HomeMy WebLinkAboutAdopt Resolution No. 2016-55 approving and adopting the 2016RESOLUTION NO. 2016-54
EXHIBIT "A" (Con't(
2016 Water Master Plan Update
Estimated Costs for New Water Master Plan Proiects
21
`
k,`
OC-44 Sliplining 30" at Creek Crossing
d
NA •
Bsta,sated
$ -
Estanated
CaetaU++ct
MALE
2017
Est
Ccnxfrus#datt
toe
$ 1,035,000
$J 1,035,000
Replacement
22
Peck Reservoir Dual Drive & Well 7 Security
NA
$
2017
$ 11500,000
$ 11500,000
Production
23
Bolsa Chica 8" Water Main Extension.
NA
$
2018
$ 200,000
$ 200,0W
Distribution
24
Well 9H2SOdor Treatment'
NA
$ -
2017-18
$ 2,300,000
$ 2,300,000
Production
25
WOCWB OC-35 Relocate 33" for 1-405 Widening
2017
$ 210,000
2(118-19
$ 1,575,000
$ 1,785,000
Replacement
26
New Well 14 by McFadden/Gothard
2017
$ 750,000
2018-19
$ 4,250,000
$ 5,000,ODO
Production
27
1.3 Miles of 24" to 30" Well Collection Line
2020
$ 500,000
2021-22
$ 3,500,000
$ 4,000,000
Distribution
28
New Well 15 in Ex -Navy Easement by Edwards
2020
$ 750,000
2021-22
$ 4,250,000
$ 5,000,000
Production
29
New Well 161n Ex -Navy Easement by Edwards
2022
$ 750,000
2023-24
$ 4,250,000
$ 5,000,000
Production
30
Security at Peck Reservoir& Well 13
2019
$ 100,000
202D
$ 500,000
$ 600,0W
Security
31
Aging Pipe Replacement {Intl. 5%of AC Pipe)
Annual `
$ 7,500,000
Annual'
$ 25,000,0W
$ 32,500,DW
Replacement
$2
Sunset Beach Water Main Replacement Ph V
NA
$
2019
$ 2,000,000
$ 2,000,000
Replacement
33
8" Pipe Replacement Admiralty Bridge Rehab
2017
$ 25,000
2018
$ 75,000
$ 100,000
Replacement
34
8" Pipe Replacement Humboldt Bridge Rehab
2017
$ 25,ODO
2018
$ 75,000
$ 100,000
Replacement
35
OC-9 Replace 22" for 1-405 Widen (OCTA Pays)
2017
$ -
2018
$ -
$ -
Replacement
36
12" Pipe Replace for WS Widen (OCTA Pays)
2017
$ -
2018
$ -
$
Replacement
37
8" Pipe Replace for 1-405 Widen by Sugar
2017
$ 75,000
2019
$ 400,000
$ 475,000
Replacement
38
Water Well 6 H2S Odor & Color Treatment
2019
$ 500,000
2020-21
$ 3,500.000
$ 4,000,WO
Production
39
Water Well 8 1-12S Odor & Color Treatment
2023
$ 500,000
2024-25
$ 3,500,DW
$ 4,000,000
Production
40
Talbert Lake Irrigation Project
2019
$ 150,000
2020
$ 600,000
$ 750,000
Production
41
Groundwater Master Plan
2025
$ 150,000
NA
$ -
$ 150,000
Study
42
Security at Well3A
2025
$ 50,000
2026
$ 100,000
$ 150,000
Security
43
Security at Well
2027
$ 5D,000
2028.
$ 100,000
$ 150,000
Security
44
Seeurlty at Well 8
2029
$ 50,000
2030:
$ 10MOU
$ 150,000
Security
45.
Security at Well
2031
$ 50,000
2032
$ 10010W
$ 150,000
Security
46
Security at Well 10
2033
$ 50,000
2034
$ 100,000
$ 150,000
Security
47
Water Distribution Improvements
Annual `
$ 200,000
Annual'
$ 2,OW,000
$ 2,200,OW
Distribution
48
Water System Corrosion Control
Annual `
$ 100,000
Annual
$ 1,000,000
$ 1,100,000
Corrosion
49
Water Production System improvements
Annual'
$ 200,000
Annual'
$ 2,0W,000
$ 2,200,000
Production
50
WMP and Financial Plan Updates
Every 5 Yrs
$ 20D,000
NA
$ -
$ 200,000
Study
51
Urban Water Management Plans
Every 5 Yrs
$ 200,000
NA
$ -
$ 200,0W
study
52
8.6 Miles OC-44 Corrosion Contro
NA
$
2028-29
$ 4,140.000
$ 4,140,000
Corrosion
53
WOCWB OC-35 & OC-9 Corrosion Control
2032
$ 105,000
2033-34
$ 3,307,500
$ 3,412,.500
Corrosion
54
OC-44 Scour Protection 30" at Creek Crossing
2024
$ 41,400
2025
$ 621,000
$ 662,.400
Replacement
55
0vermyerBoosterStationDualDrive
2030
$ 300,000
2031-32
$ 1,7W,0W
$ 2,000,OW
Production
56
Peck Reservoir Roof Relplacement.
2032
$ 300,000
2033.34
$ 1,700,OW
$ 2,000,000Production
57
Water Facilities Security Improvements
Annual `
$ 100,000
Annual'
$ 400,000
$ 500,000
1
Security
Totall
1 $ 13,981,400
1 $ 75,878,500
$ 89,859,900
Fj
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P S 0 M A S
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HB-568-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
7
Figure 1-1
Existing Land Use
RSOMAS 1-2
HB -587- Item 17. - 32
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 1-1
Existing Land Use
% of Respective
Total Net Area
Category
% of Total
General Plan Land Use Category
(Ac)
Acreage
Acreage
Residential
Low Density (3 to 7 DU/Ac)
5,260
68%
31%
Medium Density (15 DU/Ac)
647
8%
4%
Medium High Density (25 DU/Ac)
1,618
21%
9%
High Density (30+ DU/Ac)
210
3%
1%
Subtotal
7,735
100%
45%
Commercial
General Commercial
691
69%
4%
Office
124
12%
1%
Commercial Regional
100
10%
1%
Neighborhood Commercial
80
8%
<1%
Subtotal
995
100%
6%
Industrial
Manufacturing
783
68%
5%
Business Park
184
16%
1%
Oil Production
135
12%
1%
Warehousing
55
5%
<1%
Subtotal
1,157
100%
7%
Open Space & Other
Parks
630
33%
4%
Beaches
423
22%
2%
Water Recreational
249
13%
1%
Commercial Recreational
244
13%
1%
Habitat Conservation
212
11%
1%
Open Space/Cemetery
86
4%
1%
Agriculture (Nurseries)
81
4%
<1%
Subtotal
1,925
100%
1 11%
Public
Streets/Alleys/Roadways
3,839
72%
22%
Public Schools
692
13%
4%
Utilities
495
9%
3%
Private School
111
2%
1%
Religious
88
2%
1%
Government Office
43
1%
<1%
Fire Service Related
10
<1%
<1%
Hospital
24
<1%
<1%
Rail and Transportation
22
<1%
<1%
Library/Senior Center
23
<1%
<1%
Municipal Parking
1
<1%
<1%
Subtotal
5,348
100%
31%
TOTAL`
17,160 ,�,.
100%
*Mixed use land use is not included in above the table
P S 0 M A S 1-3 October 2016
Item 17. - 33 HB -588-
CITY OF HUNTINGTON BEACH
Water Master Plan Uodate
RL 7
pt—.
RL 7 R11
Y77-
anis M 49 n
7, r
N
RL-7
RL10.
M
RL,7
General Plan Designations
I
General Plan
City of Huntington Beach
ZM
RL.7
now.,
RL7
7.
K
�7
W" UL
All
ir lI
L
to
RL 7 1e.
Figure 1-2
General Plan Build -out Land Use
PSOMAS 1-4
HB -589- Item 17. - 34
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 1
Open space comprises 1,925 acres orlI% of the City. The open space uses consist of
parks, beaches, commercial recreation uses, habitat conservation areas, cemeteries,
agriculture, and water recreation uses located throughout the City. Public uses comprise
5,348 acres or 31% of the City. Public uses include government facilities, public and
private schools, utility -related uses, hospitals, and religious institutions, as well as public
right-of-way such as streets and alleys.
There are 1,157 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. 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. A 38-acre land
fill is also located in the Southeast Industrial Area. The Orange County Sanitation District
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 City completed the 2014 Existing Land Use Technical Report, but it has not yet been
adopted by the City Council. It is available at http://www.hbthenextwave.org/wp-
content/uploads/Revi sed-Land-Use-121814.pdf.
1.2 Population and Housing
The population of the City's water service area is estimated at 198,429 for 2015, and is
growing slowly, as there is very little remaining vacant land. Projected population is
shown in Table 1-2, projected to increase by 4.4% from 2015 to 2040. The City provides
water to over 53,091 service connections. The Huntington Beach water service area is
predominantly residential with over 92 percent of water service connections serving
single-family and multi -family residences.
Table 1-2
Projected Population
Projected
2015
2020
2025
2030
2035
2040
Population
198,429
203,840
204,330
206,207
207,387
207,182
NOTES: Center for Demographic Research, California State University, Fullerton 2015
p S 0 M A S
Item 17. - 35
1-5 October 2016
HB -590-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 2
2 WATER DEMAND
Water demand has decreased over the past decade even though development has occurred
and the City's population has increased during this time. Unaccounted-for water, which is
the difference between water supply and water consumption and represents "lost" water,
has decreased since 1995/96 and this decrease is attributed in large part to a leak
detection survey conducted for the City in 1996/97.
2.1 Historical Potable Water Production
Historical potable water production for 10 years 2005/06 through 2014/15 is shown in
Table 2-1. The City's water year for the purposes of this report 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) projections. All historical data presented in this water
master plan is in accordance with the City's water year. Per the 2015 UWMP, 2014/15
demand was determined to represent average water demand at 27,996 AFY (25.0 million
gallons per day (MGD) or 17,350 gallons per minute (gpm)).
PSOMAS 2-1 October 2016
HB -591- Item 17. - 36
CD
J
W
■
..
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 2-1
Historical Potable Water Production (Acre -Feet)
Chapter 2
Historical City Water Supply (2006-2015)
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
Average
Total Water Production
(AFY)
31,869
33,315
31,857
31,630
29,463
28,200
29,853
29,876
31,138
27,996
30,520
October 2016
is-
i
J
w
cc
CITY OF HUNTINGTON BEACH
Water Master Plan Update
34,000
33,000
32,000
31,000
r-
O
30,000
O
29,000
PS€iMAS
28,000
K81A
Figure 2-1
Historical Potable Water Production
2006 2007 2008 2009 2010 2011 2012 2013 2014 2015
Year
2-3
Chapter 2
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 2
2.2 Historical Water Consumption/Unaccounted-For Water
Historical City water consumption and unaccounted-for water for the six years 2009/10
through 2014/15 is shown in Table 2-2. Water consumption was developed from City
billing records. Unaccounted-for water, also referred to as non -revenue 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 Public Works Department,
Utilities Division 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.
Based on the City's 2005 Water Master Plan, unaccounted-for water averaged 6.4%
during the nine year period from 1996/97 to 2004/05. During the six year period from
2009/10 through 2014/15, unaccounted-for water has averaged 5.6%.
Unaccounted-for water was 9.9% in 1995/96 but has decreased since then largely due 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 has
since implemented an on -going leak investigation and repair program as a measure to
keep water losses to a minimum while facilitating cost savings
The City will continue to use the calibrated hydraulic model of the water system, 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 has essentially eliminated the need for fire hydrant flow tests.
2 City of Huntington Beach, 2005 Water Master Plan, March 2006
p S 0 M A S 2-4 October 2016
Item 17. - 39 HB -594-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 2
Table 2-2
Historical Water Consumption
Historical City Water Consumption/Production/Unaccounted-
For Water (Acre -Feet)
2010 1 2011 1 2012 2013 2014 2015 Average
Consumption 27,896 126,445 1 27,890 27,983 29,383 26,894 27,748
Production 1 29,463 1 28,129 1 29,853 1 29,876 1 31,138 1 27,996 1 29,409 1
Unaccounted -For
Water 1,567 1,684 1,963 1,893 1,755 1,102 1,661
Unaccounted -For
Water % 5.3% 6.0% 6.6% 6.3% 5.6% 3.9% 5.6%
The California Urban Water Conservation Council recommends a complete distribution
system audit if unaccounted-for water exceeds 10%. With the City currently averaging
less than 6%, an audit is not needed.
Average daily per capita municipal and industrial (Per Capita M&I) water demand has
been used by the water industry to measure and compare mean urban water demand. Per
Capita M&I water demand includes the municipal, industrial, commercial, residential
water demand, and unaccounted-for water associated with each person in the population.
Historical Per Capita M&I water demand for the City is shown in Table 2-3.
Table 2-3
Historical Per Capita M&I Demand
Historical Per Capita
Municipal and Industrial
Water Demands
Water Demand
2006
2007
2008
2009
2010
2015
Average
Total Demand (AFY)
31,869
33,315
31,857
31,630
29,463
27,996
31,022
Population*
201,664
201,897
202,319
203,568
204,831
198,429
202,118
Total Per Capita (gpcd)
141.1
147.3
140.6
138.7
128.4
126.0
137.0
* Historical Census Data appears to be high prior to and including 2010, 2010 Census adjusted population.
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 by billing classifications are shown
in Table 2-4.
pw S O M A 2-5 October 2016
HB3 95_ Item 17. - 40
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 2
Table 2-4
Historical Water Demand by Billing Class
Historical City Water Demands Per Billing
Classifications (Acre -Feet)
Demands Per City Billing Class
2006
2007
2008
2009
2010
2015
Average
Single Family Residential
14,769
15,715
15,144
14,830
13,937
12,959
14,559
Multi -Family Residential
6,721
6,869
6,704
6,579
6,298
5,918
6,515
Population (1,000)
201.7
201.9
202.3
203.6
204.8
198.4
200.2
Residential Per Capita (gpcd)
95.1
99.9
96.4
93.9
88.2
84.9
94.0
Commercial
4,013
4,415
4,206
4,086
3,700
3,538
3,993
Industrial
684
666
606
564
514
397
572
Insitutional/Municipal
88
258
300
229
169
137
197
Irrigation
2,650
3,211
3,209
3,119
2,759
2,894
2,974
Other
518
510
1 546
530
519
380
500
Total Demand (af) *
29,442
31,645
30,715
29,936
27,896
26,223
29,310
* Revenue generating water quantity only, and data range is July 1 to June 30.
The demand data is from City billing data and does not include unaccounted-for water.
Residential per capita demand for the most recent six years 2005/06 through 2009/10 and
2014/15 averaged 94.0 gpcd, which is 10.5% less than in 2003/04 (105 gpcd) and 16.1%
less than in 1999/00 (112 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.
It should be noted that the per capita residential use and total per capita use discussed
above is not the same as the per capita calculation that must be reported as a part of the
20 x 2020 water conservation targets required by the State Department of Water
Resources in Urban Water Management Plans starting with the 2010 Plan. The formula
for developing the baseline per capita, 2020 target, and interim 2015 target to measure an
agency's success in meeting the 20% mandated conservation by 2020 is somewhat
different.
Commercial and industrial water demand decreased from 4,697 AF in 2005/06 to 3,935
AF in 2014/15 (16.2% 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,
as well as the Metropolitan and MWDOC water allocation program put in effect in
2009/10 and lifted just prior to the end of 2010/11. Another reason for this decrease is the
gradual implementation by the City of dual meters in place of single meters for metering
commercial and industrial accounts as well as multi -family residential accounts. The
PSOMAS 2-6 October 2016
Item 17. - 41 HB -596-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 2
purpose of this program is to separate irrigation use from potable water use as many of
these meters currently measure both potable and irrigation water use.
As new businesses come into the City or renovation of existing businesses occur, a
separate irrigation meter is being installed by the owner when the landscape area exceeds
2,500 square feet. However, there is still a substantial amount of irrigation water use that
is reported under the Commercial, Industrial and Multi -family billing categories.
Implementation of this dual meter program has been occurring gradually over the past
decade, plus. Under this program, one meter is dedicated to measuring internal water use
under the Commercial or Industrial billing category, while a separate meter would be
installed to measure irrigation water use under the Irrigation billing category. Over the
nine-year period from 2005/06 to 2014/15, total irrigation meters have increased from
873 to 993 with the majority of those new meters being conversions from single to dual
meters on an existing site. Even with this 13.7% increase in irrigation meters, irrigation
use only increased from 2,650 AF in 2005/06 to 2,894 AF in 2014/15 (9.2% increase),
primarily due to water conservation.
Also, Irrigation water use is greatly affected by rainfall amounts. However, it is difficult
to correlate Irrigation billing amounts to rainfall patterns. If the number of irrigation
meters and acres being irrigated remained constant, a pattern could be more easily
developed. The City participates in MWDOC's regional landscape irrigation efficiency
programs and institutes irrigation efficiency parameters in the City Municipal Code.
2.3 Projected Water Demands
Demand projections were developed by MWDOC for each agency within their service
area based on available data as well as land use, population and economic growth. The
projections in 5-year increments to Year 2040 are shown in Table 2-5 and were obtained
from the City's 2015 UWMP. As shown in Table 2-5, the 2040 water demand is
projected to be 30,396 AFY, 8.6% higher than the actual 2014/15 demand of 27,996
AFY. This increased water demand equates to an annual water demand growth of
approximately 0.33% per year, compounded.
Table 2-5
Projected Water Demands
Projected Water Demands
Water Demand
2020
2025
2030
2035
2040
Total Demand (AFY)l
28,090
30,153
30,360
30,352
30,396
Total Demand (mgd)1
25.1
26.9
27.1
27.1
27.1
Population
203,840
204,330
206,207
207,387
207,182
Total Per Capita (gpcd)
1 123.0
131.8
1 131.5
1 130.7
1 131.0
(1) The above demand values were provided by MWDOC and reviewed by the City as part of the UWMP
effort. As the regional wholesale supplier for much of Orange County, MWDOC works in collaboration
with each of its retail agencies as well as Metropolitan, its wholesaler, to develop demand projections
for imported water.
PSOMAS 2-7 October 2016
HB -597- Item 17. - 42
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 2
The projected water demands discussed above are average annual demands typically
displayed in AFY or average day demand (ADD) typically displayed in million gallons
per day (MGD) or gallons per minute (gpm). Another important projection is maximum
day demand (MDD) or the highest 24-hour demand over the course of a year as a water
system must be capable of supplying MDD. The peak daily or diurnal fluctuation or the
peak hour demand (PHD) is typically handled from operational storage in reservoirs so is
not important in determining supply requirements.
Based on extensive analysis, the 2005 Water Master Plan settled on a 1.8 MDD factor
(MDD = 1.8 times the ADD) for the entire water system, which included a 15% factor of
safety over measured data. A 2.7 MDD factor was selected for Zone 2, which is typical as
a smaller area with less land use diversity experiences higher peaking factors. Monthly
water use for the five year period ending in FY 2010 resulted in an average maximum
monthly demand factor of 1.45, occurring in the month of August. Diurnal curves for a
typical week in June of 2007 provided by City staff resulted in the maximum day of that
week being 1.06 times the average day of the week. In order to achieve a 1.80 MDD
factor, the maximum week would have to be 1.17 times higher than the maximum month
(1.45 x 1.17 x 1.06 = 1.80), which is perfectly logical. Therefore, the factors utilized in
the previous hydraulic model analyses are deemed to be appropriate for use in the
modeling analyses conducted in this master plan.
cs S 0 M A S 2-8 October 2016
Item 17. - 43 HB -598-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
3 WATER SUPPLY AND RELIABILITY
The City's existing sources of potable water supply consist of eight currently active
groundwater wells, three imported water connections, and four emergency connections
with neighboring cities.
Orange County Water District (OCWD) manages the Orange County Groundwater Basin
(Basin), which the City overlies. OCWD sets a Basin Production Percentage annually,
which allows the City and other Basin producers to pump groundwater up to the BPP
percentage of their total water supplies to meet demands. The BPP was set at 75% for FY
2015/16 and was recently set at the same 75% for FY 2016/17 by the OCWD Board of
Directors.
The City also purchases 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
than imported water to meet demands as groundwater production is less expensive, at
least in quantities up to the BPP.
The City's water supply consistently meets or exceeds all State and federal potable water
quality standards. The City maintains a water quality monitoring program consistent with
State requirements.
3.1 City Water Supplies
As a member agency of OCWD, the City is entitled to produce groundwater from the
Basin. The Basin, which is managed by OCWD, is unadjudicated. The City and other
Basin producers pay a Replenishment Assessment (RA) to OCWD for all groundwater
produced up to a percentage of the producer's total water supplies used to meet demands.
This percentage is called the Basin Production Percentage (BPP), which is set uniformly
for all producers annually by OCWD based on Basin conditions and long-term
projections.
For FY 2015/16, OCWD set the BPP at 75%, with the RA at $342/acre-foot. However,
for FY 2016/17 OCWD is increasing the RA by 27% to $402/acre-foot.
In addition to the RA, OCWD charges a Basin Equity Assessment (BEA) for pumping in
excess of the BPP, which is basically a penalty to help maintain the Basin at projected
levels. The BEA, which is set at $548/acre-foot for FY 2016/17, essentially equates the
cost of groundwater pumped over and above the BPP to the rate charged for imported
water from MWDOC. The BEA rate will vary slightly between different member
agencies of OCWD, as the rate is adjusted based on each member agency's groundwater
pumping costs.
The City supplements groundwater with treated, imported water from MWDOC at the
(FY 2015/16) rate of $942/acre-foot exclusive of connection charges, readiness to serve
charges, and other fixed fees, while groundwater rate is only $342/acre-foot. Both
P S M A S 3-1 October 2016
1113 -599- Item 17. - 44
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
imported water and groundwater rates shown above are costs to purchase water, and does
not including any operating expense such as energy, chemical, well maintenance and
other costs to maintain production facilities (i.e. OCWD's FY 2016/17 estimate of energy
cost to extract water from the ground is $76/acre-foot).
The City's water supply has averaged 67% groundwater pumped and 33% imported
water purchases over the recent six -year period (2009/10 — 2014/15) as shown in Table 3-
1 and shown graphically on Figure 3-1. It should be noted, however, that the City
participates in the In -Lieu or Cyclic Storage Program offered by OCWD and MWD,
when available. This is a groundwater program that refills the Basin by avoiding pumping
from the Basin, and is usually offered in the wetter years and in the lower demand period
of October through April. In the program, OCWD requests the City to leave a number of
its wells turned off and the City then takes replacement, or in -lieu, water through its
imported water connections, which water is purchased by OCWD from MWD through
MWDOC. OCWD purchases the in -lieu water at a reduced rate, and then bills the City
the amount it would have had to pay for pumping energy and the RA as if it had produced
the water from its wells. In addition, OCWD also periodically offer the City the Coastal
Pumping Transfer Program (CPTP), similar to the In -Lieu program. The CPTP's primary
objective is to further decrease the potential of salt water intrusion by reducing physical
pumping of groundwater from coastal cities such as the City, and increase pumping of
groundwater from inland cities by the same quantity. The City would thereby use more
imported water but will not be burdened with the higher imported water rate for the
amount of under pumping.
