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-3 Chapter 7- Financing Plan Table 7-1. Estimated Costs for Remaining Water Master Plan Projects(a) Estimated Estimated Project# Estimated Cost in Estimated Cost in Total 'i from II Year for Design Year for Construct Estimated WMP Project Name Design Year(b) Construct Year(c) Cost NA(d) Security Improvements 2005/06 $588,000 2006/07 $161,000 $749,000 ' #1  Beach Blvd and Downtown 2006/07 $88,000 2007/08 $687,000 $775,000 Pipeline Im rovements 2007/08 $59,000 2008/09 $457,000 $516,000 #2 Well 13 Chlorination Upgrades() NA NA 2005/06 $250,000 $250,000 #5 Energy Backu Wells 6,9,and 10 2006/07 $288,000 2007/08 $2,240,000 $2,528,000 ' #8	 Pipeline Corrosion I-11(f) NA NA 2005/06 $2,800,000 $2,800,000 #10 Pipeline Corrosion III-IV(9) note $392,000 2009/10 $5,784,000 $6,176,000 #12 Well 13() note h $237,000 2008/09 $2,611,000 $2,848,000 ' #13 Southeast Reservoir&BPS(') note i $1,579,000 2010/11 $17,402,000 $18,981,000 #14 Southeast Res.Transmission Main 2009/10 $662,000 2010/11 $6,675,000 $7,337,000 #16 Fire Protection Improvements 2008/09 $127,000 2009/10 $991,000 $1,118,000 #17 7Cast Iron Main Re lacemen& note $1,690,000 note $11,640,000 $13,330,000 ' Total $5,710,000 $51,698,000 $57,408,000 a) Remaining projects from previous City Water Master Plans. Projects that are already complete or encumbered for completion in 2005/06 are not listed. Inflation is assumed at 2.5%per year for estimated ' costs presented in design year and construction year. b) Design Costs range from 5 to 15%of construction costs,depending on project size and complexity and includes preliminary design,final design,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. City project management costs range from 5 to 9%of construction costs and may include inspection services depending on the project type. ' d) Not a 2000 Water Master Plan Project. Improvements recommended as part of this Water Master Plan/Security Plan. 2005/06 costs include$90,000 for design and$498,000 for construction. The remaining$160,000 in construction budgeted for 2006/07. ' e) Chlorination upgrades for Wells 6,7,9 and 10 already completed. f) Design costs already encumbered. g) $150,000 estimated for preliminary engineering in 2005/06. Another$242,000 estimated for design costs in 2008/09. ' h) Wells 3 and 12 already completed. Temporary facilities constructed at Well 13. i) $100,000 estimated for preliminary engineering in 2005/06 with another$1,479,000 estimated for design costs in 2009/10. ' j) Approximately 35,000 If. $3.5 million to be encumbered in 2004/05 for 7,2001f to be constructed in 2005/06. Assumes 13,900 If constructed in 2007/08 and 2009/10 with design costs in the preceding year: $823,000 for design in 2006/07,$5.71 million for construction in 2007/08,$867,000 for design in 2008/09, and$5.93 million for construction in 2009/10. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-4 ' Chapter 7— Financing Plan 2.5% annual inflation rate. The total cost for the remaining master plan projects to be paid for is ' estimated at $57,408,000. Table 7-2 shows a timeline of the remaining water master plan projects, starting in 2005/06 and ending in 2010/11. Table 7-2. Schedule of Remaining Water Master Plan Projects Estimated Costs per Fiscal Yea II Project from ' III Total I II 1 II I. I' I9 I ICost Security NA Improvements $588 $161 $749 ' Beach Blvd and #1 Downtown $88 $687 $775 Pipeline Improvements $59 $457 $516 ' Well 13 Chlorination #2 Upgrades $250 $250 Energy Backup #5 Wells 6,9,& 10 $288 $2,240 $2,528 ' Pipeline Corrosion I #8	 &II $2,800 $2,800 Pipeline Corrosion ' #10& 11 III&IV $150 $242 $5,784 $6,176 #12 Well13 $237 $2,611 $2,848 Southeast Reservoir #13 &BPS $100 $1,479 $17,402 $18,981 SE Reservoir #14 Transmission Main $662 $6,675 $7,337 Fire Protection ' #16 Improvements $127 $991 $1,118 Cast Iron Main #17 Replacement $823 $5,710 $867 $5,930 1 $13,330 Total $3,638 $1,610 $8,933 $4,304 $14,846 1 $24,077 $57,408 7.5 Sources of Revenue for Water Master Plan Projects The City sets aside moneys to pay for water master plan projects in its Water Master Plan Fund. There are three sources of revenues for the Water Master Plan Fund: capital surcharges, capital facilities charge, and interest earnings (i.e.,cash received from investments.). ' 7.5.1 Capital Surcharges In September 1995, the City Council adopted the capital surcharge. The capital surcharge is a flat monthly charge to each water customer, regardless of water usage. The surcharge first became effective December 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 will decrease to $2.00 per EDU and remain at ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-5 Chapter 7— Financing Plan that level in perpetuity to pay for the maintenance of facilities built from water master plan ' recommendations. A summary of monthly capital surcharges appears in Table 7-3. Table 7-3.History of Capital Surcharges Surcharge Effective Date ($/EDU) ' December 1, 1995 $3.00 December 1, 1996 $3.50 ' December 1, 1997 $4.00 December 1, 1998 $4.50 December 1, 1999 $5.00 December 1,2000 $5.50 ' December 1,2001 $5.50 December 1,2002 $5.50 December 1,2003 $5.50 ' December 1,2004 $5.50 December 1,2005 $5.50 ' December 1,2006 $5.50 December 1,2007 1 $2.00 ' Source: City Resolution 99-34. ' The capital surcharge is dedicated to the design and construction of master plan projects. It is intended that capital surcharges after December 1, 2007, when the surcharge is lowered to $2.00 per EDU, would be pay O&M costs related to master plan projects. Because the surcharge after December 2007 would be paying ongoing O&M expenses, it would be appropriate to roll the surcharge into the existing monthly meter charge and not have a separate surcharge. Both the capital surcharge and capital facilities charge are based on EDUs. An EDU is a measurement ' of usage of the water system equivalent to a typical single family dwelling. According to the City, an EDU is defined as the flow capacity in gallons per minute of a 3/4-inch meter — the standard residential meter. EDUs are assigned to larger meters based on the ratio of the flow capacity of each ' meter to the 30 gallons per minute flow capacity of the 3/4-inch meter. For example, a 1-inch meter with a flow capacity of 50 gallons per minute is equivalent to 2 EDUs and has a monthly capital surcharge of$11.00 ($5.50 multiplied by 2). The capital surcharge for each account is based on the greater of the number of dwelling units served by a meter or the EDUs based on meter size. ' 7.5.2 Capital Facilities Charge Also, in September 1995, the City Council adopted the capital facilities charge. The current capital facilities charge is $2,400 per EDU and has not changed since its adoption in 1995. This charge applies to new residential development connecting to the water system. The City has entered into CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-6 Chapter 7— Financing Plan development agreements with respect to certain developments in Huntington Beach under which the ' developers provide water facilities in lieu of paying the capital facilities charges. 7.5.3 Interest Earnings ' Interest earned on the cash balance (i.e., cash received from investments) in the Water Master Plan Fund is another source of revenue. For the purpose of the financial analysis, an interest rate of 3% is used. ' 7.6 Financing Approach In 1995 the City adopted pay-as-you-go financing as the method to pay for the water master plan projects. Pay-as-you-go financing relies on cash from fund balances and on-going revenues,primarily from capital surcharges. There is no borrowing. The 2005 update to the financing plan also relies on pay-as-you-go financing. This financing method has the advantages of no interest or debt issuance costs, simplicity,and the ability for constructing capital projects that fit within a City's annual budget. ' 7.7 Cash Flow Projections ' The cash flow for the Water Master Plan Fund shows projection of