Table 3-1
Groundwater Production vs. Imported Water Purchases
(FY10 — FY15)
Groundwater Production
VS impor#ed Water'
Purc
ra.. , ...... w ._.�x.._ —_.r..
Groundwater
18,271.0 16,790.4
14,926.8
20,343.7
18,584.5
16,603.9
17,586.7
Imported Water b
11,192.0 11,409.6
14,926.2
9,532.3
12,553.5
11,392.1
11,834.3
Total (AFY)
29,463.0 28,200.0
29,853.0
29,876.0
31,138.0
27,996.0
29,421.0
% Imported
38% 40%
50%
32%
40%
41%
40%
In-Lieu/CPTP Imported
0.0 729.6
4,443.8
0.0
3,232.9
3,432.0
1,973.1
Adjusted % Imported
38% 38%
35%
32%
30%
28%
34%
(a) Data are from July to June each year
(b) Imported water calculated from difference between total produced versus groundwater produced
PSOMAS 3-2 October 2016
Item 17. - 45 HB -600-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Chapter 3
Figure 3-1
Groundwater Production vs. Imported Water Purchases
(FY10 — FY15)
35,000.0
30,000.0
25,000.0
a 20,000.0
0
D
u
15,000.0
0
L
a
10,000.0
5,000.0
0.0
2010 2011 2012 2013 2014 2015
Fiscal Year
3.2 Water Quality
■ Imported Water
❑ In-Lieu/CPTP Imported
■ Groundwater
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 California Department of Public
Health (CDPH). 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 surface water
consistently meets or exceeds all State and federal potable water quality standards. The
City maintains a water quality monitoring program consistent with CDPH requirements.
As a result of the high quality of the City's source water supplies, the only 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 (CL2) typically at a rate of
about 1.0 milligrams per liter (mg/1) residual. The City receives imported surface water
PSOMAS 3-3 October 2016
HB -60 1 - Item 17. - 46
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
that has been disinfected by MWD by means of chloramination typically at a rate of
about 2.2 mg/l residual.
The City has fluoridated its water supply to aid in the development of healthy teeth since
1972. The natural fluoride concentration in the local groundwater ranges from 0.3 to 0.5
mg/l. The City increases the fluoride concentration to between 0.7 and 1.3 mg/l via
injection stations located at all wells. The City previously injected fluoride at the
imported water connections until late 2007, when MWD began fluoridation of their
water. The average fluoride level of the imported surface water at City turnouts is 0.8
mg/l.
MWD conducts extensive monitoring of its treated water at the various treatment plants
within its system. OCWD also conducts more extensive testing than required by all
regulatory agencies on groundwater samples taken at all of the production and numerous
monitoring wells throughout the Basin on behalf of its member agencies in order to stay
on top of any potential contaminant that might be detected as well as to track migration of
TDS and other water quality trends. Following is a summary of recent regulations
relating to potential constituents of concern and their levels in the City's water supplies.
Arsenic
In January 2006, a new federal water quality regulation reduced the MCL for arsenic, an
inorganic chemical, from 50 parts per billion (ppb) to 10 ppb. California's revised arsenic
MCL of 10 ppb became effective in November 2008. The average arsenic level 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 required or anticipated.
Groundwater Rule
EPA initiated the Ground Water Rule (GWR) in November 2006, which specifies the
appropriate use of disinfection in groundwater and addresses other components of
groundwater systems to protect against bacteria and viruses in portable groundwater
supplies. The requirements of the GWR include State -conducted system sanitary surveys
and compliance monitoring for systems that disinfect to ensure that 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 contracting 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.
PSOMAS
Item 17. - 47
3-4 October 2016
HB -602-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
The proposed regulation offers two options:
r3
• 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 (picoCuries per liter, a standard unit of radiation) or
lower. EPA is encouraging states to adopt this option because it is the most cost-
effective method and achieves the greatest radon risk reduction.
• Option 2: If a state opts not to develop an MMM program, individual water
systems in that state 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 4,000 pCi/L. Water systems already at or below
the 300 pCi/L standard would not be required to treat their water for radon.
Radon was monitored in the City's water supply between 2001 and 2006 and levels
averaged 443 pCi/L (366 pCi/L in 2001, 443 pCi/L in 2002, 356 pCi/L in 2003, 314
pCi/L in 2004, 596 pCi/L in 2005, and 582 pCi/L in 2006). Radon treatment alternatives
include aeration and treatment with granular activated carbon filters.
Stage 2 Disinfection Byproduct Rule
Chlorine and other chemical disinfectants used by public 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.
Effective in 2002, 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 averages for the Huntington Beach water
system have always been well below the MCLs.
In 2006 EPA finalized Stage 2 of the regulation, which further controls allowable levels
of DBPs in drinking water without compromising disinfection itself. Under the Stage 2
DBR, systems were required to conduct an evaluation of their distribution system to
identify the locations with high THM and HAA concentrations. The City completed the
evaluation in 2008, and submitted a Stage 2 monitoring plan for DDW review. Full Stage
2 compliance monitoring started in April 2012. The Stage 2 plan changed several of the
locations previously monitored in the Stage 1 plan, and includes a few new sites. Under
the Stage 2 DBR, compliance with the MCLs for THM and HAA are calculated for each
monitoring location in the distribution system (locational running annual average), as
opposed to the previous less stringent method of calculating running annual averages of
samples from all monitoring locations across the system.
The Stage 2 DBR was implemented in two phases. During Phase 1 of the
implementation, the MCLs for THM and HAA were 80 ppb and 60 ppb, respectively,
PSOMAS 3-5 October 2016
HB -603- Item 17. - 48
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
based on running system -wide annual averages at the current Phase 1 monitoring sites.
The last Phase 1 monitoring was the First Quarter of 2012. During Phase 2, the
compliance sites were changed based on the system -wide evaluation for high DBP sites
and the locational annual MCL averages were 80 ppb for THM and 60 ppb for HAA. The
Phase 2 monitoring began the Second Quarter of 2012, and locational annual averages for
the Huntington Beach water system are continually below the MCLs.
Hexavalent Chromium
In July 2011, the Office of Environmental Health Hazard Assessment (OEHHA)
established a revised Public Health Goal (PHG) for hexavalent chromium at 0.02 ppb.
The California Stat Division of Drinking Water (DDW) is required by California law to
set a primary drinking water standard, MCL level, for hexavalent chromium and to set the
MCL as close to the PHG as possible, taking into account technical feasibility (e.g.,
detectability and treatment) and costs. DDW set the new MCL for hexavalent chromium
at 10 ppb, which became effective on July 1, 2014.
In the early 2000s, the California Unregulated Chemical Monitoring Rule required water
utilities to monitor hexavalent chromium, which has a detection limit of 1 ppb. The
City's wells have been monitored since 2001 for hexavalent chromium and all readings
have been below the 1-ppb detection limit ("Not Detected").
Under the third Unregulated Contaminant Monitoring Regulation (UCMR3), the Federal
Environmental Protection Agency (EPA) required large public water systems to conduct
monitoring of 30 contaminants, including hexavalent chromium, for a one-year period
between 2013 and 2015. The Minimum Reporting Limit (MRL) for hexavalent chromium
under UCMR3 is 0.03 ppb. In 2014, each of the City's wells were sampled twice to
comply with this requirement. All of these samples detected hexavalent chromium above
the MRL, with results ranging between 0.05 and 0.51 ppb. These findings are still below
the State detection limit of 1 ppb. EPA is still in the process of determining if a new
federal standard for hexavalent chromium is warranted.
3.3 Groundwater Supply
The City and other OCWD member agencies are charged the RA for groundwater
produced from the 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 75% for 2016/17. In 2013, OCWD's Board of Directors adopted Resolution No.
13-1-6 setting a goal of achieving and maintaining a 75 percent BPP and for the FY 2015
and 2016 has maintained this BPP even with a declining basin groundwater level. This
has been possible in part by the increased recharge operations from the GWRS and other
programs and projects being implemented by OCWD.
3.3.1 OCWD Projects
OCWD has on -going and proposed projects to protect, clean, and refill/maintain the
groundwater basin.
PSOMAS 3-6 October 2016
Item 17. - 49 HB -604-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Talbert Seawater Intrusion Barrier
Chapter 3
Since 1975, OCWD has operated a seawater barrier to keep seawater from migrating
inland and mixing with and contaminating potable groundwater. OCWD's Fountain
Valley 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.
In 2007, OCWD completed a project to further protect the groundwater supply with an
expansion of the seawater intrusion barrier by constructing a pipeline southerly from Ellis
Street in the Southern California Edison property near Newland Street (Harper Park) and
two additional injection wells.
Groundwater Replenishment System
The Groundwater Replenishment System (GWRS), a joint project of OCWD and the
Orange County Sanitation District (OCSD), takes highly treated wastewater that would
have previously been discharged into the Pacific Ocean and purifies it using a three -step
process consisting of microfiltration, reverse osmosis, and ultraviolet light with hydrogen
peroxide. Some of this highly treated water is used to fortify the seawater intrusion
barrier and some is pumped to upstream areas of the Basin where it is recharged at
strategic sites into the deep aquifers of the Basin, where it eventually becomes part of the
potable groundwater supply. The treated water exceeds all federal and state drinking
water standards and is near -distilled water that improves the overall quality of the
groundwater basin by lowering the mineral content. This state-of-the-art water
purification project, the largest of its kind in the world, originally had a capacity of 70
million gallons per day (mgd) resulting in about 72,000 AFY for recharge to the Basin.
A treatment plant expansion of 30 million gallons per day was recently put on line by
OCWD increasing the recharge capacity of the GWRS to 100 million gallons per day,
and the treatment system is being laid out so that it could eventually be expanded to 130
million gallons per day.
GWRS currently treats and recharges up to 100 million gallons per day of wastewater
back into the Basin for future potable use. This equates to the recycling of over 110,000
AFY of wastewater back into the Basin for future extraction and potable use.
3.3.2 City Groundwater Production
The capacity of the City's active potable wells is shown in Table 3-2 and the locations of
these potable wells are shown on Figure 3-2. As shown on Table 3-2, the City has a total
potable water well design capacity estimated at 25,300 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, availability of in -lieu water, etc. The
City prolongs the life of the wells and associated supply equipment when operating at
less than capacity and the normal operating capacities. However, current normal
PSOMAS 3-7 October 2016
HB -605- Item 17. - 50
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
operating capacity is near the maximum desirable operating threshold, and without any
redundancy for well failures (See Section 3.3.9 for additional information).
Table 3-2
Groundwater Well Production Capacities
Year
Drilled
Well
Depth
(feet)
Design
Capacity
(gpm)
Well No. 3A
1994
660
2,500
Well No. 4
1967
804
500
Well No. 5
1969
820
4,000
Well No. 6
1973
810
3,300
Well No. 7
1975
891
4,000
Well No. 9
1981
996
3,000
Well No. 10
1981
960
4,000
Well No. 13
2002
830
4,000
Total Groundwater
25,300
Additionally, the City does not operate each well continuously over the course of a year
(i.e. 24/7, 365 days a year). Each well is operated only about 6 to 7 months or about 50 to
60 % of total time to preserve the well and because during winter months demands are
not high enough to pump all wells 100% of the time.
PSOMAS 3-8 October 2016
Item 17. - 51 I1 B -606-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
.................................. .a.a a.»wa.azo»lays ai•
1�
ows Impon ce.».u»
-
spiny0.l.
- w.11 t111n.Nn. roe...enlwwr.q.»el
e
-.._ � W.II Mb f wNI11t0
Legend
0 City Boundary
Zone 2 Boundary
Reservoir I Booster Pump Station
Groundwater Well
Pressure Relief Valve
® Check Valve
• Import Water Service Connection
• Emergency Inter -Connection
•••.•• OCWD Chloride (250 mg/L)
Water Pipes By Diameter
4" - 6"
8" - 15"
- 16" - 18"
20" - 24'
- 26" - 42"
3
Figure 3-2
Locations of City Potable Groundwater Wells & Imported
Water Turnouts with OCWD Chloride Limit
P50MA5 3'A
xB -607- Item 17. - 52
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
The City's 2015 UWMP assumed a 75% BPP as that was what was in effect in FY
2015/16 and was what OCWD staff was indicating was a conservative assumption for
future long-range planning purposes. Based on 2015 water consumption adjusted for the
drought conditions to a normal year consistent with the 2015 UWMP, and projected
demand requirements for 2020 and 2040, the amount of water using a BPP percentage of
70% for water that could be withdrawn from the Basin without paying the BEA are as
shown on Table 3-3.
Table 3-3
Groundwater Production to BPP
Supply (AFY)
2020
2040
Total Supply Requirement
28,090
30,396
GW Production to 75% BPP
19,663
21,277
3.3.3 Regional Imported Water Supply
The City purchases supplemental treated imported water from MWDOC, which is a
member agency of MWD. MWD imports raw water from northern California and the
Colorado River, and then treats the majority of this water to potable standards at filtration
plants located throughout southern California. MWD water 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 Diamond
Valley Reservoir in Riverside County near Hemet provides regional seasonal and
emergency storage of SWP and Colorado River water.
3.3.4 Conjunctive Use Storage Program
In 2003, MWD, MWDOC, and OCWD signed a 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 AF of imported
water in the Basin during wet periods. During dry periods, droughts, or emergencies, up
to 20,000 AFY 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 were provided to city and local water district
participants to ensure that the stored water can be pumped in addition to the normal
pumped groundwater. The operating agencies are able to use MWD's new wells as
backups for their existing systems and ownership of these wells will transfer to the
participating agencies when the agreement expires. Participating agencies include the
cities of Buena Park, Fullerton, Garden Grove, Orange, Santa Ana, and Westminster, plus
Golden State Water Company, and Yorba Linda Water District.
PSOMAS 3-10 October 2016
Item 17. - 53 HB -608-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
3.3.5 City Imported Water Supply
The City receives treated imported potable water from two primary MWD sources.
MWD's Jensen Filtration Plant, located in San Fernando Valley, receives only SWP
water with no water received from the Colorado River. Jensen -treated water is delivered
to the City via service connections OC-9 and OC-35.
The City also receives treated imported potable water from the Diemer Filtration Plant,
located just north of Yorba Linda. Typically, the Diemer Plant receives a blend of
Colorado River water from Lake Mathews through the MWD lower feeder and SWP
water through the Yorba Linda Feeder. At this time the blend is approximately a 50150
blend of the two sources. Diemer-treated water is delivered to the City via service
connection OC-44.
As mentioned above, imported water is delivered to the City via three service
connections: OC-9, OC-35, and OC-44. The locations of these service connections or
turnouts are shown on Figure 3-2. All three turnouts currently supply water directly to
Zone 1. The City's allocated maximum capacities from these connections are shown in
Table 3-4. OC-9 and OC-35 are both under the jurisdiction of the West Orange County
Board (WOCWB), which normally require 24-hour advance notice to change delivery
flows. Both service connections are located at the intersection of Dale and Katella Streets
in the City of Stanton. Water from OC-9 enters the City system at the intersection of
Newland Street and Edinger Avenue and water from OC-35 enters the City system at the
intersection of Springdale and Glenwood Streets. Since the City is the majority owner of
the WOCWB, the Public Works Department, Utilities Division is responsible for
performing all operation and maintenance on the transmissions mains, and the City
Utilities Manager acts as the General Manager for WOCWB. Huntington Beach owns
52.5% of WOCWB, with the City of Westminster at 25.4%, the City of Seal Beach at
14.3% and the City of Garden Grove at 7.8%.
OC-44 is located on MWD's East County Feeder No. 2. MWD, who owns the primary
meter, allows the City to take water from OC-44 on a demand basis, and does not require
advance notice in order to change flow settings. Water is supplied to the City from OC-44
via a 24- to 42-inch transmission line owned jointly by the City (41.4%) and Mesa Water
District (58.6%). A secondary joint metering station to measure flows to the City is
located on Adams Avenue at the Santa Ana River, where the water enters the City
system.
PSOMAS 3-11 October 2016
HB -609- Item 17. - 54
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
Table 3-4
Imported Water Connections
Allocated Capacity
Zone
Turnout Location
Connection
(gpm)
Supplied
(Location Entering City System)
Dale & Katella Streets - Stanton
OC-9
6,300
Zone 1
(Newland St. & Edinger Ave.)
Dale & Katella Streets - Stanton
OC-35
9,000
Zone 1
(Springdale & Glenwood Streets)
East Orange County Feeder No. 2
OC-44
6,700
Zone 1
(Adams Ave. & Santa Ana River)
Total
22,000
3.3.6 Seawater Desalination
A third party private desalination company has been in the process of developing the
Huntington Beach Seawater Desalination Project to be located adjacent to the AES Power
Plant in the City along Pacific Coast Highway and Newland Street. The proposed project
would produce up to 50 million gallons per day (56,000 AFY) of drinking water and will
distribute water to coastal and south Orange County to provide approximately 8% of
Orange County's water supply needs. The project supplies would be distributed to
participating agencies through a combination of (1) direct deliveries through facilities
including the East Orange County Feeder No. 2, the City of Huntington Beach's
distribution system, and the WOCWB Feeder No. 2, and (2) water supply exchanges with
agencies with no direct connection to facilities associated with the Project.
In 2015, OCWD announced it would spearhead efforts to move this project forward and
is currently working on options to purchase all the capacity and distribute it directly to
agencies within its boundary as well as use a portion of the capacity for injection along its
seawater barrier. However, until this project becomes a reality, the City is not counting
on these supplies in its water planning. In following sections, contingent plans for capital
improvements with or without this project will be discussed.
3.3.7 Emergency Connections
The City has four emergency mutual -aid interconnections with adjacent water agencies
including the City of Fountain Valley, City of Westminster, and Golden State Water
Company (City of Seal Beach). The locations of these emergency interconnections are
shown on Figure 4-1. Each of these agencies could provide Huntington Beach with
limited water supply in the event of an emergency, if these supplies are available.
Conversely, the City could provide emergency water to these cities, if available from
either groundwater or imported water sources. Imported water is also supplied to
Huntington Beach from OC-44 via a 24- to 42-inch transmission main jointly owned by
the City and Mesa Water District. In an emergency the City could receive water from this
source from Mesa Water District and vice versa.
PSOMAS
Item 17. - 55
3-12 October 2016
HB -610-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
3.3.8 Supply Reliability
Available water supplies compared to demands determine one component of an agency's
overall supply reliability. The City's ability to pull from different sources such as
imported water from Metropolitan and groundwater provide a certain degree of
reliability. Other local sources such as recycled water can also provide additional supply
reliability. However, just because an agency has more supply than demand does not
necessarily make the system reliable. For example, all of its supply could come from one
source that might be susceptible to interruptions in service from droughts, earthquakes or
other elements.
The more different sources or sources with a high degree of reliability an agency has, the
more reliable their supply will be. The City is fortunate to overly the Orange County
Groundwater Basin (Basin), which has been able to sustain BPPs from the mid-60s to
70% throughout past years. During preparation of the City's 2015 UWMP, Orange
County Water District who manages the Basin conservatively projected that a BPP of
75% could be maintained throughout the next twenty -plus years. This means that the City
can reasonably count on at least 75% of its projected demands being met by local
groundwater produced from City wells overlying the Basin. However, to be conservative,
a BPP of 70% was assumed in the City's 2015 UWMP for calculation of available water
supply under various hydrological scenarios. Imported water is less reliable in that
Metropolitan's main sources are the State Water Project which is subject to climate
patterns including drought and other environmental constraints and Colorado River which
also has limitations. However, Metropolitan has projected in its long range water
planning documents, including its 2015 UWMP and 2015 Integrated Water Resources
Plan (IRP), that supplies will be sufficient to meet projected demands during normal,
single dry and multiple dry years through the year 2040.
Given the above, the ability of the City to reliably produce sufficient quantities of
groundwater from the Basin and imported water from its available wells and turnout
facilities, respectively, will be analyzed. Existing City wells with their year of
construction, depths, pumping capacities and normal operating capacities are listed in
Table 3-5. The reason the normal operating capacities are lower than those listed under
the "Design Capacity" column is due to the fact that some of the City's wells are not
operated at 100 percent capacity in consideration of several factors including
groundwater level, water quality, availability of in -lieu water, etc. Additionally, the life
of the wells and associated supply equipment can be prolonged when operating at less
than capacity resulting in the normal operating supply values shown in Table 3-5.
PSOMAS 3-13 October 2016
HB -611- Item 17. - 56
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 3-5
Well Capacities (Design & Normal Operating)
Year Drilled
Well Depth
(feet)
Design
Capacity
(gpm)
Normal
Operating
Capacity
(gpm)
Well No. 3A
1994
660
2,500
2,000
Well No. 4
1967
804
500
300
Well No. 5
1969
820
4,000
2,500
Well No. 6 a
1973
810
3,300
1,500
Well No. 7
1975
891
4,000
3,000
Well No. 9 a
1981
996
3,000
1,500
Well No. 10
1981
960
4,000
3,300
Well No. 13
1 2002
830
4,000
2,500
Total Groundwater
25,300
16,600
(a) Well 6 & 9 operating capacity reduced to allow for sufficient blending with
other sources in order to address higher level of dissolved Hydrogen Sulfide.
3
Imported water can be supplied directly into the City's Zone 1 via three turnouts, OC-9 at
6,300 gpm, OC-35 at 9,000 gpm, and OC-44 at 6,700 gpm, for a total imported supply
availability of 22,000 gpm, as shown on Table 3-4.
Determining the amount pumped from each of the City's supply facilities from month to
month is fairly complex due to many variables. First, the City's demand fluctuates with
higher demands in summer than winter. Additionally, the BPP typically varies to some
degree from year to year based on weather and Basin conditions. And finally, in -lieu
water is available from Metropolitan in certain years in certain months when surplus
imported water is available (Metropolitan provides imported water in wet years at rates
similar to groundwater costs to encourage use of surplus imported supplies and, in
essence, increase levels in the Basin for use in dry years). Table 3-6 shows an actual
operational scenario using FY 2014/15 data. Over that period the highest monthly
average was October with a factor of 1.18 times average monthly demand and the lowest
month was December with a factor of 0.81 times average.
PSOMAS
Item 17. - 57
3-14 October 2016
l-113-612-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 3-6
2014/15 Monthly Demand/Supply Projections (acre-feet)
3
OCT
NOV
DEC
JAN
FEB
MAR
APR
MAY
JUN
JUL
AUG
SEP
TOTAL AVERAGE
Peaking Ratio
1.18
1.00
0.81
0.88
0.86
1.03
1.06
1.02
1.03
1.04
1.09
0.98
2014/15
Demand
2,540.5
2,154.6
1,740.8
1,895.9
1,848.5
2,211.9
2,282.8
2,183.1
2,207.3
2,225.4
2,340.9
2,112.4
25,744.1
2,145.3
Supply Source (Actual before
Adjustments)
Groundwater
1,377.3
1,169.6
907.0
974.4
957.8
1,370.3
1,788.8
1,293.2
1,351.2
1,333.9
1,528.4
1,537.4
15589.3
1,299.1
Imported
1,163.2
985.0
833.8
921.5
890.7
841.6
494.0
889.9
856.1
891.5
812.5
575.0
10:154.8
846.2
Actual Groundwater
Pumped
vs Operating
Capacity
Meadowlark #2
22.9
9.6
0.0
7.3
8.4
17.8
23.3
23.1
25.7
27.4
33.5
22.8
221.8
18.5
Well #3
224.9
254.1
241.1
74.7
0.0
103.0
249.2
27.3
9.4
54.9
4.0
248.0
1,490.6
124.2
Well #4
0.0
0.0
0.0
0.0
0.0
0.0
20.0
12.5
33.2
45.5
41.3
41.0
193.5
16.1
Well #5
159.0
227.6
359.4
358.1
306.3
369.8
334.0
295.9
337.1
168.6
285.1
196.5
3,397.4
283.1
Well #6
31.0
226.1
42.3
170.8
236.4
303.8
130.7
1.5
6.1
8.0
15.8
32.0
1,204.5
100.4
Well #7
174.4
2.3
0.4
14.2
15.8
56.8
172.7
346.9
338.2
250.3
335.3
177.7
1,885.0
157.1
Well #9
159.7
42.6
1.3
1.0
3.1
1.2
68.0
49.9
113.1
62.0
170.2
220.6
892.7
74.4
Well #10
389.7
388.1
247.3
331.8
387.8
427.4
402.6
414.5
411.0
382.7
275.3
342.7
4,400.9
366.7
Well #13
215.7
19.2
15.2
16.5
0.0
90.5
388.3
121.6
77.4
334.5
367.9
256.1
1,902.9
158.6
Total GW
Capacity
2273.8
2200.4
2273.8
2273.8
2053.7
2273.8
2200.4
2273.8
2200.4
2273.8
2273.8
2200.4
26,771.6
2,231.0
GW Surplus
896.5
1030.8
1366.8
1299.4
1095.9
903.5
411.6
980.6
849.2
939.9
745.4
663.0
11,182.3
931.9
Supply Source Adiusted
(Via
In -Lieu or CPTP)
Groundwater
2,090.7
1,801.0
1,540.0
1,349.4
1,322.8
1,370.3
1,788.8
1,293.2
1,351.2
1,333.9
1,528.4
1,537.4
18,307.1
1,525.6
Imported
449.8
353.6
200.8
546.5
525.7
841.6
494.0
889.9
856.1
891.5
812.5
575.0
7,437.0
619.8
Groundwater
(%)
82.29%
83.59%
88.47%
71.17%
71.56%
61.95%
78.36%
59.24%
61.22%
59.94%
65.29%
72.78%
71.11%
Imported (%)
17.71%
16.41%
11.53%
28.83%
28.44%
38.05%
21.64%
40.76%
38.78%
40.06%
34.71%
27.22%
28.89%
GW Surplus
183.1
399.4
733.8
924.4
730.9
903.5
411.6
980.6
849.2
939.9
1 745.4
663.0
8,464.5
705.4
Import Water Adjusted
vs Operating Capacity
Total I W
Capacity
3,013.4
2,916.2
3,013.4
3,013.4
2,721.8
3,013.4
2,916.2
3,013.4
2,916.2
3,013.4
3,013.4
2,916.2
35,480.4
2,956.7
IW Surplus
2,563.6
2,562.6
2,812.6
2,466.9
2,196.1
2,171.8
2,422.2
2,123.5
2,060.1
2,121.9
2,200.9
2,341.2
28,043.4
2,337.0
Total Capacity and
Surplus Capacity (After Adjustments)
Total Capacity
1 5,287.2
1 5,116.6
5,287.2
1 5,287.2
1 4,775.5
5,287.2
5,116.6
5,287.2
5,116.6
5,287.2
5,287.2
5,116.E
1 62,252.0
1 5,187.7
Total Surplus
1 2,746.7
1 2,962.0
3,546.4
1 3,391.3
1 2,927.0
3,075.3
2,833.8
3,104.1
2,909.3
3,061.8
2,946.3
3,004.2
1 36,507.9
1 3,042.3
P'SOMAS
3-15
October 2016
Of
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
The second row in Table 3-6 shows the actual FY 2014/15 demand proportioned across
each month based on the average factors for each month as discussed above. The next
two rows show the monthly demand split between groundwater and imported water,
before adjustments were made (such as in -lieu and/or Coastal Pumping Transfer
Program). Meadowlark #2 in Table 3-6 is a private well maintained for the golf course,
but production is included in City's annual BPP. It is understood that an exact BPP is not
typically maintained each and every month but at the end of the year it is important to hit
the BPP as close as possible since over pumping from the Basin results in Replenishment
Assessments over and above normal groundwater pumping rates and taking more
imported water is more expensive than groundwater pumped at or below the BPP.
Table 3-6 does illustrate an important point. All the groundwater rows and columns show
the normal operating pumping rates from Table 3-5 times the number of days in each
month converted to acre-feet for each well and then a total for all of the eight wells. The
"GW Surplus" row under "Supply Source Adjusted" is the difference between the total of
all Well Operating Capacities minus the adjusted Groundwater Demand near the middle
of the table. Table 3-6 shows that the total Surplus Groundwater Pumping Capacity for
FY 2014/15 was 705.4 acre-feet, which appears to be substantial. However, in October
and November the Surplus Groundwater Pumping Capacity is below 400 acre-feet for
each month and for October is below 200 acre-feet. During that period, if a large capacity
producing well, such as Well 7 or Well 10, were to be down for the month, the BPP could
not be maintained in any of those months. If this were to occur, other wells could perhaps
be pumped at higher rates to compensate during such an outage. Alternatively, more
groundwater could be pumped in winter months when there is significantly more surplus
to catch up with the BPP. However, this analysis does show that there is marginal surplus
groundwater production capacity in certain times of the year. This becomes even more
significant when you consider that Wells 4, 7, and 13 are all located in close proximity to
one another at the Peck/Springdale Reservoir complex and in the area where higher
chloride content exists in the Basin. This fact is illustrated on Figure 3-2 by comparing
City well locations with the 250 mg/1 Chloride concentration lines as developed by
OCWD from monitoring in recent years. If the City were to lose these three wells for a
year with the FY 2014/15 demands and assuming the Normal Operating Pumping
Capacities shown in Table 3-6, there would be an average deficit of 74.1 AF per month,
or a deficit of around 889.4 AFY.
A similar table was prepared using projected 2040 demands and that scenario is
illustrated in Table 3-7. Granted these are demand projections some 25 years in the future
but they show that there is a deficit of 266.2 AF in the month of October, with an average
monthly surplus of only 331.2 AF per month. The demands, BPP, and monthly peaking
can be easily modified in the Excel files created to generate Tables 3-6 and 3-7 to analyze
differing scenarios and assess their impacts. Needless to say, as demands increase and
with increases in the BPP, the City's groundwater pumping capacity becomes less and
less reliable, especially in peak months. Additionally, in drier years the monthly demand
distribution would be more extreme (i.e. higher summer peak use) than the average
monthly distributions used in this analysis, further exacerbating this condition. If the City
were to lose Wells 4, 7, and 13 for a year with the FY 2039/40 demands and assuming the
Normal Operating Pumping Capacities shown in Table 3-7, there would be an average
deficit of 448.3 AF per month, or a deficit of around 5,379.3 AFY.
PSOMAS 3-16 October 2016
Item 17. - 59 HB -614-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 3-7
2040 Monthly Demand/Supply Projection
(acre-feet)
3
OCT
NOV
DEC
JAN
FEB
MAR
APR
MAY
JUN
JUL
AUG
SEP
TOTAL
AVERAGE
Peaking Ratio
1.18
1.00
0.81
0.88
0.86
1.03
1.06
1.02
1.03
1.04
1.09
0.98
2039/40 Demand
2,999.6
2,543.9
2,055.4
2,238.5
2,182.5
2,611.6
2,695.3
2,577.6
2,606.2
2,627.5
2,763.9
2,494.1
30,396.0
2.533.0
Supply Source (Assume No Adjustments)
Groundwater
2,540.0
2,182.6
1,850.2
1,680.1
1,645.4
1,751.7
2,190.5
1,668.3
1,731.4
1,716.6
1,933.7
1,906.6
22,797.0
1,899.8
Imported
459.6
361.3
205.2
558.4
537.2
859.9
504.8
909.3
874.7
910.9
830.2
587.5
7,599.0
633.3
Projected Groundwater Pumped vs Operating
Capacity
Meadowlark #2
22.9
9.6
0.0
7.3
8.4
17.8
23.3
23.1
25.7
27.4
33.5
22.8
221.8
18.5
Well #3
330.4
373.3
354.2
109.7
0.0
151.3
366.1
40.1
13.8
80.6
5.9
364.3
2,189.7
182.5
Well #4
0.0
0.0
0.0
0.0
0.0
0.0
29.4
18.4
48.8
66.8
60.7
60.2
284.3
23.7
Well #5
233.6
334.3
528.0
526.1
450.0
543.2
490.7
434.7
495.2
247.7
418.8
288.7
4,990.9
415.9
Well #6
45.5
332.1
62.1
250.9
347.3
446.3
192.0
2.2
9.0
11.8
23.2
47.0
1,769.4
147.5
Well #7
256.2
3.4
0.6
20.9
23.2
83.4
253.7
509.6
496.8
367.7
492.6
261.0
2,769.1
230.8
Well #9
234.6
62.6
1.9
1.5
4.6
1.8
99.9
73.3
166.1
91.1
250.0
324.1
1,311.4
109.3
Well #10
572.5
570.1
363.3
487.4
569.7
627.9
591.4
608.9
603.8
562.2
404.4
503.4
6,465.0
538.8
Well #13
316.9
28.2
22.3
24.2
0.0
132.9
570.4
178.6
113.7
491.4
540.5
376.2
2,795.4
233.0
Total GW Capacity
2273.8
2200.4
2273.8
2273.8
2053.7
2273.8
2200.4
2273.8
2200.4
2273.8
2273.8
2200.4
26,771.6
2,231.0
GW Surplus
-266.2
17.8
423.6
593.7
408.3
522.1
9.9
605.5
469.0
557.1
340.1
293.8
3,974.6
331.2
Projected Import Water vs Operating Capacity
Total IW Capacity
3,013.4
2,916.2
3,013.4
3,013.4
2,721.8
3,013.4
2,916.2
3,013.4
2,916.2
3,013.4
3,013.4
2,916.2
35,480.4
2,956.7
IW Surplus
2,553.8
2,554.9
2,808.2
2,455.0
2,184.6
2,153.5
2,411.4
2,104.1
2,041.5
2,102.5
2,183.2
2,328.7
27,881.4
2,323.5
Total Capacity and Surplus Capacity (After Adiustments)
Total Capacity
5,287.2
5,116.6
5,287.2
5,287.2
4,775.5
5,287.2
5,116.6
5,287.2
5,116.6
5,287.2
5,287.2
5,116.6
62,252.0
5,187.7
Total Surplus
2,287.6
2,572.7
3,231.8
3,048.7
2,593.0
2,675.6
2,421.3
2,709.6
2,510.5
2,659.6
2,523.3
2,622.5
31,856.0
2,654.7
O
3-17
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 3
These analyses do illustrate that the City has plenty of surplus imported water capacity
even in the higher demand months based on the high volume of turnout capacity. The fact
that the three turnouts are located at different points on the City distribution system is an
added plus for imported water reliability.
3.3.9 Groundwater Well Study
In conclusion, the City has lost two wells since the 2012 Water Master Plan, a clear
indicator that the City should be prepared for a potential loss of one or more wells due to
any number of factors. Table 3-8 below shows a history of wells going back to 1956 that
have experienced limited capacities and have been abandoned and/or replaced.
Illustrated on Table 3-9 and Figure 3-3 below, a total of 15 wells have been drilled since
1956, of which eight currently are still active, with seven being either inactive or
destroyed. The average age of active wells compared to inactive wells is 36 years versus
30 years. Therefore, active wells have been operating, on average, 6 years beyond those
that have failed. This is an important indicator that the City's operating water wells are
nearing their useful lives and planning for future replacement is necessary and inevitable.
The above findings indicate a high risk of a multi -year financial impact resulting from
being unable to meet the BPP, especially in a scenario of sudden loss of a water well.
This is compounded by the fact that it would take between 3 to 4 years to design and
construct a new replacement well (or longer if a new well site must first be acquired).
The financial impact would be the result of having to purchase a much costly imported
water supply, as that can add an unanticipated operating cost of around $2.4 million if
prolonged for one year, or nearly $10 million over the 4 years it could take to design and
construct a new well. In other words, failure to meet BPP for 4 years is approximately
equivalent to the design and construction cost of two new wells.
A sample calculation of this financial impact is illustrated below, assuming no well down
time for simplicity:
Assumptions:
Typical Water Well Production = 2,500 gpm or I IAF/Day or 4,032 AF/Yr
Current Cost difference Between Imported & Groundwater = —$600/AF
Minimum Cost of New Water Well = $5 million
Financial Impact from Added Cost to the City:
Daily Impact - $600/AF x 11 AF/Day = $6,600/Day
Annual Impact - $600/AF x 4,032 AF/Yr = $2.4 million/Yr
4 Year Impact - 4 x $600/AF x 4,032 AF/Yr = $9.6 million/Yr
Comparing Added Import Cost vs. New Water Wells:
(4 Year Impact) / (Cost of New Well) =
$9.6 million / $5 million = —2, or equivalent to 2 New Water Wells
A separate well study should be completed to assess the condition of each of the City's
existing wells, determine their remaining useful life, and develop a systematic approach
to replacement of wells in their same general location and/or the addition of new wells at.
PSOMAS 3-18 October 2016
Item 17. - 61 HB -616-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
3
future locations. From the 2012 Water Master Plan, Well No. 1 was already identified to
be separately evaluated regarding the feasibility of re -drilling it with its capacity
increased to approximately 750 gpm or greater. The current year Capital Improvement
Program included a project to address the presence of higher levels of dissolved
Hydrogen Sulfide at Well No. 9, which is currently operating at a reduced capacity of 50
percent to accommodate required blending. The recommended well study would address
the future need for and phasing of any additional wells and recommended locations for
these wells. However, based on Table 3-6 and Table 3-7 above, new wells are already
necessary to begin to restore losses in groundwater pumping capacity, and these wells are
discussed in Chapter 7.
Figure 3-3
Comparison of Active & Inactive Water Wells
70 Age of Active Wells
Age of Non Active Wells
60 -- Average Age of Active Wells
50 -- Average Age of Non Active Wells
L 40
a�
} 30
DYKE I Well I Well I Well I Well I Well I Well I Well I Well I Well Well I Well I Well Well I Well
No.I No.2 No.3 No.4 No.5 No.6 No.7 No.8 No.9 No.1D No.11 No.3A No. 13 No. 12
PSOMAS 3-19 October 2016
HB -617- Item 17. - 62
'--r CITY OF HUNTINGTON BEACH
Water Master Plan Update
J
0
Table 3-8
Groundwater Wells History
DESIGN
Normal
•" Above
Operating
Normal
Normal
Well
Electric Motor
Pumping
Pump Speed
Operating
Operating
Year
Depth
(EM) or Natural
Capacity
Pumping
Speed
Set by City
Capacity
Capacity
Drilled
Well Status
(feet)
Gas Engine (NG)
(gpm)
Head (feet)
(RPM)
(RPM)
(GPM)
(GPM)
Comments
No longer
No longer belongs to City
DYKE
1956
belongs to City
i
Out of service as of 2012
Well No. l
1962
Out of Service
�; US
_>Gn
1, i';'�
-
-
Destroyed in 2001
Well No.2
1962
Abandoned
%'7n
-
* 2,0!
'a5
J,7f,0
1,750
-
-
Destroyed in 1980
Well No. 3
1950
Abandoned
-
4,000
11,
t, 775
Well No. 4
1967
Active
804
NG
500
252
1,775
1,350
300
300
Well rehabilitation consisting of new pump and casing repair in
Well No. 5
1969
Active
820
EM
4,000
1 263
1,775
1,666
2,500
2,500
2016
Production reduced by 55% of well capacity due to presence of
Well No. 6
1973
Active
810
NG
3,300
330
1,190
900
1,500
22 500
hydrogen sulfide and color in the water
Well No. 7
1975
Active
891
NG
4,000
300
1,200
1,100
3,000
3,000
Out of service as of 1980 due to presence of hydrogen sulfide
Well No. 8
1978
Out of Service
� n0n
Information Not Avnilablc
-
-
and color in the water
Production reduced by 50% of well capacity due to presence of
Well No. 9
1981
Active
996
NG
3,000
408
1,775
1,600
1,500
22 500
hydrogen sulfide
Well No. 10
1981
Active
960
NG
4,000
308
1,775
1,670
3,300
3,300
Destroyed in 2003. Drilled but never put into service.
Well No. it
1985
Abandoned
bR
Original design capacity reduced due to bottom 25 feet of well
Well No. 3A
1994
Active
660
EM
2,500
406
1,785
1,680
2,000
2,000
1 cemented in 2015
Well No. 13
2002
Active
830
NG
4,000
308
11775
1,620
2,500
2,500
Destroyed in 2015
Well No. 12
2006
Abandoned
'Mn
TOTAL GROUNDWATER
25,300
16,600
18,600
* These wells no longer in service. Figures shown are original design capacity.
.. Well No. 6 & Well No. 9 can operate above normal capacity with acceptable level of lower aesthetic water quality due to presence of color and low level of odor from Hydrogen Sulfide
PSOMAS
3-20
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 3-9
Comparison of Active & Inactive Water Wells
Chapter 3
Well Name
Age of Active Wells
Age of Non Active Wells
DYKE
60
VvIell No. 1
50
'~Nell No. 2
39
Well No. 3
30
Well No. 4
49
Well No..5
47
%Nell No. 6
43
Well No. 7
41
Well No. 8
2
Weil No. 9
35
Well No. 10
35
1.1ell No. 11
18
Well No. 3A
22
Weil No. 13
14
'Well No. 12
9
Average Years
36
30
No. of Wells
8
7
PSOMAS 3-21 October 2016
HB -619- Item 17. - 64
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
4 FACILITIES AND OPERATION
4.1 Existing Facilities Summary
The City's existing potable water system facilities and pipelines are shown on Figure 4-1.
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 feet below and 80 feet above sea level. 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 109 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. Neither of the Zone 2
booster pump stations have a direct connection to pump from a storage reservoir.
In addition to the four booster pump stations, the City's existing potable water
distribution system includes eight currently active well facilities that pump directly into
the distribution system (with the exception that Well 4 pumps directly into Peck
Reservoir); three imported water service connections; four emergency water connections
with neighboring public water systems; and 631 miles of transmission and distribution
piping ranging in size from 4 inches to 42 inches in diameter.
One City well, Meadowlark No. 2, is used solely for irrigation of the Meadowlark Golf
Course and is not part of the potable water system. A separate, nonpotable water
distribution system does not currently exist nor is one planned to be implemented in the
near future. However, the potential for reducing demands on the potable water system
through implementation of local projects such as capture and beneficial use of storm
runoff for City landscape irrigation does exist and is discussed in Chapter 7.
4.2 System Operation
Eight existing potable water wells (Well Nos. 3A, 4, 5, 6, 7, 9, 10, and 13) can pump
directly into the distribution system. Both Well No. 6 and 9 are currently operating at
around 50 percent capacity due to the presence of higher levels of dissolved Hydrogen
Sulfide. 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.
Item 17. - 65
4-1 October 2016
H B -620-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Legend
[� City Boundary
Zone 2 Boundary
Reservoir f Booster Pump Station
Groundwater Well
Pressure Relief Valve
® Check Valve
• Import Water Service Connection
• Emergency Inter -Connection
Water Pipes By Diameter
4 6"
8"-15'
-- 16" - 18"
20" - 24"
-26'-42'
4
w�a k R...rvolr 6 Zon• 1 BPS �
WeS
OC-]S M:y.POR Con-nlon
w.nn tnacu».ww��
i
a
w.i
..._.-
Figure 4-1
Existing Potable Water System Facilities
PSOMAS 4-2
_ Item 17. - 66
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
The total combined well supply design capacity for the City, assuming all eight wells are
operating at full design capacity would be approximately 25,300 gpm. However, due to
the presence of Hydrogen Sulfide in some wells, as well as reduced production of aging
wells, the current normal operating capacity of the eight wells total approximately 16,600
gpm, as described in Chapter 3.
The pump at Well No. 5 has a constant speed motor. The pumps at the other well sites
can be operated at variable speeds via natural gas engines or electrical motors and are
generally operated to maintain constant flow.
The 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.
Edwards Hill booster station is a hybrid system, which can operate either by variable -
frequency electric motors or variable speed natural-gas engines. Overmyer and Peck
booster stations both only operate by variable speed natural-gas engines, but design is
underway to rehabilitate Peck booster station to become a hybrid system. Reservoir Hill
booster station only services Zone 2 and is primarily operated by variable speed natural-
gas engines, with the exception of one small pump operated by variable -frequency
electric motors. The Overmyer, Peck and Edwards Hill booster pump stations are
operated to maintain constant discharge pressures, which correspond to a discharge
hydraulic grade line (HGL) 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, which corresponds
to a discharge HGL of approximately 230 feet.
At each booster pump station, the lead pump is shut off when operating at its minimum
speed and decreasing demand causes the pump discharge pressure to rise to the specified
stop pressure and system pressure remains above this set point for a specified time. When
the respective booster pump station is off-line, various pressure control valves
automatically throttle to maintain system pressure by allowing system water to flow into
the reservoirs.
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 throughout the City are generally maintained between 50 and 72 psi
during normal operation. The tight range is attributable to the flat terrain of the City and
PSOMAS 4-3 October 2016
Item 17. - 67 HB -622-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
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 million gallons (MG).