revenues and expenses applicable to the remaining water master plan projects. The cash flow analysis begins in Fiscal Year 2005/06,the City's fiscal year runs from October 1 through September 30 of the following year. In other words, ' 2005/06 is defined as beginning October 1, 2005 and ending September 30,2006. The construction of remaining master plan projects ends in 2010/11; therefore, the cash flow analysis ends in the same fiscal year,2010/11. ' Sources of revenues for master plan projects are the cash balance in the Water Master Plan Fund, capital surcharges, capital facilities charges, and interest earnings. Expenses include expenditures on design and construction of master plan projects, annual O&M expenses related to the remaining master plan projects and city overhead costs allocated to the water fund. Table 7-4 shows the cash flow projections from 2005/06 through 2010/11 and how the revenues and expenses are forecasted is explained in the following sections. ' 7.7.1 Beginning Balance in Water Master Plan Fund City staff estimates at the beginning of 2005/06 the balance in the Water Master Plan Fund will be approximately $22,720,000. This beginning balance assumes the construction and completion of water master plan projects scheduled for the current fiscal year, 2004/05 and that all payments have been made. 7.7.2 Future EDUs ' The current annual capital surcharge is $66 (12 times $5.50). Based on prior years' revenues and EDUs, the estimate revenue from capital surcharges for 2005/06 is $6,900,000, which translates into ' an estimate of 104,545 EDUs and is the base EDU estimate used in the financial analysis. Based on prior years' growth in new water customers, a forecast of 100 new EDU per year is used in the cash flow analysis. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-7 ' Chapter 7— Financing Plan Table 7-4.Cash Flow Projections—Remaining Water Master Plan Projects Ile m II 16 1 1 I 1 ' ' I 2010/11 ' Beginning balance 1 $22,720,000 $26,214,000 $31,580,000 $26,106,000 $24,347,000 $11,727,000 Revenues ' Capital surcharge 6,900,000 6,907,000 3,247,000 2,516,000 2,519,000 2,521,000 ' Capital facilities charge 240,000 240,000 240,000 240,000 240,000 240,000 Cash received from investments 682,0001 786,0001 947,0001 783,0001 730,000 352,000 ' Total revenues 7,822,000 7,933,000 4,434,000 3,539,000 3,489,000 3,113,000 Expenses ' Water master plan capital projects 3,388,000 1,609,000 8,932,000 4,304,000 15,096,000 24,077,000 Cost allocation charge 240,000 240,000 240,000 240,000 240,000 240,000 ' Additional O&M 700,000 718,000 736,000 754,000 773,000 792,000 Total ex enses 4,328,000 2,567,000 9,908,000 5,298,000 16,109,000 25,109,000 Ending balance $26,214,000 $31,580,0001 $26,106,0001 $24,347,0001 $11,727,000 $10,269,000 ' 7.7.3 Projections of Revenues Annual revenue from capital surcharges are estimated by applying the total number of EDUs that grow ' by 100 per year multiplied by the monthly surcharge shown in Table 7-3 then multiplied by 12 months. Fiscal year 2007/08 reflects the change in the monthly surcharge from $5.50 to $2.00 in December 2007; in other words there are 2 months at$5.50 and 10 months at$2.00. Annual revenue from the capital facilities charge is calculated on the basis of 100 new EDU each year and the connection charge of$2,400. Interest is earned at 3% on the beginning fund balance. Total fund revenues over the analysis period decrease primarily due to the decrease in capital surcharges. 7.7.4 Projections of Expenditures Annual expenditures consist of water master plan capital projects (from Table 7-2) and annual O&M expenses,which are estimated to be$700,000 in 2005/05 and to escalate at 2.5%annually thereafter. Effective in 2005, the City ceased charging the Water Master Plan Fund in-lieu fees. However, the City did perform an overhead cost allocation and determined that the Water Master Plan Fund should be allocated$240,000 of overhead costs,which are included in the financial analysis as an expense. CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-8 Chapter 7- Financing Plan 7.7.5 Ending Balance in Water Master Plan Fund 507 ' As forecasted in Table 7-4, the ending balance in the Water Master Plan Fund would decline over the analysis period. Based upon the assumptions explained in this chapter and the cash flow analysis, the ' Water Master Plan Fund would show a negative ending balance of$10,269,000 in 2010/11,the end of the analysis period. 