Table 4-1
Existing Storage Reservoir Characteristics
Reservoir
Location
Dimensions
(ft)
Maximum
Water Depth
(ft)
High Water
Elevation
(ft)
Capacity
(MG)
Overmyer
Zone 1
441 x 198
48.5
71.8
20.0
Edwards Hill
Zone 1
213 dia.
34.0
84.0
9.0
Springdale
Zone 1
448 x 143
24.0
35.5
9.0
Peck
Zone 1
541 x 210
23.5
33.7
17.0
Total
55.0
The characteristics of the existing booster pump stations are shown in Table 4-2. A 10-
MG storage reservoir and 11,000-gpm booster pump station was included in the 2000
Master Plan at the AES property in the southeast quadrant of the City to provide storage
and supply to the area south of the Newport -Inglewood fault and east of Bolsa Chica. In
2005, the City purchased the future tank property from AES Huntington Beach
Development, LLC. This reservoir and booster pump station, which are still included as a
water master plan project in this water master plan, are discussed in Chapters 5 and 7.
4.3.1 Overmyer Reservoir and Booster Pump Station
The Overmyer Reservoir and the associated booster pump station are located at the City's
Utilities Division Yard. The reservoir, which was constructed in 1971, was formed by
excavating into natural soils and constructing an embankment of the 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, in accordance with the 1995 Water Master
Plan. 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. In conjunction with the
reservoir rehabilitation, a new booster pump station was also 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 one of the largest pumps (6,500 gpm) out of
service (acting in stand-by as a backup). The pump station is operated to maintain a
PSOMAS 4-4 October 2016
HB -623- Item 17. - 68
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Chapter 4
constant discharge pressure, which corresponds to a discharge hydraulic grade line
(HGL) of 180 feet. All four pumps have variable -speed operation via natural-gas engines.
Two 3,900-gallon 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.
Table 4-2
Existing Booster Station Characteristics
Electric Motor (EM) or
N
Natural Gas Engine Drive
r
.,�n�:.: (NG)
Pump;Design Point
;Zone.
Horse
Flow
HGL
Stat�ortt,.Pump=;
Speed
Power
Type
(gpm)
(ft)
RPM
1
Zone 1
Variable
409
NG
6,500
160
1,160
2
Zone 1
Variable
409
NG
6,500
160
1,160
Overmyer'
3
Zone 1
Variable
150
NG
3,500
115
1,190
4
Zone 1
Variable
150
NG
3,500
130
1,160
20,000d
Reservoir Hill
1
Zone 2
Variable
10
EM
400
52
1,770
2
Zone 2
Variable
25
NG
1,500
114
1,180
3
Zone 2
Variable
25
NG
1,500
114
1,180
4
Zone 2
Variable
75
NG
3,500
51
1,160
5
Zone 2
Variable
75
NG
3,500
51
1,160
10,400d
Peck
1-4
Zone 1
Variable
330
NGf
4,635
189
1,200
18,5401
Edwards Hill
1-4
Zone 1
Variable
150
Dual`
2,500
160
1,780
----------------------
----------------------------------
----------
---------
7,500e
-----------
----------
-------------
Edwards Hill
5-7
Zone 2
Variable
25/45b
Dual`
1,250
52
1,760
3,750d
(a) The Overmyer Zone 1 Pumps can also be used to pump to Zone 2 in an emergency.
(b) The motors are 25 hp and the engines are 45 hp.
(c) The pumps can be driven either by natural gas combustion engines with variable speed, right angle
gear drives or by variable frequency electric motors.
(d) The total capacity includes all zone pumps in the station; however, see text description for each
station to determine rated capacity, which is capacity with the largest pumping unit out of service.
(e) Edwards Hill Zone 1 station actually includes four 2,500 gpm pumps but only three can be used at a time
due to current piping restrictions; thus 7,500 gpm is total capacity, which is same as rated capacity.
(f) Design is underway to rehabilitate the Peck booster station to become a hybrid system, by providing the
capability to operate the station with variable -frequency electric motors.
PSOMAS 4-5 October 2016
Item 17. - 69 HB -624-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
4.3.2 Reservoir Hill Booster Pump Station
The Reservoir Hill Booster Pump Station is located on 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 109 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,
which corresponds to a discharge HGL of approximately 230 feet.
4.3.3 Peck and Springdale Reservoirs and Peck Booster Pump
Station
The 17.0 MG Peck Reservoir, the 9.0 MG Springdale Reservoir and the Peck Booster
Pump Station are located at the same site, west of Springdale Street at the northern end of
the City. 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, in accordance with the 2000 Water Master Plan. Both reservoirs are above -ground,
concrete, rectangular reservoirs with the dimensions shown in Table 4-1. The Peck
Booster Pump Station boosts water from both the Peck Reservoir and the Springdale
Reservoir into the Zone 1 distribution system. The pump station is operated to maintain a
constant discharge pressure, which corresponds to a discharge HGL of approximately 189
feet.
The pumping capacity of the Peck Booster Pump Station is 18,540 gpm with all four
pumps in operation and 13,905 gpm with one pump out of service. Pump Nos. 1 through
4, each rated at 4,635 gpm, have variable -speed operation via natural-gas engines. A
10,000-gallon LPG tank and associated equipment are located at the site to provide
backup propane gas supply for operation of the engine -driven booster pumps and the
engine -driven pumps at Well Nos. 4, 7 and 13. Design is underway to rehabilitate the
Peck booster station to become a hybrid system, by providing the capability to operate
the station with variable -frequency electric motors.
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 pre -stressed -concrete, circular reservoir is above -ground, with the
dimensions shown in Table 4-1.
The Edwards Hill Reservoir Pump Station houses both Zone 1 and Zone 2 pumps. In
2001, the Zone 1 pumping system was upgraded with larger capacity pumping
assemblies, variable frequency motors and natural gas engines. While the size of each
new pump nearly doubled, from 1,500 gpm to 2,500 gpm, no improvements to the
suction or discharge piping were made. Therefore, only three of the four pumps can
PSOMAS 4-6 October 2016
HB -625- Item 17. - 70
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
operate at a time due to piping restrictions and total capacity is limited to 7,500 gpm (3 x
2,500), up from the 6,000 gpm previous total capacity (4 x 1,500). However, the
reliability was greatly improved as the rated capacity (one pump out of service) is now
7,500 gpm vs. the previous rated capacity of only 4,500 gpm (3 x 1,500). The Zone 1
pumps are operated to maintain a constant discharge pressure, which corresponds to a
discharge HGL of approximately 180 feet. The pumping capacity of the Zone 2 pumps is
3,750 gpm with all three pumps in operation and 2,500 gpm with one of the three 1,250-
gpm pumps out of service. The Zone 2 pumps are operated to maintain a constant
discharge pressure, which corresponds to a discharge HGL of approximately 230 feet.
All of the pumps (Zone 1 and Zone 2) have variable speed operation via dual drives, i.e.
either a variable -frequency motor or a natural-gas engine. A 2,000-gallon LPG tank and
associated equipment are located at the site to provide backup propane gas supply for
operation of the engine driven pumps.
4.4 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. 5 is driven by a constant -speed electric motor.
Table 4-3
Existing Potable Water Well Pump Characteristics
Electric Motor (EM) or Natural
Gas Engine (NG)
Pump Design Point
Flow
HGL
Well
Speed
Horsepower
Type
(gpm)
(ft)
RPM
Well No. 3A
Variable
350
EM
2,500
406
1,785
Well No. 4
Variable
49
NG
500
252
1,775
Well No. 5
Constant
400
EM
4,000
263
1,775
Well No. 6
Variable
395
NG
3,300
330
1,190
Well No. 7
Variable
409
NG
4,000
300
1,200
Well No. 9
Variable
338
NG
3,000
408
1,775
Well No. 10a
Variable
395
NG
4,000
308
1,775
Well No. 13
Variable
330
NG
4,000
308
1,775
(a) In 2011, Well 10 was retrofitted with improvements designed such that the addition of an EM
and VFD will be facilitated easily in the future.
PSOMAS 4-7 October 2016
Item 17. - 71 HB -626-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
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. In accordance with the 1995 Water Master Plan
recommendations to provide energy back-up at well sites, the City purchased a portable
trailer -mounted 500 gallon propane storage vessel in 2010 and constructed vaporizers at
Well Site Nos. 6, 9, and 10.
4.5 Transmission and Distribution Piping
As shown in Table 4-4, to Table 4-7, there is a sum total of approximately 631 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
(72.2%) and the most common material is asbestos cement (AC) pipe (74.0%). Figure 4-1
shows these different pipe diameters and Figure 4-2 shows these different pipe materials
with the City's system graphically.
PSOMAS 4-8 October 2016
HB -627- Item 17. - 72
CD
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
J
w
Table 4-4
Distribution Mains Owned By the City
Length (feet) - Total Owned By the City Excluding
Transmission Mains and Shared Ownership with WOCWB and Mesa Water District
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
4
34,332
8
173
165
129
36
6,937
468
468
0
60
14,319
57,230
6
928,013
0
883
0
0
0
35,946
213
0
213
15
121,795
1,087,501
8
1,064,346
0
1,642
0
0
0
243,560
1,751
203
1,548
73
7,356
1,318,728
10
39,935
0
0
0
0
0
12,410
92
0
92
122
3,068
55,627
12
363,235
0
2,212
0
0 1
0
126,013
1,535
217
1,318
2,158
639
495,792
14
9,590
0
0
216
216
0
198
2,052
0
2,052
214
2
12,272
15
0
0
0
0
0
0
0
0
0
0
3,390
0
3,390
16
26,631
0
0
0
0
0
16,226
0
0
0
14,014
123
56,994
18
0
0
0
0
0
0
8,299
871
0
871
237
0
9,407
20
0
0
0
0
0
0
9,531
16,702
0
16,702
4,027
46
30,307
21
0
0
0
0
0
0
0
352
0
352
0
0
352
22
1 0
0
0
0
0
0
0
1 0
0
0
1 0
0
0
24
1,343
0
0
0
0
0
7,074
584
0
584
426
0
9,427
36
0
0
0
0
0
0
0
13
13
0
564
0
577
Total (Feet)
2,467,426
8
4,910
381
345
36
466,195
24,633
902
23,731
25,301
147,346
3,137,604
Total
(Miles)
467.3
0.0
0.9
0.1
0.1
0.0
88.3
4.7
0.2
4.5
4.8
27.9
1 594.2
Pct.
78.6%
0.0%
0.2%
0.0%
0.0%
0.0%
14.9%
0.8%
0.0%
0.8%
0.8%
4.7%
1 100.0%
a) Total count of pipes 4-inch and greater as of February 11, 2016.
WWK
�M
4-9
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 4-5
OC-9 Transmission Main
4
Length (feet)
- OC-9 City Soley Owned Transmission Main
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
16
0
0
0
0
0
0
0
0
0
0
28
0
28
20
0
0
0
5,087
5,087
0
100
0
0
0
0
0
5,187
21
0
0
0
0
0
0
0
0
0
0
16,445
0
16,445
24
1 0
1 0
1 7,641
1 0
1 0
1 0
1 2,957
0
0
0
0
2,361
12,958
Total (Feet)
0
0
7,641
5,087
5,087
0
3,057
0
0
0
16,473
2,361
34,618
Total
(Miles)
0.0
0.0
1.4
1.0
1.0
0.0
0.6
0.0
0.0
0.0
3.1
0.4
6.6
Length (feet) - OC-9 City Share Through WOCWB Feeder 1 Transmission Main
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
24
0
0
0
0
0
0
0
0
0
0
10,689
534
11,223
26
0
0
0
0
0
0
0
0
0
0
8,731
0
8,731
28
0
1 0
1 0
1 0
0
0
1 0
0
0
1 0
1 8,169
1 0
8,169
Total (Feet)
0
0
0
0
0
0
0
0
0
0
27,590
534
28,124
Total
(Miles)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.2
0.1
5.3
a) Total count of pipes for OC-9 as of February 11, 2016.
h--r
CD
J
PSOMAS 4-10
J
October 2016
CD
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
J
WN
7.
w
0
Table 4-6
OC-35 Transmission Main
Length (feet) - OC-35 City Soley Owned Transmission Main
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
12
0
0
0
0
0
0
0
0
0
0
0
68
68
24
0
0
0
0
0
0
0
0
0
0
0
264
264
36
0
0
0
0
0
0
0
12,822
0
12,822
180
1
13,003
42
0
0
0
0
0
0
0
3,774
0
3,774
16,670
0
20,443
Total (Feet)
0
0
0
0
0
0
0
16,596
0
16,596
16,850
334
33,780
Total
(Miles)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.1
0.0
3.1
3.2
0.1
6.4
Length (feet) - OC-35 City Share Through WOCWB Feeder 2 Transmission Main
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
27
0
0
0
0
0
0
0
25
0
25
5,706
0
5,731
33
0
0
0
0
0
0
0
0
0
0
12,199
0
12,199
36
0
0
0
0
0
0
0
0
0
0
13,491
0
13,491
Total (Feet)
0
0
0
0
0
0
0
25
0
25
31,396
0
31,421
Total
(Miles)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.9
0.0
6.0
a) Total count of pipes for OC-35 as of February 11, 2016.
P'SOMAS
4-11
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 4-7
OC-44 Transmission Main
Chapter 4
Length (feet) - OC-44 City Soley Owned Transmission Main
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
8
0
0
0
0
0
0
0
0
0
0
0
10
10
12
0
0
0
0
0
0
0
0
0
0
0
72
72
20
0
0
0
0
0
0
0
0
0
0
0
12
12
24
0
0
0
0
0
0
0
0
0
0
0
1,014
1,014
30
0
1 0
1 0
0
0
0
0
2,413
0
2,413
15,809
0
18,222
Total (Feet)
0
0
0
0
0
0
0
2,413
0
2,413
15,809
1,108
19,330
Total
(Miles)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
0.0
0.5
3.0
0.2
3.7
Length (feet) - OC-44 Shared
Through Mesa Water District Transmission Main
Pipe
Diameter
(inches) a
Asbestos
Cement
Copper
Ductile
Iron
PE &
HDPE
HDPE
PE
PVC
STL &
STL
CYL
STL
STL
CYL
STL CYL
CM/L
Unknown
Total
24
0
0
0
0
0
0
0
0
13,064
0
0
0
13,064
30
0
0
0
0
0
0
0
0
3,556
0
0
0
3,556
36
0
0
0
0
0
0
0
0
3,675
0
0
0
3,675
42
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 26,197
1 0
1 0
1 0
1 26,197
Total (Feet)
0
0
0
0
0
0
0
0
46,492
0
0
0
46,492
Total
(Miles)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
8.8
0.0
0.0
0.0
8.8
a) Total count of pipes for OC-44 as of February 11, 2016.
PSOMAS 4-12
J
CT
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Legend
0
City Boundary
Zone 2 Boundary
Reservoir / Booster Pump Station
Groundwater Well
Pressure Relief Valve
®
Check Valve
•
Import Water Service Connection
•
Emergency Inter -Connection
Water Pipes By Material
-
Asbestos Cement
-
Cast Iron
-
Copper
-
Ductile Ima
-
High Density Polyethylene
Polyethylene
Polyvinyl Chloride
-
Steel
Steel Cylinder
Steel Cylinder Cement Lined
-
Unknown
4
Figure 4-2
Transmission and Distribution Piping by Material
4-13 October 2016
Item 17. - 77 Hs -632-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
The transmission mains constitute the majority of the steel pipe in the system. Water
transmission pipelines associated with the three imported water service connections are
vital to transmit water throughout the City and to all water storage facilities. Corrosion
protection of the 30-inch, 36-inch, and 42-inch pipelines was originally included in the
1995 Water Master Plan, all of which have been completely retrofitted with corrosion
protection systems. However, the vital transmission mains upstream of the City's three
imported water service connections that are either jointly owned with the West Orange
County Water Board (WOCWB) or Mesa Water District have not been installed with any
corrosion protection systems. Therefore, separate feasibility and implementation studies
are necessary to begin the process of installing similar corrosion protection systems on
these vital transmission mains.
The 36-inch to 42-inch OC-35 transmission main begins at a connection with the
WOCWB Feeder No. 2 connection 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. A non -rectified corrosion protection system was recently installed in 2009 for
this 42-inch transmission pipeline that included insulating fittings/test stations and all
necessary appurtenances, including replacement of valves for the 42-inch coal -tar enamel
coated steel water main. The 36-inch mortar coated steel water main underwent similar
cathodic protection improvements in around 2013, including an impressed current
rectifier corrosion protection system with necessary appurtenances.
The 30-inch transmission main begins at the jointly owned OC-44 service connection
with Mesa Consolidated Water District at Adams Avenue and the Santa Ana River and
runs west on Adams Street, north on Brookhurst Street, west on Yorktown Avenue, then
north on Huntington Street to a connection with the 42-inch transmission main in Clay
Street. An impressed current rectifier corrosion protection system was installed in 2012
for this transmission pipeline that included insulating fittings/test stations, an all
necessary appurtenances, including replacement of valves for the 30-inch coal -tar enamel
coated steel water main.
In accordance with the 1995 Water Master Plan, beginning at the WOCWB Feeder No. 1
connection at Edinger Avenue and Newland Street, a new 20-inch to 24-inch
transmission main was constructed in 2007, running south on Newland Street to a
connection with the OC-44 transmission main in Yorktown Avenue. The new
transmission main is primarily ductile iron pipe, with some segments being Polyvinyl
Chloride (PVC), and was installed with a non -rectified corrosion protection system.
In 2011, the remaining 2.5 miles of the original 21-inch OC-9 coal -tar enamel coated
steel transmission main was extensively re-evaluated by a corrosion specialist. Their
finding was extremely favorable in that the transmission main was found to be in very
good condition.
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 has an
impressed current rectifier system for corrosion protection that was retro-fitted in 2007.
PSOMAS 4-14 October 2016
HB -633- Item 17. - 78
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
The 20-inch steel transmission main connects with the 30-inch OC-44 transmission main
at Yorktown Avenue/Huntington Street and runs west on Yorktown Avenue, then south
on Lake Street, then west 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-
8 is a summary of pipes with Cathodic Protection.
Table 4-8
Pipes with Cathodic Protection
Pipe Diameter (inches) a
Feet
4
468
6
653
8
938
12
1,780
14
2,048
20
24,796
24
8,042
30
18,204
42
11,077
Total (Feet)
68,006
Total (Miles)
12.9
a) Total count of pipes 4-inch and greater as of February 11, 2016.
The remaining distribution system is a well-gridded system with the majority of the
arterial grids composed of 12-inch or larger diameter Asbestos Cement (AC) pipe.
Originally, only 1% of the piping in the system consisted of cast iron (35,000 linear feet).
However, even this small amount is 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
tuberculation. This is especially true for small diameter pipe.
Up until 2005, there was a substantial amount of cast iron pipe in the City's distribution
system, the majority of which was 8 inches in diameter or smaller. Some of this pipe
dated back 75 to 100 years based on City records. In accordance with the 2000 Water
Master Plan, the City undertook an aggressive cast iron main replacement program and
essentially all cast iron pipes have been replaced in the Downtown area.
4.6 Other Distribution Appurtenances & Essentials
4.6.1 Metered Service Connections
The distribution system has 53,091 metered service connections. The majority of the
metered services, 92.8% of total metered connections are 3/4" to 1" in diameter (largely
PS O M A S
Item 17. - 79
4-15 October 2016
HB -634-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
for single family residences). The City is in the process of upgrading water meters from
touch read to advance metering infrastructure (AMI). Touch read meters require a meter
reader to only touch the top of the meter box with a sensor in order to read the meter.
AMI meters send out a radio signal that provides not only the amount of water used by a
customer, but also when the customer is using water. This infrastructure allows the City
to analyze data on customer's water consumption patterns, to better understand water
demand, and can also be used locate leaky water services.
Table 4-9
Meter Connections
Meter Size
(Inch)
Number of Meter Connections
Pct.
3/4
40820
76.89%
1
8447
15.91%
1-1/2
1492
2.81%
2
2053
3.87%
3
136
0.26%
4 compound
83
0.16%
4 FM
1
0.00%
6 compound
24
0.05%
6 FM
14
0.03%
8 FM
17
0.03%
10 FM
4
0.01%
Total
53,091
100.00%
a) Total count of meters as of February 10, 2016.
4.6.2 Large Valves
The distribution system has 17,749 valves, the majority of which are 4-inch in diameter
and larger. Distribution system valves allow maintenance personnel to isolate discrete
portions of the water system to perform repairs or to clean segments of the system. Water
pipeline systems are cleaned by unidirectional flushing of water mains. Additionally,
distribution system valves require periodic maintenance by exercising the valves.
Exercising valves is simply closing and opening the valves, so that valves don't become
in -operable in one position.
PSOMAS 4-16 October 2016
Hs -635- Item 17. - 80
0
J
OR
o,
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 4-10
Distribution Valves (Not Including Small Diameter Service Valves)
Chapter 4
Valve Type (All Valves Owned by the City or Share Ownership with Other Agencies) a
Valve
Diameter
(inches)
Line
Valve
Fire
Service
Valve
Meter
Valve
Air Vac
Valve
Pump
Out
Valve
Inter-
connect
Valve
Blow
Off
Valve
Backflow
Valve
Hydrant
Valve
Line
Stop
Unkown
Total
Unknown
98
2
6
2
6
1
8
0
24
7
1
155
1
1
0
1
16
0.00
0.00
1.00
0.00
0.00
0.00
0
19
2
7
2
8
262
0.00
0.00
822.00
0.00
1.00
0.00
0.00
1,102
3
1 6
0
10
3
1 0.00
0.00
0.00
0.00
0.00
0.00
0.00
1 19
4
189
186
198
73
86.00
0.00
234.00
1.00
4.00
0.00
0.00
971
6
2,891
602
60
0
63
19
8
2
5,720
0
1
9,366
8
4,041
151
1 17
1
84
22
1 12
3
45
0
0
4,376
10
161
22
3
0
0
2
0
0
0
0
0
188
12
1,198
4
2
0
1
41
0
0
1
6
0
1,253
14
27
0
0
0
0
0
0
0
0
1
0
28
15
2
0
0
0
0
0
0
0
0
0
0
2
16
126
0
0
0
0
0
0
0
0
0
0
126
18
31
0
0
0
0
1
0
0
0
0
0
32
20
35
0
0
0
0
1
0
0
0
0
0
36
21
4
0
0
0
0
0
0
0
0
0
0
4
22
2
0
0
0
0
0
0
0
0
0
0
2
24
25
0
0
0
0
1
0
0
0
0
0
26
27
1
0
0
0
0
0
0
0
0
0
0
1
30
17
0
0
0
0
0
0
0
0
0
0
17
36
16
0
0
0
0
0
0
0
0
0
0
16
42
10
0
0
0
0
0
0
0
0
0
0
10
Total
8,888
969
305
357
240
88
1,085
6
5,795
14
2
17,749
Pct.
50.1%
5.5%
1.7%
2.0%
1.4%
0.5%
6.1%
0.0%
32.6%
0.1%
0.0%
100.0%
a) Total count of valves as of February 10, 2016.
PSOMAS
4-17
October 2016
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
4.6.3 Public and Private Fire Hydrants
The City distribution system has 5,801 public fire hydrants and 731 private fire hydrants.
Similar to valves, fire hydrants need to be exercised periodically. Distribution system
flushing exercises valves, hydrants, and also cleans distribution mains. Unfortunately
flushing is a maintenance tool that is not good practice during times of drought, as is
currently the case. Fire hydrants also need to be painted on a regular basis to prevent
corrosion.
Table 4-11
Public and Private Fire Hydrants
Type
Number of Fire
Hydrants
Pct.
Public Fire Hydrants
5,801
88.8%
Private Fire Hydrants
(Estimated)
731
11.2%
Total
6,532
a) Total count of hydrants as of February 11, 2016.
4.6.4 Dedicated Fire Services
The City has approximately 646 fire services with either a Double Check Detector
Assembly (DCDA) or a Reduced Pressure Detector Assembly (RPDA). The DCDAs and
RPDAs allow only unidirectional flow from the distribution system to the fire services,
and thus they protect the distribution system from back siphon events or from
contamination from fire protection systems. In accordance with California State law, all
of the DCDAs and RPDAs require annual testing, paid for by property owners. The
property owner is also responsible for the cost of installing and maintaining the backflow
devices. The City's Cross Connection Control Specialists insure compliance with State
law and protect the integrity of the distribution system.
PSOMAS 4-18 October 2016
HB -637- Item 17. - 82
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 4-12
Dedicated Fire Services with Backflow Devices
Fire Services with Backflow Devices
Valve
Diameter
(inches)
w/ Double Check
Detector Assembly
(DCDA)
w/ Reduced Pressure
Detector Assembly
(RPDA)
Total Fire Services
2.5
10
1
11
3
21
0
21
4
138
6
144
6
289
4
293
8
143
3
146
10
28
2
30
12
1 1
1 0
1
Total
630
16
646
Pct.
97.5%
2.5%
100.0%
a) Total count of fire services as of April 27, 2016.
4.6.5 Water System Personnel, Utilities Yard, Trucks, Equipment,
etc.
ter 4
The City employs approximately 75 full-time equivalent personnel, to operate, maintain,
repair, design, and renew the water system facilities. The City has a 7.2 acre utilities yard,
complete with administration buildings, warehouse, materials and equipment storage, and
workshops for maintenance of water facilities. The Water Utility has approximately fifty
light duty service trucks, seven dump trucks, five backhoes, one boom truck, one water
truck, one fluoride tanker, one ditch witch, and one skid steer. Operations and
maintenance personnel are on call and available on an emergency basis to respond to
emergency situations and provide high quality uninterrupted water service to the
residents of the City's water service area.
4.7 Distribution System Treatment
Gaseous chlorine (CL2) is injected at all of the well sites to disinfect the water. The City
receives imported water that has been disinfected by MWD by means of chloramination.
The City disinfects at each of its well sites through the injection of gaseous chlorine
(CL2) typically at a rate of about 1.0 milligram per liter (mg/1) residual, while the
imported water disinfected by chloramination, is typically at a rate of about 2.2 mg/l
residual.
In accordance with the 1995 Water Master Plan, chlorination facilities at Well Site Nos.
6, 7, 9 and 10 were all upgraded by 2002. The upgrades included room modifications,
some building construction, and the installation of secondary containment vessels with
CL2 leak monitors and earthquake sensors. In accordance with the 2000 Water Master
Plan, similar chlorination upgrades were constructed at Well No. 13 and completed by
2010.
PSOMAS
Item 17. - 83
4-19 October 2016
HB -638-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 4
The City has fluoridated its water supply since 1972. The natural fluoride concentration
of the groundwater ranges from 0.3 to 0.4 mg/l, and the City increases the fluoride
concentration to between 0.70 and 1.30 mg/l. The natural fluoride concentration of the
imported water supply has a fluoride content of 0.2 mg/l, and MWD increase the fluoride
concentration to 1. 0 mg/l.
4.8 Water Infrastructure Replacement Costs
As described above, many costly components of the water system infrastructure are
necessary to deliver water to City's customers. Table 4-13 shows an estimated total
capital cost of over $1.4 billion. This is the estimated cost if the entire water system was
built today. This infrastructure will age and various components have different useful
lives, typically ranging from 5 to 100 years. Therefore, in order to maintain a reliable
water system infrastructure, the City's rate structure needs to be financially sustainable
into the future by having the ability to plan for rehabilitation and/or replacement of aging
infrastructure, consistent with standard asset management practices.
Table 4-13
Water System Infrastructure Replacement Cost (Uninflated)
Water Infrastructure
Replacement Cost in
Description
Millions (Uninflated)
Pct.
4 Reservoirs / Tank
3 Zone 1 Booster Stations
2 Zone II Booster Stations
$110
7.67%
10 Water Wells
(8 Currently Active)
$50
3.49%
611 Miles of Distribution
Mains
$900
62.76%
20 Miles of Shared
Transmission Mains
$80
5.58%
3 Import Water
Connections
$5
0.35%
5,800 Public Fire Hydrants
$29
2.02%
17,749 Large Valves
$20
1.39%
53,091 Metered
Connections
$220
15.34%
Utilities Yard, Trucks,
Equipment, etc.
$20
1.39%
Total
$1,434
100.00%
PSOMAS 4-20 October 2016
H B -6; 9- Item 17. - 84
CITY OF HUNTINGTON BEACH
Water Master Plan Update
5 STORAGE AND EMERGENCY SUPPLY
5.1 Overview
5
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 I distribution system at appropriate
pressures. The Reservoir Hill Booster Pump Station, which is located at the Overmyer
site, boosts water from Zone I into Zone 2, which does not have the capability to directly
pump from a storage reservoir. In addition to Zone 1 pumps, the Edwards Hill Booster
Pump Station also houses pumps to boost water from Zone I into Zone 2.
Table 5-1
Existing and Proposed Reservoir Capacities
�Capacity��
Reservoir
Location
(MG)
Existing
Overmyer
Zone 1
20.0
Edwards Hill
Zone 1
9.0
Springdale
Zone 1
9.0
Peck
Zone 1
17.0
Subtotal Existing
55.0
Proposed
Southeast
(with 11,000 gpm booster pump station)
Zone 1
10.0
TOTAL
65.0
As shown in Figure 5-1, the Newport -Inglewood Fault runs through the City. Currently
there are no 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.
PSOMAS 5-1 October 2016
Item 17. - 85 HB -640-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Legend
City Boundary
Zone 2 Boundary
Southeast Service Area
Reservoir I Booster Pump Station
rr.r.r Newport -Inglewood Fault
Southeast Transmission Main
Pipe Connection to Overmyer Reservoir
Groundwater Well
• Pressure Relief Valve
• Check Valve
• Import Water Service Connection
• Emergency Inter -Connection
Water Pipes By Diameter
4"-6'
8' - 15"
16' - 18"
20' - 24"
- 26' - 42-
5
..r: v..arza Act RevervW, M1Zmr t Bps Yr owimanw.
w.n su
YOC-35 NnjVeH Conmctbn
w.nu s��kR IMF 1
n Iwcuw neAuearwuc.al
�3
c.R�..�v
f;
fit
-4,
Figure 5-1
Newport -Inglewood Fault and Southeast Service Area
PSOMAS s-2
H B -641 _ Item 17. - 86
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
As adopted in the 2000 Water Master Plan, a 10 MG storage reservoir and an 11,000 gpm
booster pump station is to be constructed in the southeast quadrant of the City, south of
the fault. The reservoir and booster station were 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 Southeast Transmission Main was also specified in the 2000 Water Master Plan
to distribute water to the southeast service area and to the Downtown Loop. The proposed
routing of this transmission main was north on Newland Street, then west on Atlanta
Avenue to a tie-in with the 20-inch Downtown Loop at 3rd Street/Lake Street. The
proposed transmission main was to be interconnected with a parallel 12-inch distribution
main for the entire routing to distribute water to the southeast service area. As part of the
hydraulic modeling work accomplished for this master plan update, it was determined
that the original proposed diameter of the Southeast Transmission Main needs to be
increased to 36-inches, and that additional piping is necessary to extend from Huntington
Street/Atlanta Avenue to Overmyer Reservoir.
With the construction of this "Southeast Reservoir and Booster Pump Station", the City
would have 65.0 MG of storage capacity as shown in Table 5-1.
However, the potential desalination project is also proposing to construct a 10 MG
reservoir to store treated water prior to pumping it out to customers. If the new reservoir
and pump station is constructed and connected to the City's proposed transmission main
as is currently planned, then the need for a separate, City reservoir and pump station in
this area would be negated. If the southeast portion of the City were to be cut off from the
rest of the City system and existing storage northwest of the Fault, the new reservoir
could provide water to this area during such an emergency situation. Under this scenario,
the City would still need to construct the proposed Southeast Transmission Main.
The four existing reservoirs are located in Zone 1. The proposed Southeast Reservoir or
the new reservoir from the potential desalination project would also be located in Zone 1.
Operational, fire, and emergency storage for Zone 2 is available from the Zone 1
reservoirs.
Each of the City's reservoirs is a pumped storage reservoir that requires a booster pump
station to boost water from the reservoir into the distribution system at appropriate
pressure. Accordingly, the booster pump stations must be reliable. Natural-gas power is
considered by some to be more 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, whenever possible, to have emergency power or a dual source of energy at
supply sites, such as the City's wells, to ensure a reliable source supply.
All of the City's supply sources, wells and imported water connections, are located in
Zone 1. The Zone 1 supply sources must provide peak -hour supply to the Zone 2
Edwards Hill and Reservoir Hill booster pumps because Zone 2 does not have a direct
connection to a storage reservoir to supply operational storage. The Reservoir Hill
Booster Pump Station and Edwards Hill Booster Station, together, must have sufficient
rs 'S 0 M A S 5-3 October 2016
Item 17. - 87 HB -642-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
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 the reservoirs
being filled to their maximum levels. However, during a normal operating day, the
reservoir levels typically vary between the maximum and minimum levels in order to
supply water into the system when needed. The City typically fills reservoirs at night
when system demands are low, but even then not all reservoirs are full at the same time.
Reservoirs supply water into the system during the day when demands exceed the total
supply from wells and imported water connections. The wells and imported 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 rarely available at any one time.
In assessing system storage, the full storage capacity of 55 MG is taken as a starting
point. The operational storage needed for the maximum day demand (MDD) 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.
Fire storage necessary for fire protection is then assessed assuming that complete system
operational storage has been depleted during a normal MDD (worst case). 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 from system reservoirs (again,
worst case). This is the industry standard methodology for assessing water system storage
sufficiency.
5.3 Operational Storage
As a general rule, supply sources other than reservoirs are designed to supply average day
demand (ADD) up to MDD, and storage reservoirs are sized to supply the hourly
demands in excess of MDD. 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. Water agencies often reserve approximately 25% of MDD for
operational storage.
The City is located along the Pacific Ocean, which results in a moderate to mild climate.
Accordingly, high demand variations in the summer are less severe than more inland
areas. As a result, the City's actual operational storage may be slightly less than 25% of
MDD. However, to be conservative, 25% of MDD will be used as the operational storage
requirement for the City's water system for this water master plan.
Year 2035 MDD for the City is estimated at 31,239 gpm (ADD of 17,355 gpm multiplied
by a 1.80 MDD peaking factor as discussed in Section 2.3). At 25% of MDD, the
operational storage requirement is 11.25 MG.
PSOMAS 5-4 October 2016
HB -643- Item 17. - 88
CITY OF HUNTINGTON BEACH
Water Master Plan Update
5.4 Fire Storage
Chapter 5
Fire flow is the flow rate of a water supply that is available for firefighting from fire
hydrants at a minimum 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.
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. Actual fire flow 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. It should
be noted that, as of January 2011, all new residential construction is required to have fire
sprinklers.
Table 5-2
General Fire Flow Requirements for Water Master Plan Analysisa
Fire Flow
Flow Duration
Land Use Designations
(gpm)
(hours)
One and Two -Family (Low Density)
1,000 to 2,000
2
Residential
Multi -Family (High Density) Residential,
3,500
3
Mobile Home Park, and School
All Commercial (other than Regional),
5,000
5
Hospital
Regional Commercial, Industrial
6,000
6
(a) The data in this table provides general City fire flow criteria to be used in this water master
plan. Actual fire flow requirements would be determined by the City Fire Department in
accordance with the Uniform Fire Code. As of Jan. 2011, all residential, including Low Density is
required to have fire sprinklers, which should reduce flows above by up to 50% with a minimum
of 500 gpm.
Because a fire can occur on any day and at any time, the adequacy of fire storage and
supply was analyzed under a MDD, 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 2005 and previous years' City Water Master Plans and will be used
as the Zone 1 requirement in this water master plan. It assumed that the two simultaneous
Commercial or Mixed -Use fires would occur in the Downtown Area.
PSOMAS
Item 17. - 89
5-5 October 2016
11 B -644-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
Zone 2 has some industrial land use. Accordingly, per the general fire flow requirements
in Table 5-2, the maximum Zone 2 fire flow requirement is 6,000 gpm for 6 hours (2.16
MG gallons as indicated in Section 5.5.1). 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.
5.5 Emergency Storage/Supply
Emergency storage is the volume in reservoirs 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
(or reserved) from the reservoirs on the MDD.
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 2040
operational plus fire storage requirement for the City is estimated at 16.41 MG (11.25
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, 38.59 MG of storage is
available as emergency storage. At actual 2015 demands of 24.99 MG this equates to
1.54 average days of storage. At a year 2040 average demand of 27.13 MGD, 1.39 days
of emergency storage would be available. With the construction of the proposed 10.0 MG
Southeast Reservoir, 1.94 days of storage would be available using actual 2015 average
demands and 1.76 days of storage would be available at 2040 demands. 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 5-3. Twenty five
agencies are listed in Table 5-3. The days of emergency storage calculated above puts
Huntington Beach in the middle of the agencies surveyed. This table was updated in 2016
based on data from published water master plans and Urban Water Management Plans for
the various agencies, including City of Pomona, City of Torrance, City of Santa Monica,
City of Seal Beach, City of Carlsbad, Mesa Water District, and Otay Water District. Note
that some agencies responded with days of "peak -day" demand or days of "emergency
storage", which are footnoted in Table 5-3. It is not known if days of "emergency
storage" are days of average demand or peak demand.
PSOMAS 5-6 October 2016
HB -645- Item 17. - 90
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 5-3
Emergency Storage for Other Water Purveyors
Chapter 5
Emergency Storage
(# Days Average
Water Agency
Demand)(')
City of Huntington Beachlbl
Without Southeast Reservoir (2015 demand)
1.5
With Southeast Reservoir (2015 demand)
1.9
Respondents to 2001 City of Huntington Beach Survey
1.9
City of Phoenix
City of Tucson
2.6
City of Anaheim
0.5
City of Azusa
0.6
Palmdale Water District
2.1
Seattle Public Utilities(`)
1.5
City of Sacramento(d)
0.5
City of Garden Grove(d)
1.1
City of Inglewood(d)
1.4
City of Santa Ana(d)
0.4
City of Hawthorneldl
0.7
City of Torrance-2010 (e)
1.1
City of San Diego(d)
0.4
From Published Water Master Plans
Irvine Ranch Water District
1.8
City of Santa Monica-2014
0.5
City of Seal Beach-2012
1.1
City of Carlsbad-2011
12.1
Capistrano Beach Water District — 1997
0.5
City of Pomona-2005
2.4
City of Tustin — 2000
0.4
City of Westminster —1999
0.3
Yucaipa Valley Water District
2.0
Mesa Water-2014
1.1
Otay Water District-2008
5.3
City of Ontario
1.0
(a) Unless otherwise footnoted
(b) Based on estimated average -day demand for 2015
(c) Days of "peak -day" demand
(d) Days of "emergency storage"
(e) Data from Torrance Urban Water Management Plan
p S 0 M k S 5-7 October 2016
Item 17. - 91 H B -646-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
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 5-3.
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 5-3. 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 highly
unlikely 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 water master plan for the emergency scenarios evaluated.
Note that the days of average demand emergency storage shown in Table 5-3 is for
normal average -day demand, i.e. not reduced.
In this water master plan, five different emergency storage/supply scenarios were
evaluated:
• Emergency Scenario No. 1: A complete loss of the City's imported water supply.
• Emergency Scenario No 2: A complete loss of the City's 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.
Emereency Scenario No. 1: A complete loss of the City's imported water supply
As discussed previously, 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 throughout Southern California. As shown on
Figure 5-2, imported water is conveyed to the City via the following routes:
PSOMAS 5-8 October 2016
HB -647- Item 17. - 92
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
orange canny Feeder
I West 0—g. County Feed- I
[Diener Filtration Plant I
.............
Pipeline
West Orarvge County
wars eaam
Feeder N.. 2
11,0n. Lake Pipali.
OC-35
—
County
Voc-9
I.
i East Orange County
10—ti. County Fee
LEGEND
City Boundary
Diener Filtration Plant
Location Where Imported Water Service
Connection Enters City 0 20,000
Feet
Figure 5-2
Imported Water Pipeline System
I .3-9 October 2016
Item 17. - 93 HB -648-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
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.
1. From the Diemer Filtration Plant and/or the Jensen Filtration Plant (to either the
Lower Feeder or the Second Lower Feeder) to the West Orange County Feeder to:
a. the West Orange County Water Feeder No. 1 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.
The City's allocated capacities in OC-9, OC-35, and OC-44 are shown in Table 5-4.
Table 5-4
City Imported Water Service Connections
Allocated
Capacity
Connection
(gpm)
Zone 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
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. Additionally,
aging pipelines are subject to failure, especially metal pipes without corrosion protection
systems in place. The MWD recommendation has been for water agencies to have seven
days of storage/supply independent of imported water in order to have supply when
MWD must take facilities down for repair or maintenance and as a safeguard against an
emergency imported water outage.
The imported water pipelines (outside of the City) also operate at high pressures and a
pressure surge could rupture a pipeline. In December 1999, a pressure surge on the Allen
McColloch Pipeline (AMP) ruptured a section of pipe. Because the rupture occurred on a
section of pipe that was easily accessible and occurred in the winter, repairs took four
weeks. Otherwise, the repair could have taken much longer.
PSOMAS 5-10 October 2016
HB -649- Item 17. - 94
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
MWD's "Infrastructure Reliability and Protection Plan (IRPP)" is a program where
MWD evaluates 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 5-5.
In addition to the recovery times shown in Table 5-5, MWD also provided a more
detailed assessment of the time required for specific facilities in Orange County. An
outage of the Diemer Filtration Plant is estimated to have a recovery time of 31 days and
repairs on the East Orange County Feeder No. 2 is estimated to take 10 days. For Orange
County, the most significant risk to imported water supply is believed to be movement of
the Whittier -Elsinore fault system.
Table 5-5
MWD IRRP-Defined Events and Recovery Times
Defined Event
Type of Failure
Recovery Time
Single location pipe failure due to
Nominal Single Event
earthquake, operational occurrences, or
3 to 10 days
3rd party incidents
Recovery Plan Event
Multiple location pipe failures due to a
14 to 21 days
moderate earthquake
Complex Single Event
Single location pipe failure in a difficult
21 to 31+days
location with interfering utilities
Failures of treatment plants and
Extreme Event
distribution system due to seismic events
1 to 6 months
that significantly exceed design criteria
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.
For the 2012 WMP, MWDOC was contacted to discuss imported water supply reliability
for Huntington Beach and their position is 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.
PSOMAS 5-11 October 2016
Item 17. - 95 HB -650-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
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 13,884 gpm and 15,074
gpm, which is the City's year 2015 and 2040 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.
The City has a total potable water well normal operating capacity estimated at 18,600
gpm as shown in Table 5-6, with the assumptions footnoted. However, under the
assumption that Well No. 5 is out of service, the normal operating capacity is reduced to
16,100 gpm. Using a normal operating capacity of 16,100 gpm to satisfy the 2015
reduced demand of 13,884 gpm results in a supply surplus of 2,216 gpm for a 30-day
outage.
The estimated year 2040 average -day demand reduced by 20% through public
notification is 15,074 gpm. Using a normal operating capacity of 16,100 gpm results in a
supply surplus of 1,026 gpm for a 7-day outage.
Table 5-6
Well Supply under Emergency and Electrical Power Outage
Well
Estimated
Operating
Capacity
(gpm)
Electric Motor
(EM) or Natural
Gas Engine (NG)
* Above Normal
Operating
Capacity (gpm)
Available
Capacity
w/Electrical
Power Outage
(gpm)
Well No. 3A
2,000
EM
2,000
0
Well No. 4
300
NG
300
300
Well No. 5
2,500
EM
2,500
0
Well No. 6
1,500
NG
2,500
2,500
Well No. 7
3,000
NG
3,000
3,000
Well No. 9
1,500
NG
2,500
2,500
Well No. 10
3,300
NG
3,300
3,300
Well No. 13
2,500
NG
2,500
2,500
TOTAL (gpm)
16,600
18,600
14,100
TOTAL (mgd)
23.90
20.30
* Well No. 6 & Well No. 9 can operate above normal capacity with acceptable level of lower aesthetic water
quality due to presence of color and low level of odor from H2S
PSOMAS 5-12 October 2016
1113-651- Item 17. - 96
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
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.
In accordance with the 1995 Water Master Plan, to provide energy back-up at well sites,
the City purchased a portable, trailer -mounted propane storage vessel in 2010 and
constructed vaporizers at Well Site Nos. 6, 9, and 10.
As in Emergency Scenario No. 1, it is assumed that normal booster pumping capacity is
available, but that Well No. 5 is out of service for repairs.
As shown in Table 5-6, Well Nos. 4, 6, 7, 9, 10, and 13 operate off of natural-gas engines
and these wells would be available during an electrical power outage, whereas Well No.'s
3A, and 5 have electric motors and would be out of service as 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. Therefore, the well supply would be reduced
from 18,600 gpm to 14,100 gpm as shown in Table 5-6.
As discussed in Chapter 4, all pumps at the booster pump stations with one exception are
powered by a natural gas engine or can be powered 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 projected 2015 average -day demand reduced by 20% through public
notification is estimated at 13,884 gpm. During an electrical power outage, available well
supply is estimated to be 14,100 gpm, which results in a supply surplus of 216 gpm for a
7-day outage. The small amount of surplus water would fill reservoirs by approximately
2.2 MG over the 7-day outage.
The estimated year 2040 average -day demand reduced by 20% through public
notification is 15,074 gpm. During an electrical power outage, a supply deficit of 9.8 MG
(974 gpm) for the 7-day period would occur. However, the City will have 40.0 MG of
emergency storage available even without considering the 10.0 MG Southeast or the new
reservoir from the potential desalination project to satisfy demand during the 7-day
outage.