7.8 Proposition 218 The possible application of Proposition 218 "The Right To Vote on Taxes Act", an initiative amendment to the California constitution approved by California votes on November 5, 1996 has been ' researched by the City Attorney. It was concluded in the 2000 Financing Plan Update that Proposition 218 should have no effect on the pay-as-you-go financing plan. There is no change in that conclusion. ' 7.9 Conclusion The financial analysis finds that the cash balance in the Water Master Plan Fund and annual revenues ' may not be sufficient to pay for all remaining master plan projects and O&M expenses related to these capital projects. At the end of the analysis period, 2010/11, the Water Master Plan Fund could potentially have a negative ending balance of$10,269,000. The potential negative ending balance results from current costs being higher than original budget estimates, which is attributable to a number of factors including substantial increases in the costs of ' materials,contract staffing for design and inspection, and unknown and unclear field conditions. However, considering that $34.7 million has been spent to date on water master plan projects since ' 1995 and an estimated $57.4 million remains to complete all master plan projects by 2010/11, the estimated potential shortfall of$10.3 million only translates to an overrun of approximately 13% over 15 years. ' Also, the estimated shortfall of$10.3 million may be significantly reduced because some scheduled cast iron main replacements may be accomplished via development projects, and because pipeline corrosion control project costs may be reduced as a result of innovative and modern corrosion control ' technologies. Possible solutions to avoid a negative ending balance are: ' ■ Master plan projects could be delayed or deferred. Almost half of project expenditures would occur in 2010/11, the last fiscal year in the analysis period. The largest capital ' projects are for the Southeast Reservoir and Booster Pump Station and for Cast Iron Main Replacement; City engineering staff may want to delay or defer construction of these large projects. 1 ■ Do not reduce the capital surcharge in December 2007 and leave it at the current level for two or more years. Reducing the monthly surcharge results in a revenue reduction of approximately$4,400,000 per year. ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-9 Chapter 7— Financing Plan ■ The City sets aside moneys to pay for water system operating expenses in its Water Fund, ' which is a fund separate from the Water Master Plan Fund. The Water Fund could be used to finance a portion of the remaining master plan projects. ' 7.10 Recommendation It is recommended that City staff review and compare individual project estimates to actual project ' expenditures by year 2008/09 to obtain an updated and more accurate assessment of any potential shortfall. If it is determined at that time that there are insufficient moneys in the Water Master Plan Fund to pay for the remaining master plan capital projects, then it is recommended that the Water Fund be used to pay for the remaining projects. The primary reason for this recommendation is that both funds are responsible for capital projects. 1 ' CITY OF HUNTINGTON BEACH TETRA TECH,INC. 2005 Water Master Plan and Financing Plan Update 7-10 1 Water Master Plan Update Status and Presentation of Water Rate Study — July 18 , 2005 Water Rate Study • Review the current Master Plan and Water Rate structure and revenue generated and develop recommendations for modification — Two or Three tiered conservation rate Merging of surcharge after 2007 — Review financing plan July 18, 2005 2 Current Rates • Flat rate consumption - $ 1 . 3 7 per 100 cubic feet • Fixed monthly meter charge of $7 . 53 for basic 3/4-inch meter • Ordinance 99-50 — formulas for annual adjustment • Master Plan surcharge of $5 .50/month — reduces to "maintenance level" of $2 .00 in December 2007 July 18, 2005 3 Rate Designs • Uniform Rate • Tiered Rates — Inclining block Declining block — Seasonal July 18, 2005 4 Tiered Rate Cons i derati ons • Primarily designed to promote water conservation • Two or more tiers • Can better reflect the cost of service — shows those customers that "peak" on the system Tiered 'Rate Considerations • Price elasticity Do the tiers send the desired price signal? — Tend to affect commercial and industrial more than residential • Simplicity • Revenue neutral? July 18, 2005 6 ``T* 4 \ y \`m AWN IBM \� \ z \ y _��+;•<:•• �`\: \\� \\\ �\:` toy ;� `,- \ '`\ Huntington Beach • Conservation efforts — New construction — Retrofits — Landscape • Very little traditional "industrial" use • Wide variety of usage patterns within customer class • Customer class specific rates not practical or necessary .iUiy 18, 2005 8 Overview and Objectives of Tiering Analysis • Recover the same level of revenue from existing quantity rate (the sale of water) • Tiers established by evaluating water use patterns for the entire system and within each customer group • Tiering analysis based on a sample that is representative of historical consumption iuiv 18, 2005 Single FamilyResidential Water Use Number of bills %of water used 25,000 100% 90% 20,000 80% -♦-22 ccf 75% 70% 15,000 60% -♦-16 ccf 50% 50% 10,000 40% --�--11 ccf 30% 25% 5,000 20% 10% 0 0% 0 5 10 15 20 25 30 35 40 45 50 55 July 18, 2005 ccf units consumed 10 • • System Wide Water Use Number of bills %of water used 25,500 100% 24,000 90% 22,500 21,000 112 ccf 80% 75% 19,500 18,000 70% 16,500 15,000 60% 13,500 27 ccf 50% 12,000 50% 10,500 40% 9,000 i 7,500 30% —�15 ccf 6,000 25% 20% 4,500 3,000 10% 1,500 0 0% o o n o N o LO o a o 0 0 a m n m o � v a n ccf units consumed v v Consumption Patterns Hundl-C(I c itNC tCCt ( CC !') 25th 50th 75th Category/Group percentile percentile percentile Single Family Residential 11 16 22 Multi-Family Residential 41 84 223 Commercial 88 263 756 Industrial 46 105 213 Irrigation 82 178 312 Municipal 59 200 382 Entire System 15 27 112 July 18, 2005 12 Tiered Alternatives • Two Tiers - 1 St Tier: 0 — 16 ccf _ 2nd tier greater than 16 ccf • Three Tiers — Third tier breaks at either 17 , 40 or 90 ccf .iUiy 18, 2005 13 Afternati-ve A : Two Tiers Tier Rate Rate established by: 0-16 ccf $ 1 .2305 Adjusting current rate to 90% Second tier computed to > 16 ccf $ 1 .5422 collect remaining revenue July 18, 2005 14 Alternative B .- Three Tiers Tier Rate Rate established by: 0-16 ccf $ 1 .2305 Adjusting current rate to 90% Second tier computed to 17-90 ccf $ 1 .4788 collect remaining revenue > 90 ccf $ 1 .6406 Adjusting current rate to 120% July 18, 2005 15 Alternative C : Three Tiers Tier Rate Rate established by: 0-16 ccf $ 1 .2305 Adjusting current rate to 90% Second tier computed to 17-40 ccf $ 1 .3904 collect remaining revenue > 40ccf $ 1 .6406 Adjusting current rate to 120% July 18. 2005 16 Alternative -D : Three Tiers Tier Rate Rate established by: 0-16 ccf $ 1 .2578 Adjusting current rate to 92% Second tier equals current 17-40 ccf $1 .3672 commodity rate Adusting current rate 117% to make up the difference from > 40ccf $1 .5980 other two tiers July 18, 2005 17 Monthly Water Bill Comparisons Present Alternative A Alternative B Residential - 3 /4"meter 5 ccf $ 19.87 $ 19. 19 $ 19. 19 10 ccf 26. 71 25.34 25 .34 20 ccf 40.38 40. 38 38.64 Commercial 50 ccf - 1 " meter $94.43 $98. 19 $96. 03 90 ccf - 2" meter 188.22 198. 98 194.29 Industrial 200 ccf - 2" meter $338.61 $368 -62 $374 . 75 300 ccf - 3" meter 553. 53 601 . 04 617 . 