PSOMA
Item 17. - 97
5-13 October 2016
HB -652-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
Emergency Scenario No 3: A complete loss of the City's groundwater supply
Another emergency scenario is a complete loss in the City's groundwater supply from the
Orange County Groundwater Basin, conceivably as a result of basin groundwater
contamination. This emergency scenario is not deemed as likely as an imported water
outage. In such an emergency, other basin producers would also be affected and a larger
strain would be placed on imported water supply. Again, MWD and MWDOC would
prioritize imported 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
5-4. The maximum allocation of 22,000 gpm is more than sufficient to meet demands of
13,884 gpm and 15,074 gpm, which is the City's 2015 and year 2040 average -day
demand, respectively, reduced by 20% through public notification. Under 2015 reduced
demand scenario, the City would also have approximately 41.1 MG to 51.1 MG of
emergency storage available depending on whether the 10 MG Southeast or the new
reservoir from the potential desalination project is on line. The existing emergency
storage alone of 41.1 MG is equivalent to an 951-gpm supply for 30 days for the existing
system and a 1,183-gpm supply for 30 days for the year 2040 system, assuming the
additional 10 MG reservoir is on line by then.
Emergency 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 extremely 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 1.54 days of
operation for the projected 2015 water system demands and 1.39 days of operation for the
2040 system demands, assuming no additional storage is constructed; and 1.76 days
assuming the 10 MG Southeast or the new reservoir from the potential desalination
project is on line by then.
However, under such an extreme outage scenario, the City would go to immediate public
notification and demand would be reduced well below average demand. Because of the
severe condition, it could be assumed that water demand would be reduced to 40% of
average. A 40% reduction results in emergency storage equivalent to 2.87 days of
operation for the projected 2015 water system demand and 2.61 days of operation for the
2040 system demands, assuming no additional storage is constructed; and 3.23 days
assuming the additional 10 MG reservoir is on line by then.
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
Pumped storage in the southern part of the City, south of the Newport -Inglewood fault,
was recommended in both the 2000 and 2005 Water Master Plans and is recommended in
this water master plan update based on the findings in the 1999 City of Huntington Beach
Infrastructure Restoration Study (Special Study Report on the Water and Drainage
System Infrastructure) prepared by the U.S. Army Corp (1999 Army Corps Study).
PSOMAS
5-14
HB -653-
October 2016
Item 17. - 98
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
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 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 this reservoir or the new reservoir
and adjacent booster station from the potential desalination project is constructed, along
with the Southeast Transmission Main, they would provide fire plus emergency storage
for the area south of the fault and east of Bolsa Chica. These projects are recommended
to remain for inclusion in the City's Water CIP as discussed in Chapter 7.
5.5.1 Pressure Zone 2
The 2040 maximum day demand projected for Zone 2 is 2,096 gpm (3.02 MGD) using a
2.7 MDD factor as discussed in Section 2.3 (average day demand for Zone 2 estimated at
776 gpm, or 4.12% of total average day demand). At 25% of the maximum day demand,
the operational storage requirement for Zone 2 is 0.75 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 Zone 2 fire and
operational storage requirement of 2.91 MG is well within the overall system requirement
of 37.63 MG of emergency storage as described previously in Section 5.5.
The Reservoir Hill Booster Pump Station has a Zone 2 pumping capacity of 6,060 gpm
with the largest pump (3,500 gpm) out of service. The Edwards 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 MDD
plus fire flow requirement of 8,096 gpm (2,096 + 6,000).
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 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 the Overmyer/Reservoir
Hill site to provide backup propane gas supply for operation of the Reservoir Hill booster
pumps as well as the Overmyer booster pumps.
pk S 0 M AS 5-15 October 2016
Item 17. - 99 HB -654-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 5
5.6 Storage/Supply Adequacy for Emergency Operating
Conditions
The City has sufficient reservoir storage to satisfy City operational plus fire storage
requirements through the planning period ending in the year 2040. 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 Inglewood Fault and south of
Bolsa Chica.
The City has sufficient emergency storage, groundwater supply, imported water supply,
and emergency power to withstand a number of emergency supply outage scenarios
evaluated in this Chapter.
In accordance with the 1995 Water Master Plan to provide energy back-up at well sites,
the City purchased a portable, trailer -mounted 500 gallon propane storage vessel in 2010
and constructed vaporizers at Well Site Nos. 6, 9, and 10.
f S O M A S 5-16 October 2016
HB -655- Item 17. - 100
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 6
6 HYDRAULIC MODEL CONSTRUCTION, MODEL
VALIDATION & SCENARIO MODELING (NO CHANGES WERE
MADE FROM THE 2012 WATER MASTER PLAN UPDATE)
In the 2012 Water Master Plan Update, the hydraulic model provided by the City staff
was validated, and updated with analysis of projected future 2035 demand conditions.
However, as stated below in Section 6.2, annual demands have actually decreased even
with increasing population, primarily due to a steady trend of water reduction through
aggressive water conservative efforts. Therefore, no updates were made for this
Chapter 6 from the 2012 Water Master Plan. The projected future 2035 demand
from the 2012 Water Master Plan was 34,657 AFY, while this master plan is
projecting future 2040 demand at 30,396 AFY. In addition, no major physical
pipeline or supply improvements have been made since 2012, and any proposed
improvements from "New Projects" listed in Table 7-3 would certainly further
enhance the water system hydraulically. In the future when major improvements are
constructed, the City's water engineering team will update the model accordingly.
6.1 Hydraulic Model Description
The hydraulic model used for this master plan was provided by City staff at the outset of
the project. The model is in WaterCAD format and is compatible with Water GEMS
modeling software by Bentley Systems. The model is used routinely by City staff and
contains numerous scenarios. It contains all pipes, wells, reservoirs, imported water
connections, and booster stations in the existing water distribution system, and several
demand allocations including those representing existing and estimated future demand
conditions for average day, maximum day and peak hour demands.
6.2 Model Validation
Existing demands were first revised to correspond to the reduced demands experienced
over the past few years as described in Chapter 2, which are also consistent with the 2010
UWMP, as discussed in Chapter 2. Then a series of validation analyses were conducted
to verify that the model adequately simulated observed operating conditions within the
distribution system. An existing demand condition was selected for the validation
analyses after review of the model and discussion with City staff. The validation analyses
were run under various existing demand conditions. The results were reviewed with City
staff, and it was determined that the existing model provided accurate results for use on
this project. The review determined that the existing piping system was sufficiently
accurate and the existing demand allocation was suitable for analyses for this Water
Master Plan.
The WaterCAD model simulates pump station flows and pressures into the system using
reservoirs set to an overflow elevation equal to the hydraulic gradient in the system.
Refill rates to the water storage facilities are simulated with control valves and a separate
reservoir to receive the refill water. Imported supplies from the three turnouts and from
City wells are simulated as input flow to the system (negative demand) equal to the
P'Q 0 M A S 6-1 October 2016
Item 17. - 101 HB -656-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 6
reported typical yield of each well and turnout. In cases where a well or turnout is not
operating, input flows are set to zero.
Hydraulic analyses conducted for this project used the existing system model to create a
series of extended period simulation (EPS) analyses that represent demands experienced
over a typical week in June 2007. These demand curves were then uniformly increased to
reflect conditions that could be expected during a week of maximum demand. Hydraulic
analyses were conducted under existing and future year 2035 demand conditions. In
recent years, due to aggressive water conservation and water allocation, demands have
been down as shown in Table 2-2. Therefore, existing demands were derived from the
average demand from 2005/06 to 2007/08, prior to any water allocations to reflect
existing normal year water demand, consistent with the City's 2010 UWMP. Details on
the hydraulic analyses methodology and results are provided as technical memorandums
in the appendices of the 2012 Water Master Plan report with summaries provided below.
6.3 Distribution System Modeling
Various scenarios were set up by varying demand conditions and modeled to analyze the
transmission and distribution system to determine system responses and develop
recommended capital improvements. These scenarios are summarized in the following
sections and described in the technical memorandums in the appendices.
6.3.1 Maximum Week Condition
6.3.1.1 Existing Demands
Demand data for a typical week in June of 2007 was provided by City staff, including
diurnal curves for the entire week. These typical daily demands were factored up to
represent a typical week during the maximum week. Current data for a typical week in
June 2015 was also provided by City staff, for comparison purposes to determine if
maximum demands require adjusting and additional model updates accomplished. Due to
the fact that water use may rebound in the future, and to remain somewhat conservative
in hydraulic modeling, peaking factors will remain the same as that determined from the
2012 Water Master Plan. The June 2007 data had an average daily demand of just over
23,000 gpm and a maximum peak hourly demand of 34,700 gpm. While the June 2015
data had a significantly lower average daily demand of approximately 16,600 gpm, the
maximum hourly demand was just over 33,600 gpm for both Zone 1 Zone 2, which is
only slightly lower than what was modeled in the previous master plan. Since the peak
demands used in the previous modeling were somewhat conservative but similar, no
additional modeling is required for this master plan update.
Capital projects included in the previous master plans that remain to be completed are
discussed in detail in Chapter 7, and were analyzed in 2012 Water Master Plan to
determine/confirm proper sizing and location.
PSOMAS 6-2 October 2016
HB -657- Item 17. - 102
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 6
6.3.1.2 Future (2035) Demands
The future, 2035 demand projections (sometimes referred to as Build -out in this master
plan) were described previously in Chapter 2. The additional demands over and above
existing demands come primarily from two major specific plan areas, the Beach -Edinger
Corridors Area and the Downtown Area, as discussed in Chapter 2. Therefore, projected
additional demands are placed on nodes within the water distribution system in
accordance with the location where they are anticipated to occur as described in the
Build -out Demands & Distribution of Demands dated February 14, 2012 (Appendix A
from the 2012 Water Master Plan). As indicated in the beginning of Chapter 6, no
chan-aes were made to the hydraulic model for demand loadings on nodes.
Similar to the existing system hydraulic modeling discussed above, the future demands
projected for 2035, were placed on the hydraulic model and week-long EPS runs were
analyzed for average and maximum day conditions.
Under these Build -out system hydraulic analyses, the water transmission and distribution
system, including all of the remaining master plan improvement projects discussed in
Section 7.2, performed very well. There are capital improvement concepts analyzed that
can help meet build -out maximum day demands totaling almost 38,700 gpm. As indicated
in the beginningof Chapter 6, no changes were made to the hydraulic model to include
analyses with the proposed "New Protects" listed in Table 7-3 because those
improvements would only further improve hydraulic performance of the entire water
system.
V'r- 0 M AS 6-3 October 2016
Item 17. - 103 HB -658-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
7 CAPITAL IMPROVEMENT PROGRAM
7.1 Overview
On September 18, 1995, the City Council adopted the Capital Surcharge, a pay-as-you-go
(cash) basis to fund master plan projects listed in the City's Water Master Plan. 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 was decreased to $2.00 per EDU and was to remain at that level in
perpetuity to pay for the maintenance of facilities built from water master plan
recommendations. On November 19, 2007, City Resolution 2007-78 rolled the $2.00
surcharge into the monthly water meter rate of Water Fund for on -going maintenance of
facilities. The water meter rate is adjusted annually by the Consumer Price Index. A
summary of monthly Capital Surcharges appears in Table 7-1. As of October 1, 2015, the
Water Master Plan Fund balance was approximately $28.1 million.
Table 7-1
History of Monthly Capital Surcharges
�
Effective Datea
Monthly
Surcharge($/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, 2007b
$2.00
a) City Resolution 99-34 Adopted the Capital Surcharge Schedule
b) City Resolution 2007-78 rolled the $2.00 Capital Surcharge into the monthly water meter rate of Water Fund for on -going
maintenance of facilities. The water meter rate is adjusted annually by the Consumer Price Index.
The water master plan capital improvement program is periodically updated, typically
every five years, with the last update completed in 2012. The list of capital projects are
PSOMAS 7-1 October 2016
HB -659- Item 17. - 104
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
determined based on current and projected system demands, the estimated remaining
useful life of existing water system infrastructure, and the necessity to enhance and
improve water quality and reliability. While many original projects have been completed
since the inception of the Water Master Plan, capital projects with a project cost of
approximately $38.3 million remain to be constructed. Furthermore, this current Water
Master Plan update has identified a significant number of new capital projects, with total
costs of an additional approximately $89.9 million that are essential to replace aging
critical water system infrastructure throughout the City. Therefore, a sum total of
approximately $128.2 million (based on present value, not including future esclation) in
water infrastructure improvements are necessary over the next 20 years.
7.2 Remaining Water Master Plan Capital Improvement
Projects
Water master plan projects that remain to be constructed from the 2012 Water Master
Plan to be funded from the water master plan project funds are described below and are
identified with project numbering consistent with the previous 1995, 2000, 2005, and
2012 water master plans. Project costs for which money has been encumbered prior to
March 31, 2016 are not included. For example, projects with design completed only need
funds for construction.
Proiect No. 1: Beach Boulevard Pipe Improvements
For Project No. 1, dead end pipe segments are to be connected in locations along Beach
Boulevard to improve water supply and fire flow reliability to adjacent areas fronting this
thoroughfare. Dead end segments will be connected on the east side of Beach Boulevard
from the flood control channel (OCFCD C-6) to Blaylock Drive, a total length of
approximately 1,400 linear feet of 12-inch pipeline. Two connections of existing parallel
lines running along the east and west sides of Beach Boulevard will also be made near
Blaylock Drive and near Holt Avenue. Both of these relatively short connecting pipes
will likely involve costly construction method to cross Beach Boulevard. Design is
complete and currently in the process to obtain Caltrans Encroachment Permit.
Proiect No. 12: Permanent Wellhead Facilities for Well #13
Well #13, a fairly new well, has been operating with temporary facilities. Building a
permanent well head enclosure will utilize the existing casing but will include a larger
building, new mechanical equipment, improved controls, along with electrical equipment
to allow this pump to operate as a hybrid, using electricity as well as natural gas.
Proiect No. 13: Southeast Reservoir and Booster Pump Station
As discussed previously, a 10 million gallon storage reservoir and an 11,000 gpm booster
pump station was recommended since the 2000 Water Master Plan Update in order to
increase reliability to this area in the event of a major earthquake along the Newport -
Inglewood Fault. As a part of the proposed desalination plant plan, the project includes
construction of a storage reservoir and a booster pump station that would eliminate the
P fi 0 M A S 7-2 October 2016
Item 17. - 105 HB -660-
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Water Master Plan Update Chapter 7
need for the City to construct these facilities. These new facilities would be available to
this area in the event of such an emergency situation.
Proiect No. 14: Southeast Reservoir Transmission Main
A 10,400 linear foot, 36-inch distribution/transmission main will be constructed from the
potential desalination booster station or City Southeast Reservoir Booster Pump Station
to transmit water to the Downtown Loop. This new line will be interconnected with
existing distribution lines along its route to distribute water to the southeast service area.
The proposed routing from the Booster Station is north on Newland Street, then west on
Atlanta Avenue to a tie-in with the 20-inch Downtown Loop at 3rd Street/Lake Street.
This segment was undersized in the 2005 Water Master Plan at 16-inches to 24-inches
and needs to be 36-inches in diameter.
Proiect No. 14A: Southeast Reservoir Transmission Main Extension to Overmyer
Modeling conducted with the 2012 Water Master Plan Update determined that an
additional water transmission pipeline is needed to connect the Southeast Transmission
Main to Overmyer Reservoir to handle day-to-day operations and to maintain water
quality throughout the system. This additional transmission pipeline should have been
included with the previous master plan updates and continues to be included as part of
this current list of remaining master plan projects.
The project involves a 1.5 mile, 36-inch and 0.25 mile 42-inch pipeline extension from
the Southeast Reservoir Transmission Main at Atlanta Avenue up Huntington Street to
Overmyer Reservoir. Additionally, two pressure regulating stations are needed for the
two interconnects to the smaller diameter distribution system pipelines near the proposed
Southeast Reservoir site and at the tie-in to the 20-inch Downtown Loop.
This project would, of course, only be constructed in conjunction with or following the
construction of the Southeast Reservoir Transmission Main, Project No. 14, above. This
new, 1.75 mile transmission main could be operated under system pressure to move water
from Overmyer Reservoir to maintain levels in the Southeast Reservoir. Along with the
Southeast Booster Station, it could also be operated to back-up Overmyer Reservoir if the
reservoir needs to be taken down for maintenance. In the event desalinated water
becomes available, this line could operate either (1) under system pressure; or (2) under
low pressure as a dedicated fill line to Overmyer Reservoir.
Proiect No. 16: Fire Protection Improvements
To improve fire flow pressures and supply reliability at Peters Landing in Huntington
Harbor, a 12-inch main will be constructed on 24th Street, from South Pacific Avenue to
tie into the 12-inch pipeline in Pacific Coast Highway (approximately 400 linear feet).
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 to connect the 6-inch main in Attleboro Circle to the new development
known as Pacific Shores to the south. Design has been completed on this approximate
PSOMAS 7-3 October 2016
H B -6 1 _ Item 17. - 106
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
300-foot length of pipeline, but construction has been deferred to bundle with other water
replacement projects in the Sunset Beach area.
Proiect No. NA: Well #1 Replacement
This project was included since the 1995 Water Master Plan to increase its capacity to
around 750 gpm. On and around, Well # 1 cease to produce water and has since been
taken out of service. The existing well site is located in a residential neighborhood around
Bolsa Avenue and Springdale Street. Replacement Well #lA is being designed on the
same site to "blend in" with adjacent homes, while maintaining all necessary functional
features to properly operate and maintain the well. The projected design well capacity
will be around 1,000 gpm to 1,500 gpm, offsetting the capacity that was lost from the
original Well #1 (refer to Table 3-9 for history of active and abandoned water wells).
The estimated costs for the remaining capital projects described above, in 2015 dollars,
are summarized along with their year of anticipated design and construction on Table 7-2.
Projects already complete or with funds encumbered prior to March 31, 2016 are not
listed.
p C 0 M A S 7-4 October 2016
Item 17. - 107 HB -662-
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Water Master Plan Update
Table 7-2
Estimated Costs for Remaining Water Master Plan Projects
Chapter 7
Project #
from
2012
WMP
Project Name
Estimated
Design FY
Estimated
Design Costa,b
Estimated
Construct.
FY
Estimated
Construction
Costa,`
Total
Estimated
Cost
Program
Category
1
Beach Blvd. Pipeline Improvementsd
NA
$ -
2016
$ 700,000
$ 700,000
Distribution
12
Well 13 Permanent Wellhead
2022
$ 200,000
2023
$ 1,800,000
$ 2,000,000
Production
13
Southeast Res. & Booster PS
2033
$ 1,597,000
2034-35
$ 17,648,000
$19,245,000
Production
14
Southeast Res. Trans. Main
2033
$ 503,000
2034-35
$ 5,355,000
$ 5,858,000
Distribution
14A
New Connection - Overmyer to SE TM
2033
$ 540,900
2034-35
$ 5,409,000
$ 5,949,900
Distribution
1.75 mi. 36" to 42" in Huntngtn. St.
$ 500,300
$ 5,003,000
Interconnects @ Overmyer Res.
$ 25,600
$ 256,000
PRVs @ SE Res. & Atlanta/Dwntn Lp
$ 15,000
$ 150,000
16
Fire Protection Improvementsd
NA
$ -
2018
$ 300,000
$ 300,000
Distribution
NA
Well 1 Replacement
NA
$ -
2016-17
$ 4,250,000
$ 4,250,000
Replacement
Total
$ 2,840,900
$ 35,462,000
$ 38,302,900
a) 2016 Costs estimates. Escalation of design and construction costs will be accounted for in Financial Plan.
b) Design Costs range from 5 to 15% of construction costs, depending on project size and complexity and include preliminary design, final design, potholing,
geotechnical, survey, and bidding services.
c) Construction Costs include construction management and City project management. Construction management costs range from 2.5 to 5% of construction costs
for shop drawings, RFIs, field visits, etc., but do not include inspection services. City project management costs range from 5 to 9% of construction costs and may
include inspection services depending on the project type.
d) Design already complete or costs encumbered.
CD
J
S 0 M A S 7_5 October 2016
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Water Master Plan Update Chapter 7
7.3 New Water Master Plan Capital Improvement Projects
Thirty Seven (37) new Water Master Plan projects and annual programs have been
identified below, numbered from No. 21 to No. 57. These new projects and remaining
projects above will all be funded by available Water Master Plan funds, and will be
implemented in order of their respective priority, as determined by Public Works staff.
The estimated costs for the new capital projects described below, in November 2015
dollars, are summarized along with their year of anticipated design and construction on
Table 7-3.
New Proiect No. 21: OC-44 San Diego Creek Crossing Rehabilitation via 30-Inch
Pipeline Slip -lining Inside Existing 42-Inch Pipeline - Phase I
OC-44 Pipeline was constructed in the 1960's, and is one of three vital imported water
transmission mains serving the City. This pipeline is jointly owned by the Mesa Water
District (58.6%) and the City (41.4%). The segment of the 42-inch pipeline that crosses
beneath the San Diego Creek, near Highway 73 and Jamboree Road, has a history of
failures requiring multiple costly repairs in an environmentally sensitive area.
Consequently, design is near completion to rehabilitate the pipeline by slip -lining a
smaller 30-inch diameter Ductile Iron earthquake resistant pipe, approximately 1,700
feet, inside the existing 42-inch steel transmission main. This is an aggressive Phase I
pipeline rehabilitation project to prevent another costly leak repair in the San Diego
Creek, while a separate future Phase II improvement will consist of installing "Rip -Rap"
in the creek for added scour protection (described as New Project No. 55 below). This
pipeline rehabilitation project will increase overall reliability of OC-44, extend its service
life, and minimize, if not eliminate, the liability that will result from future pipe failures
in the San Diego Creek area.
New Proiect No. 22: Peck Booster Station Dual Energy Drive and Well #7 Security
Improvements
Peck Booster Station is the 2nd largest of three Zone 1 booster stations that primarily
maintains pressure and meets daily water demand in the northern end of the City. The
back -bone of this booster station consists of four large natural gas engines, each over 300
horsepower and capable of delivering a total flow of over 4,600 gallons per minute.
Converting these pump engines to a dual drive hybrid system capable of running on
either natural gas or electricity will provide two major benefits:
• Allow the City to operate this station within the South Coast Air Quality
Management District's stringent air quality requirements.
• Provide added reliability for the vital booster station due to the flexible energy
options.