01 July 18, 2005 18 Monthly Water Bill Compai- sons Present Alternative C Alternative D Residential - 3 /4"meter 5 ccf $ 19.87 $ 19. 19 $ 19. 32 10 ccf 26 .71 25. 34 25.61 20 ccf 40. 38 38.28 38.63 Commercial 50 ccf - 1 " meter $94 .43 $95. 53 $94 .983 90 ccf - 2" meter 188.22 200 .25 198. 00 Industrial 200 ccf - 2" meter $338.61 $380. 72 $373 . 78 300 ccf - 3" meter 553 .53 622 .98 611 .79 July 18, 2005 19 Seasonal Rates • A higher quantity rate in the summer months than in the winter months • Reasons for seasonal rates — Promote water conservation in the summer — Reflect cost of service during higher demand months — Signal value of the resource July 18, 2005 20 Important Considerations • Understandable by customers • Revenues are not stable , vary by season • Can significantly impact summer bills .iL11, ia. zoos 21 Seasonal Rates • Seasons based on historical use over five preceding years • Summer/Higher use months : June , July , August & September • Winter/Lower use months : October through May July 18. 2005 22 Seasonal Cate Alternatives Alternative A Summer $ 1 .4356 5% > current quantity Winter 1 .3036 Alternative B Summer $ 1 .5039 10% > current quantity Winter 1 .2400 Alternative C Summer $ 1 .5723 15% > current quantity Winter 1 . 1763 Alternative D Summer $ 1 .6406 20% > current quantity Wiptgr2oos 1 . 1128 23 Consumption Patterns : Average Use I 41111CII-ed CLINC I'Cet (CCf) Customer Averaqe Use Category/Group Sample Winter Summer Single Family Residential 12.94 10.68 15.87 Multi-Family Residential 57.37 52.59 63.82 Commercial 70.44 54.96 90.96 Industrial 51 .04 46.62 56.52 Irrigation 68.38 37.59 110.53 Municipal 38.95 18.72 67.66 Entire System 20. 17 16.52 25.01 July 18, 2005 24 Monthly Water Bill Compari soils . Seasonal Rates Present Alternative A Alternative B Single Family Residential - 3 /4"meter Summer use 16 ccf $34.91 $36.00 $37.10 Winter use 10 ccf 26.71 26.07 25.43 Single Family Residential - 3 /4"meter Summer use 32 ccf $56.78 $58.97 $61 .16 Winter use 20 ccf 40.38 39.11 37.83 Multi Family Residential - 1 "meter Summer use 63 ccf $112.20 $116.51 $120.81 Winter use 53 ccf 98.53 95. 16 91 .79 Multi Family Residential - 1 "meter Summer use 126 ccf $198.33 $206.95 $215.56 Winter use 106 ccf 170.99 164.25 157.51 July 18, 2005 25 Monthly Water Bill Comparisons : Seasonal Rates Present Alternative C Alternative D Single Family Residential - 3 /4"meter Summer use 16 ccf $34.91 $38. 19 $39.28 Winter use 10 ccf 26.71 24.80 24.16 Single Family Residential - 3 /4"meter Summer use 32 ccf $56.78 $63.35 $65.53 Winter use 20 ccf 40.38 36.58 35.29 Multi Family Residential - 1 "meter Summer use 63 ccf $112.20 $125.12 $129.42 Winter use 53 ccf 98.53 88.41 85.05 Multi Family Residential - 1 "meter Summer use 126 ccf $198.33 $224. 18 $232.78 Winter use 106 ccf 170.99 150.75 144.02 July 18, 2005 26 Survey of Tiered and Seasonal Rates • Contacted 32 agencies — Cities and Special Districts • Received 19 responses — Tiered water rates : 8 agencies — Seasonal rates : 2 agencies July i K. 2005 27 Two Tiers City of Fountain Valley City of Santa Ana Tier 1 Tier 1 0 -10 ccf $1 .5700 0 - 44 ccf $1 .7600 Tier 2 Tier 2 > 10 ccf $1 .8700 > 45 ccf $2. 1900 July 18, 2005 28 Three Tiers City of San Clemente Winter Tier 1 Summer Tier 1 0 - 5ccf 0 - 5ccf $1 .5400 Winter Tier 2 Summer Tier 2 6 -14 ccf 6 -14 ccf $2.3100 Winter Tier 3 Summer Tier 3 > 15 ccf > 15 ccf $3.4600 July 18, 2005 29 Three Tiers City of Long Beach Tier 1 0 - 5 ccf $1 .4570 Tier 2 6 -14 ccf $1 .6190 Tier 3 > 15 ccf $2.4280 July 18, 2005 30 Five Ti,ers Moulton Niguel Irvine Ranch Water District Water District Tier 1 Tier 1 $0.7000 $0.7200 0 - 10ccf 0 - 5ccf Tier 2 $0.8000 Tier 2 $0.8800 11 - 20 ccf 6 - 12ccf Tier 3 $1 .0000 Tier 3 $1 .7600 21 - 30ccf 13 - 18ccf Tier 4 $1 .2000 Tier 4 $3.5200 31 - 50ccf 19 - 24ccf Tier 5 $1 .3000 Tier 5 $7.0400 > 51 ccf > 25 ccf July 18, 2005 31 Next Steps • Update Project List • Financing Plan • Reserve Policies rLIi, 18. 2005 Water Master Plan Update Status and Presentation of Water Rate Study — July 18 , 2005 Three Tiers City of San Clemente Winter Tier 1 Summer Tier 1 0 - 9ccf 0 - 13ccf $1 .5400 Winter Tier 2 Summer Tier 2 10 -15 ccf 14 -21 ccf $2.3100 Winter Tier 3 Summer Tier 3 > 16 ccf > 22 ccf $3.4600 July 18, 2005 29 Water Master Plan Update • Status and Presentation of Water Rate � Study — July 18, 2005 �� July 18. 2005 Water Rate Study • Review the current Master Plan and Water � Rate structure and revenue generated and develop recommendations for modification — Two or Three tiered conservation rate — Merging of surcharge after 2007 — Review financing plan • July 18, 2005 2 Current Rates • Flat rate consumption - $ 1 .3 7 per 100 cubic � feet • Fixed monthly meter charge of $7.53 for basic 3/4-inch meter • Ordinance 99-50 — formulas for annual adjustment s • Master Plan surcharge of $5 .50/month — reduces to "maintenance level" of $2.00 in December 2007 July 18, 2005 3 Rate Designs • Uniform Rate � • Tiered Rates — Inclining block — Declining block — Seasonal � July 18, 2005 4 Tiered Rate Considerations • Primarily designed to promote water � conservation • Two or more tiers • Can better reflect the cost of service — shows those customers that "peak" on the � system July 18, 2005 5 Tiered Rate Considerations • Price elasticity • — Do the tiers send the desired price signal? — Tend to affect commercial and industrial more than residential • Simplicity • • Revenue neutral? July 18, 2005 6 Huntington Beach Historical Water Production .. . ........... \;. ... \ w Yc. • July 18, 2005 7 Huntington Beach • Conservation efforts � — New construction — Retrofits — Landscape • Very little traditional "industrial" use • Wide variety of usage patterns within customer � class • Customer class specific rates not practical or necessary July 18, 2005 8 Overview and Objectives of T iering Analysis • Recover the same level of revenue from existing � quantity rate (the sale of water) • Tiers established by evaluating water use patterns for the entire system and within each customer group • Tiering analysis based on a sample that is � representative of historical consumption July 18, 2005 9 Single FamilyResidential Water Use Number of bills %of water used 25,000 100% 90% 20,000 80% —�—22 ccf 75% 70% 15,000 60% —�16 ccf 50% 50% 10,000 40% -11 ccf 30% • 25% 5,000 20% 10% 0 0% 0 5 10 15 20 25 30 35 40 45 50 55 July 18, 2005 cal'units consumed 10 System Wide Water Use Number of bills %of water used 25,500 —_______________._._..............................._......................._.._______........._......_..............._._................._..____._............._......._____._.._.._............_..............._.. _....____.......................______------------___M_..._............_.............................____............_ ....... _.........................._............._._. _.. 100% 24,000 90% 22,500 21,000 �112 ccf 80% 75% 19,500 18,000 70% 16,500 15,000 60% 13,500 27 ccf 50% 12,000 50% 10,500 40% 9,000 7,500 30% —0 15 ccf 25% 6,000 20% 4,500 3,000 10% 1,500 0 0% O O b O H O N O Ln O. 1q O M V 10 h 01 O � cq b h ccf units consumed v Consumption Patterns �I Hundred cubic feet (cc fl 25th 5Oth 75th Category/Group percentile percentile percentile Single Family Residential 11 16 22 Multi-Family Residential 41 84 223 Commercial 88 263 756 Industrial 46 105 213 Irrigation 82 178 312 � Municipal 59 200 382 Entire System 15 27 112 July 18, 2005 12 Tiered Alternatives * Two Tiers — 1 St Tier: 0 — 16 ccf • _ 2nd tier greater than 16 ccf * Three Tiers — Third tier breaks at either 17, 40 or 90 ccf � July 18, 2005 13 Monthly Water Bill Comparisons Present Alternative A Alternative B • Residential - 3 /4"meter 5 ccf $19.87 $19. 19 $19. 19 10 ccf 26.71 25.34 25.34 20 ccf 40.38 40.38 38.64 Commercial 50 ccf - 1 " meter $94.43 $98. 19 $96.03 90 ccf - 2" meter 188.22 198.98 194.29 Industrial � 200 ccf - 2" meter $338.61 $368.62 $374.75 300 ccf - 3" meter 553.53 601 .04 617.01 July is, 2005 18 Monthly Water Bill Comparisons Present Alternative C Alternative D Residential - 3 /4"meter � 5 ccf $19-87 $19. 