In conjunction with the dual drive project, Well #7 Security Improvement Project will be
included as part of this project. Well #7 is located just east of Peck Booster Station.
Improvements will consist of adding new structures to secure the well site from unwanted
activities, with state-of-the-art monitoring equipment and lighting for added security.
P'Q0MAS
Item 17. - 109
7-6 October 2016
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New Project No. 23: Bolsa Chica 8-Inch Water Main Extension
This pipeline extension project will provide redundant water pipelines for fire protection
and water quality purposes to The Landing housing tract area located at the end of Slater
Avenue and west of Graham Street. This project will connect four dead end water lines
located at the end of Graham Street, Falkirk Lane, Bankton Drive and Allstone Drive that
would remove the dependency on only one connection from the City's water system
currently serving this residential community of approximately 175 residences. Two new
8-inch diameter pipelines, totaling approximately 1,225 linear feet, will be constructed
starting at the end of these streets into California State Lands' property located within the
Bolsa Chica Wetlands Area. The California State Lands Commission has approved and
granted the City a lease to construct the waterlines within their property. This project
fulfills the need for redundancy and reliability to this community for fire protection
purposes and will also improve the water quality in the area including the State Lands
Ecological Reserve Facility located at the end of Graham Street.
New Proiect No. 24: Water Well #9 Hydrogen Sulfide Odor Removal Treatment System
Water Well #9, located near Newland Street and Warner Avenue, was drilled around
1981 and has a design pumping capacity over 3,000 gpm. Well #9 is one of eight
remaining active wells in the City. While the design of new replacement wells are
underway, it will be several years before any of those new wells are able to provide the
existing distribution network with supplemental water supply. The existing well
infrastructure at Well #9 is in good condition, but the production rate has been reduced by
more than 50 percent because of customer complaints of odor from the presence of
Hydrogen Sulfide. Extensive testing and monitoring of various potential treatment
options resulted in the final selection of a cost effective natural treatment process using
Granular Activated Carbon filter media. Upon completion of the treatment system, Well
#9 will be able to produce high quality water at full design capacity.
New Project No. 25. WOCWB OC-35 Steel 33-Inch Transmission Main Relocation by
Springdale Street and Westminster Blvd for I-405 Widening
The upcoming Orange County Transit Authority's I-405 Widening Project will require
relocation of OC-35 by Springdale Street and Westminster Blvd, a West Orange County
Water Board (WOCWB) owned 33-inch steel transmission main that was installed
around 1963. WOCWB is jointly owned by the City (52.5%), City of Westminster
(25.4%), City of Seal Beach (14.3%), and City of Garden Grove (7.8%). A preliminary
feasibility assessment recommended relocating the existing transmission main away from
the Westminster Blvd Bridge, which will be reconstructed as part of the widening effort,
to nearby residential streets (Willow Land and Mahogany Avenue) with a new
transmission pipe and casing underneath the freeway. Based on City staff s research of
historical documents, WOCWB does not appear to have "prior rights" for the existing
transmission main, therefore the Orange County Transit Authority will likely require
WOCWB to be financially responsible for all design and relocation costs, and that
relocation of the existing pipeline must be completed before the freeway widening project
construction commences.
PSOMAS 7-7 October 2016
HB -665- Item 17. - 110
CITY OF HUNTINGTON BEACH
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New Proiect No. 26: New Water Well #14 by McFadden Avenue and Gothard Street
On April 6, 2015, the Successor Agency to the Redevelopment Agency of the City
quitclaimed a vacant property by McFadden Avenue and Gothard Street to the City for
the purpose of constructing a new water well. The vacant property is within the City of
Westminster, and preliminary discussions with Westminster staff have already begun for
preliminary engineering and environmental documentation. The City is fortunate to be
able to acquire this vacant property for it is located within a region deemed suitable for a
water well. Another major benefit is that the site is large enough for future replacement
wells on the same lot. The design capacity is estimated at around 2,000 to 2,500 gpm,
offsetting the supply capacity that was recently lost from the well casing failure at Well
#12. Well #12 was permanently capped and abandoned in 2015 (refer to Table 3-9 for
history of active and abandoned water wells).
New Project No. 27: New 1.3 Miles of 24-Inch to 30lnch Water Well Collection
Transmission Main in Ex -NA VY Easement Right-of-Wav
In early 2016, City staff completed a long process with the Federal Agency, General
Service Administration (GSA), to have the City Council accept the transfer of the Ex -
NAVY railroad easement and utility corridor, located near the northern end of the City
limits. The entire easement is approximately 2.8 miles in length, with an average width of
75 feet, which is within the limits of both the City of Westminster (-1.5 miles) and the
City (-1.3 miles). Also, similar to Project #26 above, the easterly region of this vacant
right-of-way is located within an area deemed suitable for water wells. The westerly end
of the easement is immediately adjacent to the City's existing reservoir site, making this
an ideal site for high quality production wells, with a relatively short distance to transmit
collected water to the City's reservoirs to meet daily water demands. Hence, the two
proposed well projects (Nos. 28 and 29) are also recommended to be located within this
right-of-way.
New Proiect No. 28: New Water Well #15 by Edwards Street in Ex -NAVY Easement
Right-of-Wav
As described above under Project No. 27, the newly acquired Ex -NAVY railroad
easement and utility corridor is an ideal right-of-way to build new water wells to meet the
City's water demands, and to increase reliability with newer wells. This new Well #15
will be located within the easement limit, adjacent to Edwards Street, with plenty of area
for future replacement wells. The projected design well capacity will be around 1,500 to
2,000 gpm, offsetting the accumulative gradual well capacity reductions from all
remaining existing eight active water wells.
New Proiect No. 29: New Water Well #16 by Goldenwest Street in Ex -NAVY Easement
Right -of -Way
This new well project is similar to Project No. 28, and will also be within the newly
acquired Ex -NAVY railroad easement and utility corridor. The main difference is that
Well # 16 will be constructed east of Well # 15 in the easement area owned by the City of
Westminster, adjacent to Goldenwest Street. The projected design well capacity will be
around 1,500 to 2,000 gpm, offsetting the accumulative gradual well capacity reductions
from all remaining existing eight water wells.
PCOMAS 7-8 October 2016
Item 17. - 111 H s -666-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
New Proiect No. 30: Peck Reservoir Site and Well #13 Security Improvements
Peck Reservoir site contains many critical water facilities. Both Peck Reservoir and
Springdale Reservoir, on this site, have a combined storage capacity of 26 million
gallons, which is approximately 50 percent of City's entire above ground storage. Peck
Booster Station provides pumping capacity of over 18,000 gpm to meet peak demands.
Well #4, Well #7 and Well #13 located on this site have a combined pumping capacity of
over 6,000 gpm. Finally, OC-35, the City's largest imported water connection with a
capacity of 9,000 gpm terminates at the Peck Reservoir site. Security improvements will
consist of adding new structures to secure the Well #13 infrastructure. In addition, new
facilities will be added to secure the booster station, and the OC-35 import connection.
There will be new state-of-the-art monitoring equipment to enhance security at this
critical facility.
New Proiect No. 31: Aging Water Main Replacement Program — Primarily Asbestos
Cement Pipe and Other Aging Water Mains throughout the City
Asbestos Cement Pipe (ACP) was commonly used around 50 years ago due to its
competitive unit cost and because it was believed to be superior in resisting pipe
corrosion. Unfortunately, studies have shown that ACP tends to become brittle with age,
is prone to gradual loss in structural integrity from both high ground water on the outside,
as well as permeation from the inside. Typical life expectancy of ACP is around 80 years.
As of today, there are nearly 500 miles of ACP in the City's water system, primarily
between 45 and 55 years old. This Aging Water Main Replacement Program will initially
target older ACP in areas of highest groundwater level. The cost for this program
assumes replacing five percent, or 25 miles, of this aging pipe over the next 20 years.
New Proiect No. 32: Sunset Beach Water Main Replacement and Extension Proiect
(Phase III)
Phase III of Sunset Beach Water Main Replacement and Extension Project will replace
undersized pipes, and construct several segments of new pipe extensions along Pacific
Coast Highway, North Pacific Avenue, South Pacific Avenue and various other locations
to improve operational flexibility and redundancy for fire protection purposes. Similar to
Project No. 32, most of the undersized aging pipes in Sunset Beach are ACP, which are
in areas prone to high groundwater. This project will install pipeline suitable for high
groundwater conditions, improve water system hydraulics by constructing critical inter-
connection pipelines at key locations, and construct additional valves required to isolate
the existing water system for ease of maintenance and repair.
New Proiect No. 33: 8-Inch Water Main Replacement in Coniunction with Federally
Funded Admiralty Bridge Rehabilitation Proiect
The Admiralty Drive Bridge is a multi -span steel I -girder bridge constructed in 1963. The
bridge is approximately 52 feet wide (40 feet curb to curb), and approximately 155 feet
long. The bridge provides one 12-foot wide lane in each direction for vehicular traffic.
The bridge rehabilitation is being funded through the federal Highway Bridge
Replacement and Rehabilitation Program. Since the existing waterline has nearly reached
its useful life and cannot be protected in place, replacing it during the bridge
PSOMAS
7-9
HB -667-
October 2016
Item 17. - 112
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
rehabilitation will be more cost effective than replacing the waterline as a separate stand-
alone project.
New Project No. 34: 8-Inch Water Main Replacement in Coniunction with Federally
Funded Humboldt Bridge Rehabilitation & Widening Project
The Humboldt Drive Bridge is a multi -span steel I -girder bridge constructed in 1963. The
bridge is approximately 35 feet wide and approximately 156 feet long; it measures 26 feet
curb to curb, which is below the minimum roadway width required for this bridge. The
bridge provides one 13-foot lane in each direction for vehicular traffic. The rehabilitation
and widening of the bridge are being funded through the federal Highway Bridge
Replacement and Rehabilitation Program. Since the existing waterline has nearly reached
its useful life and cannot be protected in place, replacing it during the bridge
rehabilitation will be more cost effective than replacing the waterline as a separate stand-
alone project.
New Proiect No. 35: OC-9 Steel 22-Inch Transmission Main Replacement by Newland
Street for I-405 Widening
The upcoming Orange County Transit Authority's I-405 Widening Project will require
relocation of OC-9, a City owned 22-inch steel transmission main by Newland Street that
was installed around 1955. A preliminary feasibility assessment recommended relocating
the existing transmission main from underneath the freeway to the Newland Street Bridge
that crosses over the freeway. To stay within Caltrans' design standard for utilities on
bridges, a tentative plan is to install two parallel 16-inch pipes within casings in the
reconstructed Newland Street Bridge as part of the freeway widening construction. Based
on City staff s research of historical documents, the City has "prior rights" for the
existing transmission main, therefore the Orange County Transit Authority has tentatively
agreed to reimburse the City for all design and inspection costs, and will construct
replacement casings/pipelines in conjunction with the freeway widening project.
New Proiect No. 36: I2-Inch Distribution Main Replacement by Beach Blvd and
Edinger Avenue for I-405 Widening
The upcoming Orange County Transit Authority's I-405 Widening Project will require
relocation of a City owned 12-inch distribution main by Beach Blvd and Edinger Avenue
that was installed around 1958, and was relocated once around 1964. A preliminary
feasibility assessment recommended relocating the existing distribution main from
underneath the freeway to the Edinger Avenue Bridge that crosses over the freeway. To
stay within Caltrans' design standard for utilities on bridges, a tentative plan is to install a
12-inch pipe within a casing in the reconstructed Edinger Avenue Bridge as part of the
freeway widening efforts. Based on City staff s research of historical documents, City has
"prior rights" for the existing distribution main, therefore the Orange County Transit
Authority has tentatively agreed to reimburse the City for all design and inspection costs,
and will construct a replacement casing/pipeline in conjunction with the freeway
widening project.
p£ O M A S 7-10 October 2016
Item 17. - 113 HB -668-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
New Proiect No. 37: 8-Inch Distribution Main Replacement by McFadden Avenue and
Sugar Avenue for I-405 Widenin
The upcoming Orange County Transit Authority's I-405 Widening Project will require
relocation of a City owned 8-inch distribution main by McFadden Avenue and Sugar
Avenue that was installed around 1963. A preliminary feasibility assessment
recommended extending the existing pipe casing underneath the freeway by the
McFadden Avenue Bridge and replacing the existing 8-inch distribution without a change
in pipe alignment. Based on City staff s research of historical documents, City does not
appear to have "prior rights" for the existing distribution main, therefore the Orange
County Transit Authority will likely require the City to be financially responsible for all
design and relocation costs, with the actual reconstruction of the existing casing/pipeline
to be constructed in conjunction with the widening project.
New Proiect No. 38: Water Well #6 Hydrogen Sulfide Odor and Color Removal
Treatment System
Water Well #6 is located near Gothard Street and Heil Avenue, was drilled around 1973,
and has a design pumping capacity around 3,000 gpm. Well #6 is one of eight remaining
active wells in the City. While design of new replacement wells are underway, it will be
several years before any of those new wells are able to provide the existing distribution
network with supplemental water supply. The existing well infrastructure at Well #6 is in
good condition, but the production rate has been reduced by more than 50 percent
because of customer complaints of odor from presence of Hydrogen Sulfide and color in
the water. Similar to Project No. 24 for Well #9, testing and monitoring of various
potential treatment options will be necessary prior to selection of a cost effective
treatment process such as Granular Activated Carbon filter media to treat odor, and an
additional treatment method to remove color. Upon completion of the recommended
treatment system, Well #6 is expected to produce high quality water at full design
capacity.
New Project No. 39: Water Well #8 Hydrogen Sulfide Odor and Color Removal
Treatment System
Water Well #8 is located around Goldenwest Street and Warner Avenue, was drilled
around 1978, and has a design pumping capacity over 3,000 gpm. While design of new
replacement wells are underway, it will be several years before any of those new wells
are able to provide the existing distribution network with supplemental water supply. The
existing well infrastructure at Well #8 is in good condition, but the well has been taken
out of service for many years because of customer complaints of odor from presence of
Hydrogen Sulfide and color in the water. Similar to Project No. 39 for Well #6, testing
and monitoring of various potential treatment options will be necessary prior to selection
of a cost effective treatment process such as Granular Activated Carbon filter media to
treat odor, and an additional treatment method to remove color. Upon completion of the
recommended treatment system, Well #8 will be placed back in operation to produce high
quality water at full design capacity.
PSOMAS 7-11 October 2016
H B -669- Item 17. - 114
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
New Proiect No. 40: Talbert Lake Irrimation Proiect
During the recent drought and due to the City's efforts to meet water conservation
objectives, the City's Central Park has become significantly impacted. Approximately
120 acres of Central Park are piped with a separate irrigation system but are currently
irrigated with potable water. Lower Talbert Lake, located west of the Central Library,
captures all runoff within that tributary area. Average lake surface area is approximately
2 acres, and remains at a steady water level for the majority of the year. The objective of
the Talbert Lake Irrigation Project is to supplement park irrigation with lake water,
particularly in warmer months to help protect the health of trees and plants within the
park. Preliminary water quality sampling concluded that Talbert Lake water is suitable
for park irrigation. Upon completion of a pilot test to verify the lake's ability to sustain
minimum water level during park irrigation, a gravity pipe and debris filtering system
will be constructed from the northerly end of the lake to the existing irrigation booster
station located adjacent to the Park Bench C66. The new infrastructure will have the
flexibility to allow City maintenance staff to irrigate using either potable water or lake
water. Lake water would only be utilized when sufficient quantities of water are available
for irrigation while maintaining a minimum level in the lake.
New Proiect No. 41: Groundwater Master Plan
This 2016 Water Master Plan Update contains several new wells to replace losses
experienced in groundwater pumping capacity due to aging well infrastructure or
degradation in water quality. The useful life of water wells can vary greatly but is
typically between 40 and 60 years. The Orange County Water District regulates the basin
and dictates the Basin Pumping Percentage (BPP), which is subject to annual changes.
Typically the City is allowed to produce a minimum of 60-70% of our potable water
needs from the groundwater basin with OCWD's long-term goal to maintain a BPP of
75%. The balance of the City's potable water needs are purchased from our imported
water wholesaler, MWDOC. Imported water is nearly three times the cost of well water,
so it is in the City's best interest to have adequate well pumping capacity to provide
groundwater to the annual BPP limit. The City also needs reliable water wells with
surplus capacity to handle scenarios when existing wells are temporary removed from
service for routine maintenance or if imported supplies are curtailed. The purpose of the
Groundwater Master Plan is to capture all relevant data pertaining to existing active water
wells, to estimate remaining useful life, and to identify an on -going water well
replacement schedule, taking into account the fact that it takes many years to plan,
acquire right-of-way, design, permit, equip and put a well into operation.
New Proiect No. 42: Water Security Improvements at Well #3A
Water Well #3A is located near Warner Avenue and Gothard Street, was drilled around
1994, and has a design pumping capacity around 2,500 gpm, but is currently operating at
approximately 80 percent of that capacity. In 2015, a deeper section of the well was filled
with concrete to deter lower quality water from entering into the pump column. This
method was successful in improving water quality at a very reasonable cost; however,
capping the lower section did decrease the well's ability to produce water at its original
design capacity. The existing well infrastructure at Well #3A is in good condition. There
P1C0MAS
Item 17. - 115
7-12 October 2016
IOI:�:yll�
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
will be new state-of-the-art monitoring equipment to enhance security at this critical
facility.
New Proiect No.43: Water Security Improvements at Well #6
Water Well #6 is located near Gothard Street and Heil Avenue, was drilled around 1973,
and has a design pumping capacity around 3,000 gpm. The existing well infrastructure at
Well #6 is in good condition. There will be new state-of-the-art monitoring equipment to
enhance security at this critical facility.
New Proiect No. 44: Water Security Improvements at Well #8
Water Well #8 is located near Goldenwest Street and Warner Avenue, was drilled around
1978, and has a design pumping capacity over 3,000 gpm. The existing well
infrastructure at Well #8 is in good condition. There will be new state-of-the-art
monitoring equipment to enhance security at this critical facility.
New Proiect No. 45: Water Security Improvements at Well #9
Water Well #9 is located near Newland Street and Warner Avenue, was drilled around
1981, and has a design pumping capacity over 3,000 gpm. The existing well
infrastructure at Well #9 is in good condition. There will be new state-of-the-art
monitoring equipment to enhance security at this critical facility.
New Proiect No. 46. Water Security Improvements at Well #10
Water Well #10 is located near Edinger Avenue and Beach Blvd, was drilled around
1981, and has a design pumping capacity around 3,400 gpm. The existing well
infrastructure at Well #10 is in good condition. There will be new state-of-the-art
monitoring equipment to enhance security at this critical facility.
New Proiect No. 47. Annual Water Distribution System Improvements Program
Typically on an annual basis, engineering and operation staff will evaluate and identify
new projects in the category of distribution system improvements. The objectives of these
improvements include increasing redundancy and reliability, increasing fire protection,
improving circulation for water quality enhancement, and enhancing safety for operation
staff. A few projects identified in this 2016 Water Master Plan Update could be
categorized under this annual program, such as No. 16: Fire Protection Improvements;
No. 23: Bolsa Chica 8-Inch Water Main Extension. However, additional projects that are
currently unknown are anticipated to arise in the future and this annual funding is
envisioned to cover those.
New Proiect No. 48: Annual Water System Corrosion Control Program
Typically on an annual basis, engineering and operation staff will evaluate and identify
new projects in the category of corrosion control improvements. This is consistent with
past Water Master Plan projects to apply corrosion control to City owned transmission
mains within City limits, specifically OC-9, OC-44, and OC-35. To date, including
corrosion control applied on the 20-inch Downtown Transmission Main Loop,
approximately 16.5 miles of transmission mains have had cathodic protection installed to
PSOMAS 7-13 October 2016
HB -671- Item 17. - 116
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
deter corrosion. The objective of these improvements is to prolong the life expectancy of
metallic infrastructure, including but not limited to pipelines, fittings, and valves. Two
projects identified in this Water Master Plan are also categorized under this annual
program, they are No. 53: 8.6 Miles of OC-44 Transmission Main; No. 54: 5.3 Miles of
OC-9 and 5.9 Miles of OC-35 Transmission Main. As with Project 48, this funding is for
future, currently undefined projects of this nature.
New Protect No. 49: Annual Water Production System Improvements Program
Typically on an annual basis, engineering and operation staff will evaluate and identify
new projects in the category of production system improvements. Task orders can be
engineering feasibilities studies, design and construction projects. The objectives of these
improvements include increasing system redundancy and reliability, increasing pumping
efficiency, maintaining pumping capacity, and enhancing safety for operation staff. Some
projects identified in this 2016 Water Master Plan Update are also categorized under this
annual program, such as Well #1 Replacement; No. 24: Water Well #9 Hydrogen Sulfide
Odor Removal Treatment System; No. 27: New Water Well #14. However, additional
projects that are currently unknown are anticipated to arise in the future and this annual
funding is envisioned to cover those.
New Proiect No. 50: Water Master Plan and Financial Plan Update (Typically Every 5
Years
Typically on a five (5) year cycle, the Water Master Plan and Financial Plan are updated
to evaluate current projected infrastructure needs and available funds for capital
improvement projects. Per City's Municipal Code, Section 14.12.040(B), "A Capital
Surcharge to be charged monthly as may be determined by the City shall be set by
resolution of the City Council. All monies collected as the Capital Surcharge shall be
used for water projects that are consistent with the goals and objectives of the Water
Master Plan adopted by the City Council." The 1995 Water Master Plan and Financial
Plan Update outlined a substantial amount of costly water infrastructure needs, which
eventually led to the City Council's adoption of a Capital Surcharge for approximately 12
years (City Resolution No. 6713). This 2016 Water Master Plan and Financial Plan
Update similarly identifies a large number of costly critical water infrastructure
requirements for the next 20 years. The Financial Plan addresses financial needs and
recommends various approaches to funding projects such as use of a Capital Surcharge,
similar to the one adopted in 1995.
New Protect No. 51: Urban Water Manamement Plan (Typically Every 5 Years)
Water agencies, such as the City, must update their Urban Water Management Plan
(UWMP) every five years (for years ending with "0" and "5"), consistent with the
requirements of the 1983 Urban Water Management Planning Act (Act). These updates
detail each agency's efforts to ensure water supply reliability under a range of hydrologic
conditions as well as comply with any new regulatory requirements under the Act. The
UWMP plays a key role from the City's perspective to determine if adequate surplus
water is available for future private developments. The UWMP will typically accomplish
the following major objectives:
P c 0 M A S
Item 17. - 117
7-14 October 2016
HQ -672-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Chapter 7
• Evaluate the supplies necessary to meet demands over a 25-year period in normal
year, single -year and multi -year droughts.
• Document the stages of actions the agency would undertake to address up to 50%
reduction in its water supplies.