19 $ 19-32 10 ccf 26.71 25.34 25.61 20 ccf 40.38 38.28 38.63 Commercial 50 ccf - 1 " meter $94.43 $95.53 $94.983 90 ccf - 2" meter 188.22 200.25 198.00 Industrial � 200 ccf - 2" meter $338.61 $380.72 $373.78 300 ccf - 3" meter 553.53 622.98 611 .79 July 18, 2005 19 Seasonal Rates • A higher quantity rate in the summer months than in the winter months � • Reasons for seasonal rates — Promote water conservation in the summer — Reflect cost of service during higher demand months — Signal value of the resource � July 18, 2005 20 Important Considerations • Understandable by customers • Revenues are not stable , vary by � season • Can significantly impact summer bills • July 18, 2005 21 Seasonal Rates • Seasons based on historical use over five preceding years • • Summer/Higher use months : June , July , August & September • Winter/Lower use months : October • through May July 18, 2005 22 Seasonal Rate Alternatives Alternative A Summer $1 .4356 5% > current quantity Winter 1 .3036 • Alternative B Summer $1 .5039 10% > current quantity Winter 1 .2400 Alternative C Summer $1 .5723 15% > current quantity � Winter 1 . 1763 Alternative D Summer $1 .6406 20% > current quantity Wijgtgrzoos 1 . 1128 23 Consum tion Patterns : Average Use p Hundred cubic feet (ccf) a Use Average • Customer g Category/Group Sample Winter Summer Single Family Residential 12.94 10.68 15.87 Multi-Family Residential 57.37 52.59 63.82 Commercial 70.44 54.96 90.96 Industrial 51 .04 46.62 56.52 Irrigation 68.38 37.59 110.53 Municipal 38.95 18.72 67.66 Entire System 20.17 16.52 25.01 July 18, 2005 24 MonthlyWater Bill Comparisons : Seasonal Rates Present Alternative A Alternative B Single Family Residential - 3 /4"meter Summer use 16 ccf $34.91 $36.00 $37.10 Winter use 10 ccf 26.71 26.07 25.43 Single Family Residential - 3 /4"meter Summer use 32 ccf $56.78 $58.97 $61 .16 Winter use 20 ccf 40.38 39.11 37.83 Multi Family Residential - 1"meter Summer use 63 ccf $112.20 $116.51 $120.81 Winter use 53 ccf 98.53 95.16 91 .79 Multi Family Residential - 1"meter Summer use 126 ccf $198.33 $206.95 $215.56 Winter use 106 ccf 170.99 164.25 157.51 July 18, 2005 25 MonthlyWater Bill Comparisons : Seasonal Rates Present Alternative C Alternative D Single Family Residential - 3 /4"meter Summer use 16 ccf $34.91 $38.19 $39.28 Winter use 10 ccf 26.71 24.80 24.16 Single Family Residential - 3 /4"meter Summer use 32 ccf $56.78 $63.35 $65.53 Winter use 20 ccf 40.38 36.58 35.29 Multi Family Residential - 1 "meter Summer use 63 ccf $112.20 $125.12 $129.42 Winter use 53 ccf 98.53 88.41 85.05 Multi Family Residential - 1"meter Summer use 126 ccf $198.33 $224.18 $232.78 Winter use 106 ccf 170.99 150.75 144.02 July 18, 2005 26 Survey of Tiered and Seasonal Rates •C ontacted 32 agencies — Cities and Special Districts • • R eceived 19 responses - Tiered water rates: 8 agencies - Seasonal rates : 2 agencies � Two Tiers City of Fountain Valley City of Santa Ana , Tier 1 Tier 1 0 -10 ccf $1 .5700 0 - 44 ccf $1 .7600 Tier 2 Tier 2 > 10 ccf $1 .8700 > 45 ccf $2.1900 July 18, 2005 28 Three Tiers City of San Clemente � Winter Tier 1 Summer Tier 1 0 - 5 ccf 0 - 5 ccf $1 .5400 Winter Tier 2 Summer Tier 2 6 -14 ccf 6 -14 ccf $2.3100 Winter Tier 3 Summer Tier 3 � > 15 ccf > 15 ccf $3.4600 July 18, 2005 29 Three Tiers City of Long Beach • Tier 1 0 - 5 ccf $1 .4570 Tier 2 6 -14 ccf $1 .6190 Tier 3 > 15 ccf $2.4280 � July 18, 2005 30 Five Tiers Moulton Niguel Irvine Ranch Water District Water District Tier 1 Tier 1 $0.7000 $0.7200 0 - 10ccf 0 - 5ccf Tier 2 $0.8000 11 - 20 ccf Tier 2 $0.8800 6 - 12ccf Tier 3 $1 .0000 21 - 30 ccf Tier 3 $1 .7600 13 - 18ccf Tier 4 $1 .2000 Tier 4 $3.5200 31 - 50ccf 19 - 24ccf Tier 5 $1 .3000 Tier 5 $7.0400 > 51ccf > 25ccf July 18, 2005 31 Next Steps • Update Project List � • Financing Plan • Reserve Policies • July 18, 2005 32 Water Master Plan Update Status and Presentation of Water Rate Study — July 18, 2005 July 18, 2005 33