• Describe the actions to be undertaken in the event of a catastrophic interruption in
water supplies.
• Evaluate the water use efficiency measures to satisfy the requirements of
California SBx7-7.
New Proiect No. 52: 8.6 Miles of OC-44 Transmission Main, Between 16-Inch to 42-
Inch, Corrosion Control Improvements through Mesa Water District
As described under Project No. 21, OC-44 Pipeline was constructed in the 1960's, and is
jointly owned by the Mesa Water District (58.6%) and the City (41.4%). Though nearly
all of the existing 8.6 miles of transmission main does not have a history requiring leak
repairs, it lacks cathodic protection, a proven cost effective corrosion control method to
indefinitely protect metallic pipelines from corrosion. While the expensive "one-time"
cost of this method requires welding of wires between metal pipe joints to create
electrical continuity, the overall cost of rehabilitation has shown to be a small fraction of
the cost of transmission main replacement.
New Proiect No. 53: 5.3 Miles of OC-9 & 6.0 Miles of OC-35 Transmission Main,
Between 24-Inch to 36-Inch, Corrosion Control Improvements through West Orange
County Water Board
As described under Project No. 25 and No. 26, 6.0 miles of OC-35 and 5.3 miles of OC-9
were constructed in 1963 and 1956, respectively. Both transmission mains, located
outside of City limits, are jointly owned by the WOCWB. WOCWB is jointly owned by
the City (52.5%), City of Westminster (25.4%), City of Seal Beach (14.3%), and City of
Garden Grove (7.8%). While nearly all of the existing 11.3 miles of transmission main
does not have a history needing leak repairs, it lacks cathodic protection, a proven cost
effective corrosion control method to indefinitely protect metallic pipelines from
corrosion. While the expensive "one-time" cost of this method requires welding of wires
between metal pipe joints to create electrical continuity, the overall cost of rehabilitation
has shown to be a small fraction of cost of transmission main replacement.
New Protect No. 54: OC-44 San Diego Creek Crossing Pipeline Protection with Rip -
Rap Scour Protection - Phase II
After completion of Project No. 21, slip -lining the existing 42-inch OC-44 Pipeline with
a new 30-inch diameter Ductile Iron earthquake resistant pipe, that section of new pipe
across San Diego Creek is expected to once again be a reliable pipeline. However, this
pipeline is lacking erosion or scour protection through the creek crossing section. This
pipeline is vulnerable to damage from large flood events. Although large flood events are
infrequent, there is still the probability that this pipeline will need to endure large scale
flooding sometime during its remaining design life. Metropolitan Water District also
maintains a transmission main crossing this creek, and their section of pipeline is encased
in concrete Rip -Rap and shows no signs of erosion. Therefore, Phase II of this project,
following Project No. 21, is to obtain necessary permits and funding to install concrete
PSOMAS 7-15 October 2016
HB -673- Item 17. - 118
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
Rip -Rap to permanently protect the section of the pipeline crossing the creek from future
erosion and scour.
New Protect No. 55: Overmyer Booster Station Dual Energy Drive
The Overmyer Booster Station is the largest of three Zone 1 booster stations that
primarily maintains pressure and meets daily water demand in the heart of the City. The
backbone of this booster station consists of two large natural gas engines, each over 400
horsepower and capable of delivering over 6,500gpm. Additionally, there are two more
natural gas engines, each over 150 horsepower and capable of delivering around 3,500
gpm. Similar to Project No. 22, due to greater air quality concerns with natural gas driven
engines, it has become increasingly difficult to satisfy South Coast Air Quality
Management District's regulatory requirements. To address this challenge, the Overmyer
Booster Station Dual Drive Project will convert the existing natural gas driven system
into a dual drive hybrid system, having options to run by electricity or natural gas. This
project will further increase reliability of this vital booster station, and also allow City's
operation and maintenance team the flexibility to meet water demands while operating
within regulatory requirements.
New Protect No. 56: Peck Reservoir Roof Replacement
The Peck Reservoir roof is showing signs of wear and will soon need to be replaced.
Although replacing the existing roof with similar material is likely the most cost effective
solution, a feasibility study will be performed with an objective to identify other
potentially feasible alternatives to a new roof with a greater design life.
New Project No. 57. Annual Water Facilities Security Improvements Program
Typically on an annual basis, engineering and operation staff will evaluate and identify
new projects in the category of facilities security improvements. Post-911, a Water
System Vulnerability Assessment was performed in 2003 and various security features
have been implemented. A number of projects identified in this Water Master Plan are
also categorized under this annual program, such as No. 31: Peck Reservoir Site and Well
#13 Security Improvements; No. 43: Water Security Improvements at Well #3A.
However, additional projects that are currently unknown are anticipated to arise in the
future and this annual funding is envisioned to cover those.
p 1Z 0 M A S 7-16 October 2016
Item 17. - 119 HB -674-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Table 7-3
Estimated Costs for New Water Master Plan Projects
New
Project
#
Project Name
Estimated
Design FY
Estimated
Design Cost'"
Estimated
Construct.
FY
Estimated
Construction
Costa•`
Total
Estimated
Cost
Program
Category
21
OC-44 Sliplining 30" at Creek Crossingd
NA
-
2017
$ 1,035,000
$ 1,035,000
Replacement
22
Peck Reservoir Dual Drive & Well 7 Security'
NA
2017
$ 1,500,000
$ 1,500,000
Production
23
Bolsa Chica 8" Water Main Extensiond
NA
-
2018
$ 200,000
$ 200,000
Distribution
24
Well 9 1-12S Odor Treatmentd
NA
2017-18
$ 2,300,000
$ 2,300,000 1
Production
25
WOCWB OC-35 Relocate 33" for 1-405 Widening
2017
$ 210,000
2018-19
$ 1,575,0D0
$ 1,785,000
Replacement
26
New Well 14 by McFadden/Gothard
2017
$ 750,000
2018-19
$ 4,250,000
$ 5,000,000
Production
27
1.3 Miles of 24" to 30" Well Collection Line
2020
$ 5D0,000
2021-22
$ 3,500,000
$ 4,000,000
Distribution
28
New Well 15 in Ex -Nary Easement by Edwards
2020 1
$ 750,D00
2021-22
$ 4,250,000
$ 5,000,000
Production
29
New Well 16 in Ex -Navy Easement by Edwards
2022
$ 750,000
2023-24
$ 4,250,000
$ 5,000,000
Production
30
Security at Peck Reservoir & Well 13
2019
$ 100,000
2020
$ 500,000
$ 600,000
Security
31
Aging Pipe Replacement (Incl. 5% of AC Pipe)
Annual
$ 7,500,000
Annual e
$ 25,000,000
$ 32,500,000
1 Replacement
32
Sunset Beach Water Main Replacement Ph Illd
NA
2019
$ 2,000,000
$ 2,000,000
Replacement
33
8" Pipe Replacement Admiralty Bridge Rehab
2017
$ 25,000
2018
$ 75,000
$ 100,000
Replacement
34
8" Pipe Replacement Humboldt Bridge Rehab
2017
1 $ 25,000
2018
$ 75,000
$ 100,000
Replacement
35
OC-9 Replace 22" for 1-405 Widen (OCTA Pays)
2017
2018
-
Replacement
36
12" Pipe Replace for 1-405 Widen (OCTA Pays)
2017
2018
-
Replacement
37
8" Pipe Replace for 1-405 Widen by Sugar
2017
$ 75,000
1 2019
$ 400,000
$ 475,000
1 Replacement
38
Water Well 6 H25 Odor & Color Treatment
2019
$ 500,000
2020-21
$ 3,500,000
$ 4,000,000
Production
39
Water Well 8 1-12S Odor & Color Treatment
2023
$ 500,000
2024-25
$ 3,500,000
$ 4,000,000
Production
40
Talbert Lake Irrigation Project
2018
$ 150,000
2020
$ 600,000
$ 750,000
Production
41
Groundwater Master Plan
2025
$ 150,000
NA
-
$ 150,000
Study
42
Security at Well 3A
2025
$ 50,000
2026
$ 100,000
$ 150,000
1 Security
43
Security at Well 6
2027
$ 50,000
2028
$ 100,000
$ 150,000
Security
44
Security at Well 8
2029
$ 50,000
2030
$ 100,000
$ 150,000
Security
45
Security atWell 9
2031
$ 50,000
2032
$ 100,000
$ 150,000
Security
46
Security at Well 30
2033
$ 50,000
2034
$ 100,000
$ 150,000
Security
47
Water Distribution Improvements
Annual e
$ 200,000
Annual e
$ 2,000,000
$ 2,200,000
Distribution
48
Water System Corrosion Control
Annual e
$ 100,000
Annual e
$ 1,000,000
$ 1,100,000
Corrosion
49
Water Production System Improvements
Annual e
$ 200,000
1 Annual e
$ 2,000,000
$ 2,200,000
Production
50
WMP and Financial Plan Updates
Every 5 Yrs
$ 200,000
NA
$ 200,000
Study
51
Urban Water Management Plans
Every 5 Yrs
$ 200,000
NA
$ 200,000
Study
52
8.6 Miles OC-44 Corrosion Controld
NA
2028-29
1 $ 4,140,000
$ 4,140,000
Corrosion
53
WOCWB OC-35 & OC-9 Corrosion Control
2032
$ 105,000
2033-34
$ 3,307,500
$ 3,412,500
Corrosion
54
OC-44 Scour Protection 30" at Creek Crossing
2024
$ 41,400
2025
$ 621,000
$ 662,400
Replacement
55
Overmyer Booster Station Dual Drive
2030
$ 300,000
2031-32
$ 1,700,000
$ 2,000,000
Production
56
Peck Reservoir Roof Replacement
2032
$ 300,000
2033-34
$ 1,700,000
$ 2,000,000
Production
Water Facilities Security Improvements
Annual e
$ 300,0D0
Annual e
$ 400,000
$ 500,0D0
Security
y
n57
Total
$ 13,981,400
$ 75,978,500
$ 89,859,900
a) Cost estimates as of Nov 2015 (LA ENR = 10092). Escalation of design and construction costs will be accounted for in Financial Plan.
b) Design Costs range from 5 to 15% of construction costs, depending on project size and complexity and include preliminary design, final design, potholing,
geotechnical, survey, and bidding services.
c) Construction Costs include construction management and City project management. Construction management costs range from 2.5 to 5%of construction costs for
shop drawings, RFIs, field visits, etc., but do not include inspection services. City project management costs range from 5 to 9% of construction costs and may include
inspection services depending on the project type.
d) Design already complete or costs encumbered.
e) Amount shown is the sum of 20 years.
PSOMAS HB -675-
Item 17. - 120
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
7.4 Improvement Projects Categorized Into 6 Programs
All 44 improvement projects and programs identified and described above are divided
into 6 Capital Improvement Water Programs with recommended phasing over the next 20
years and an estimated uninflated total cost of $128.2 Million. They are as follows:
• Water System Corrosion Control - 3 Projects/Programs - $8.7 Million
• Water Distribution System Improvements - 7 Projects/Programs - $19.2 Million
• Water Main Replacements - 10 Projects/Programs - $38.7 Million
• Water Production System Improvements -14 Projects/Programs - $59.2 Million
• Water Facilities Security Improvements - 7 Projects/Programs - $1.9 Million
• Water Engineering Studies - 3 Studies/Programs - $550, 000
7.4.1 Water System Corrosion Control
The Water System Corrosion Control Program consists of extending the life of existing
buried metallic infrastructure such as pipelines, valves, fittings, and appurtenances. The
annual capital improvement projects for water would combine all similar projects into
this program for budgeting purposes. The City also performs annual evaluations and
testing of all metallic pipelines and will make any necessary adjustments, enhancements
and improvements, based on the results of these activities.
7.4.2 Water Distribution System Improvements
The Water Distribution System Improvements Program consists of expanding and
improving the existing distribution system, with the exception of complete replacements
of small to large diameter pipelines. This program also includes water main extension
projects to improve hydraulic circulation and system redundancy. The annual capital
improvement projects would combine all similar projects into this program for budgeting
purposes.
7.4.3 Water Main Replacements
All improvement projects that are directly related to replacing aging water mains, both
large and small diameters, are grouped into this Water Main Replacements Program. The
long-term plan for this program is to gradually replace aging water infrastructure
consisting primarily of old asbestos cement (AC) pipelines. The annual capital
improvement projects would combine all similar projects into this program for budgeting
purposes.
7.4.4 Water Production System Improvements
All improvement projects that are directly related to production facilities, such as water
wells, reservoirs, booster stations, treatment facilities, and import connections are
grouped into this Water Production System Improvements Program. Many high priority
PCOMAS 7-18 October 2016
Item 17. - 121 HB -676-
CITY OF HUNTINGTON BEACH
Water Master Plan Update Chapter 7
projects identified in Chapter 7 are part of this program, such as new water wells and
odor treatment facilities. The annual capital improvement projects for water would
combine all similar projects into this program for budgeting purposes.
7.4.5 Water Facilities Security Improvements
All improvement projects that are directly related to improving and enhancing security at
all production facilities, such as water wells, reservoirs, booster stations, treatment
facilities, and imported water connections are grouped into this Water Facilities Security
Improvements Program. In 2003, the City performed a vulnerability assessment study at
various production facilities and identified the need for security improvements varying
from new security switches, to high-tech cameras and new structures. The annual capital
improvement projects for water would combine all similar projects into this program for
budgeting purposes.
7.4.6 Water Engineering Studies
The Water Engineering Studies Program consists of preparing studies such as Water
Master Plan Updates, Urban Water Management Plans, a Groundwater Master Plan, or
other unique studies serving planning purposes. Both Water Master Plan Updates and
Urban Water Management Plans are typically accomplished on a 5-year cycle.
7.5 Recommendations for Additional Studies
Section 3.3.9 of this Water Master Plan recommends a future extensive well study,
Groundwater Master Plan, to assess the condition of each of the City's existing wells,
determine their remaining useful life, and develop a systematic approach to replacement
of wells in their same general location and/or the addition of new wells at future
locations. Because the potential desalination project would include construction of a
storage reservoir and booster pump station, new projects identified from this Water
Master Plan Update, including those that may arise from future studies, could be funded
from the savings generated from deleting these two major projects from the City's Water
Master Plan projects, or through savings from any of the other remaining Water Master
Plan projects above.
PSOMAS 7-19 October 2016
HB -677- Item 17. - 122
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Chapter 8
8 ASSET MANAGEMENT — TWENTY YEAR AND IMMEDIATE
NEEDS
An essential component of a Water Master Plan is an Asset Management Plan with a goal
of securing a long-term, reliable water infrastructure system to service the customers of
the City's water service area. Water is a valuable resource and requires a complex water
infrastructure system to supply, store, and distribute it at adequate pressure to meet daily
water demands and fire protection requirements.
As shown in Table 4-13, it would cost over $1.4 billion to construct the City's water
system in today's dollars. Since various components of the water infrastructure system
will have a limited useful life, it is vital for the City to invest in on -going annual
maintenance and capital improvement programs for long-term sustainability of a reliable
water infrastructure system.
8.1 Twenty Year Capital Improvement Needs
A priority list that combines Tables 7-2 and 7-3 identifies 44 necessary capital
improvement projects and programs for the next 20 years. Total cost in today's dollars is
estimated $128.2 million. This equates to approximately 9% of the cost of the water
system over 20 years, or only around 0.5% annually. From the perspective of typical
asset management, expending only 0.5% annually to maintain a water system is
considered to be extremely efficient.
City staff is separately preparing the 2016 Financial Plan Update, to evaluate various
funding options to meet the long term needs from this water master plan update.
8.2 Immediate Capital Improvement Needs
Table 8-1 below is a list of 14 high priority capital improvement projects and programs
that have been identified for FY 2016/17. Upon adoption of the 2016 Water Master Plan
by City Council, City staff would be able to utilize existing Water Master Plan Fund
balance of approximately $28.1 million (as of October 1, 2016) toward these projects that
totaled $6.6 million. There still will remain a healthy fund balance of $21.5 million after
allocating a portion of the Water Master Plan Fund to construct the 14 high priority
projects. Although the current fund balance does not meet the financial needs over next
20 years, having this fund balance of $28.1 million will immediately sustain the
construction of priority water infrastructure and provide staff with valuable time to
complete the Financial Study. It also will also provide City Council with the time to
evaluate the financial options from the draft Financial Plan, once completed.
cs +c 0 M A S 8-1 October 2016
Item 17. - 123 Hg -678-
CITY OF HUNTINGTON BEACH
Water Master Plan Update
Chapter 8
Table 8-1
Estimated Costs for 14 Water Master Plan Projects (FY 2016/17)
WMP
Project #
Project Name
Total
Estimated Cost
Program
Category
1
Beach Blvd. Pipeline Imps.
$ 700,000
Distribution
NA
Well 1 Replacement
$ 1,250,000
Production
21
OC-44 SI i pl i ni ng 30" at Creek Crossing
$ 1,035,000
Replacement
22
Peck Reservoir Dual Drive& Well 7 Security
$ 1,500,000
Production
24
Well 9 H2S Odor Treatment
$ 1,000,000
Production
25
WOCWBOC-35 Relocate 33" for 1-405 Widening
$ 210,000
Replacement
26
New Well 14 by McFadden/Gothard
$ 500,000
Production
33
8" Pipe Replacement Admiralty Bridge Rehab
$ 25,000
Replacement
34
8" Pipe Replacement Humboldt Bridge Rehab
$ 25,000
Replacement
37
8" Pipe Replacefor 1-405 Widen by Sugar
$ 75,000
Replacement
47
Water Distribution Improvements
$ 110,000
Distribution
48
Water System Corrosion Control
$ 5S,000
Corrosion
49
Water Production System Improvements
$ 110,000
Production
57
Water Facilities Security Improvements
$ 25,000
Security
Total
$ 6,620,000
PSOMAS 8-2 October 2016
HB -679- Item 17. - 124
ATTACHMENT #5
City of Huntington Beach
2016 WATER MASTER PLAN UPDATE
Importance of Water System
Wells eservoir ump , * Pipes = Hydrants Meters
Stations
Ft .
Foods Health Economy ,, ecreation Aest etic
Fire
Protection
► 3 EMERGENCY
Future Vital Services Drinking
Cost To Replace Our Water Infrastructure?
4 Reservoirs/Tank
3 Zone 1 Boosters
2 Zone 2 Boosters
$110 M
611 Miles of Large &
Distribution Mains
$900 M
►,
10 Wells (8 Active)
$50 M
,A�
Import Connections
5M
IF
2 Miles of Shared
Large Mains
$80 M
Cost To Replace Our Water Infrastructure? (Con't)
53,091
Meter Connectior
$220 M j
5,801
Public Hydrants
$29 M
Over $1.4 Billion,
Yard, Trucks,
Equipment, etc
$20 M
r �
r.
179749
Large Valves
$20 M
Water Master Plan Need and Purpose
it
.
New Reservoirs &
Booster Stations
Treatment and
Improvements
Maintain a Reliable
Water Infrastructure
e
New
Wells
Corrosion • •
I "L, . J /
Main Replacements
and Extensions
Transmission Main
Replacement and New
Financially Sustainable
into the Future
Examples of Aging Infrastructure
€F OC-44
Lost 2 of 10 Wei Ss,) U:
Leak Repair
I
4
Sunset Beach Main
Extensions & Replacements "U'k.'"i I/
405 Fwy
Widening
Old AC & Cast Ironx
{ � ., -Water Odor
Pipe Replacement ���►li;i 4fit3„,,, .�<<. Treatment
WMP
ddressesstrij�ctu
What Topics are Covered in the Water Master Plan?
1. City Characteristics 2. Water Demand
and Projected Growth
4. Facilities
& Operation
5. Storage &
Emergency Supply
3. Supply &
Reliability
6. Hydraulic
Modeling
What Topics are Covered in the Water Master Plan? (Con't)
i
t i
7. Capital Improvement
Program
V
A�IIrllUllr�z�
8. Asset
Management
Highlight of Completed WMP Projects Since 1995
Corrosion Control 10 Miles
of Transmission Main M$6.7M
New 3.5 Miles of OC-9
Transmission Main -$7.8M
Overmyer Booster/ Reservoir
Renovation 20 MG -$7.SM
Chlorine Tank Containment
. At Well 6, 7, 9, 10 & 13 -$1M
or Downtown Cast Iron Main
U Replacement 7 Miles-$12.1M
Water Well 12 -$2.5M
New Springdale + Southeast Reservoir
��— Reservoir 9 MG -$7M U Site Acquired 4.5 Acres-$o.4nn
Total Value of $63M
WMP Project Categories & Costs
(7 Existing from 2012 WMP + 37 New from 2016 WMP = 44 Projects/Programs)
Production
14
Corrosion
Control
3
y�-
Main
Replacement
10
.r
Security ,,
{
Distribution
a,
7
Studies
44Projects/Prog rams at a value of $128.2MOver 20 Years
Strategic Planning Goal: Enhance and maintain infrastructure
Immediate Needs
The 2016 Water Master Plan Update
Identifies the Following Projects & Programs as Highest Priority
Production Main ,film Distribution
LIMReplacement
IML
}
Corrosion A
Control
14 Immediate Needs $6.6 Mi For FY 2016/17 CIP
Water Master Plan Fund Balance
$21.5 M
Remaining
$6.6 M --- ; ---- -,
New $28.1 M
Projects (Current)
Total Cost Fund Balance
(as of`10/1/2015)
Recommendation
City Council to Adopt The
2016 Water Master Plan
Millions
Future Water Master Plan Fund Needs
$154.4 M
Projected
Deficit Over
20 Years
$28.1 M
(Current)
.z
If Water Master Plan is Adopted
Staff will return in the future with a Financial Plan to
evaluate several funding scenarios for future
projects identified in the Water Master Plan
Questions?
"' _ .wr
�• `
r
a w.
Y• I
c
1 ra
w,
a,
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Infrastructure Percentages
- Water � _---- --
/J o Buildings
19 /0 25%
Sewer
11%
>rm Drairf�-- '
7 0
r�
i
WATER WELL MAINTENANCE
Are
950'DEEP FOR
SOME HB WELLS
WELL SCREENS
WELL DETAILS
i
PERFORATED CASING/SCREENS
GRAVEL PACK
CCTV INSPECTION
Huh
� •
DOWNHOLE VIEW
s
K
a
A
SIDE VIEW
_w
POORLY MAINTAINED WELL
Clogged
Louvers from
Precipitationr,.
of Minerals
22
CAUSES OF WELL PROBLEMS
• Incrustation From Mineral Deposits
• Physical Plugging of Aquifer By Sediment
• Sand Pumping
• Bio-fouling By the Growth of Microorganisms
• Well Screen or Casing Corrosion
Before and after
REHABILITATION activities
{
3efore _ ,._ ,