2018 Water Master Plan

D. System Storage

There are three classes of water storage that are needed to allow for proper
operation of a water distribution system: equalization storage, fire storage, and
emergency or reserve storage. Adequate storage enables supply and treatment
facilities to operate at more uniform rates without the need and investment required
to meet extreme peak demand with pumping facilities. The storage requirement of
each pressure zone is dependent on the demands within that particular zone.

The ADH listed in the most recent Sanitary Survey that less than half a day of
useable storage is available under average day demand and less than 9 hours of
useable storage is available during maximum day demand. The survey
recommends additional storage be considered to address the shortage in system
storage.

Equalization storage refers to the storage that can be used during periods of peak
demand and is replenished during periods of low demand. The volume of
equalization storage required for a water distribution system is based on a 24-hour
demand pattern on the maximum day demand.

Fire protection storage refers to the water required to meet fire flow requirements.

The emergency or reserve storage refers to the volume of water to be held in the
reservoir for an emergency such as a facility outage or water line break. Table 13
summarizes the existing storage facilities within the water distribution system.

Figure 24 shows the 250,000-gallon multi-column
elevated Industrial Park Storage Tank.

Figure 24 - 250,000 Gallon Elevated
Industrial Park Storage Tank

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Table 13 - Summary of Existing Water Storage Tanks

STORAGE CALCULATIONS
SUMMARY OF EXISTING STORAGE

Location Type of Diameter Overflow Base Useable Total
Storage (feet) Elevation Elevatio Capacity Capacity
n (feet) (gallons) (gallons)
(feet)
423,792a 1,000,000
Hollywood Avenue Elevated 704.5 569.5
1,551,311 3,000,000
Music Mountain GST 113 710 670 a

Hwy 70/Lake Elevated 687 580 431,572b 500,000
Hamilton
Amityi Standpipe 40.67 714 606 152,560a 1,000,00
Oak Grove Standpipe 34 705
117 876 597 88,286c 700,000
Holly Street GST
120.8 869 851 940,912d 2,000,000
Twins GST
834 4,063,532 6,000,000
e

Whittington Avenue GST 37 868 836.46 29,758d 250,000

Belvedere GST 46 979.72 955.72 298,345f 300,000

Industrial Park Elevated 537 412 250,000g 250,000

Crystal Springs Standpipe 25 1007 895 154,213h 400,000

a - Based upon service to elevation 620' with 30 psi static pressure.

b - Based upon service to elevation 580' with 30 psi static pressure. STORAGE CAPACITY
c - Based upon service to elevation 612' with 30 psi static pressure.

d - Based upon service to elevation 795' with 30 psi static pressure.

e - Based upon service to elevation 776' with 30 psi static pressure. Useable Total
f - Based upon service to elevation 840' with 30 psi static pressure.
(Gallons) (Gallons)

g - Based upon service to elevation 438' with 30 psi static pressure. 8,384,000 14,400,000
h - Based upon service to elevation 896' with 30 psi static pressure.

i - The Amity Rd Tank was taken offline due to its inability to properly fill and draft.

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Total storage is simply the total volume of water that a tank can hold. This total
volume is calculated by the tank dimensions. Useable storage is the volume of
water available for use while still maintaining acceptable water pressures for all
customers in the tank’s pressure zone. Useable storage is calculated by first
establishing the minimum operating level while maintaining a static pressure of 30
psi to all water users in that tank’s pressure zone.

By taking the elevation of the highest water customer in a tank’s pressure zone
and adding 69.3 feet (30 psi) to that critical ground elevation, a minimum drawdown
level of the tank can be established. If the tank level drops below this minimum
drawdown level, the static pressure will drop below 30 psi in the distribution
system. After the minimum level of a tank is calculated, the tank’s volume can be
recalculated using this height of water. This volume is known as the “useable
storage capacity.” Figure 25 illustrates the relationship between useable storage
and total storage.

Figure 25 - Useable Storage Diagram

The data presented in Table 13 indicates that the system has approximately
14,400,000 gallons of total storage in the distribution system. However, only about
8,384,000 gallons, or approximately 59%, is considered useable storage. The
other storage is simply “water holding up water.”

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1. Equalization Storage

Water distribution system pumping facilities are typically sized for the maximum
day demand. Equalization storage is the amount of water required to meet the
difference between peak hour demand and maximum day demand. The required
water storage volume for a distribution system is determined from the hourly
hydrograph. The area under the curve, but above the average hourly demand on
the maximum day, represents the volume required for equalization storage.
Figure 26 shows a typical maximum day demand curve.

180% Peak Hour
160%
Percent of Maximum Day Demand
140%

120% Equalization Max Day Demand
100% Storage

80%

Storage
Replenishment
60%

40%

* This is a typical Maximum Day Demand Curve.
It was not derived from measured field data.
20%

0%
8:00 AM 11:00 AM 2:00 PM 5:00 PM 8:00 PM 11:00 PM 2:00 AM 5:00 AM 8:00 AM

Time

Figure 26 - Typical Maximum Day Demand Curve

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Table 14 shows the equalization storage requirements for the current maximum
day demand up to the 2040 projected maximum day demand.

Table 14 - Equalization Storage Requirements by Pressure Zone

TABLE 14
EQUALIZATION STORAGE REQUIREMENTS BY PRESSURE ZONE

Pressure Zone Required Equalization Storage (Gallons)

Existing 2030 2040

710 2,650,510 3,188,444 3,363,417

869 (Twins) 1,032,385 1,241,888 1,310,805

876 (Holly) 130,397 156,898 165,548

537 (Ind. Park) 104,251 125,456 132,389

980 (Belvedere) 15,891 19,138 20,198

1007 (Crystal Springs) 77,971 93,920 98,959

1Current - Maximum Day Demand = 23.08 MGD

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2. Fire Protection Storage

Fire Protection Storage refers to the volume of water required to meet fire flow
requirements. Typically, minimum fire protection storage is allocated based on the
largest fire demand anticipated within the pressure zone. The required rate of flow
must be able to be sustained for a specific duration; the rate and duration yield the
volume required. It is recommended that City of Hot Springs provide a uniform
available fire flow storage in each zone since the residential demand is most of the
water used in each pressure zone. The volume of fire storage available should be
equal to a 3500-gallon per minute (GPM) flow with a duration of 2 hours, or 420,000
gallons. For master planning purposes, a general assumption regarding fire
protection storage is that only one fire occurs in the system at a time.

Table 15 - Fire Protection Storage Requirements by Pressure Zone

TABLE 15
FIRE PROTECTION STORAGE REQUIREMENTS BY PRESSURE ZONE

Required Fire Storage* (Gallons)

Pressure Zone Fire Flow Duration Volume
710 Demand (Hours) 420,000

(GPM) 2

3,500

869 (Twins) 3,500 2 420,000

876 (Holly) 3,500 2 420,000

537 (Ind. Park) 3,500 2 420,000

980 (Belvedere) 3,500 2 420,000

1007 (Crystal Springs) 1,000 3 180,000

* Equal to Fire Flow Demand x the Duration of Fire

The fire storage requirements for the Crystal Springs Zone were reduced because
of the rural location of this zone. A more realistic fire flow demand of 1,000 gallon
per minute was used for storage calculations in this zone since that is likely the
maximum available flow that most of the water users in the Crystal Springs system
will experience.

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3. Emergency Storage

In addition to equalization and fire protection storage, emergency storage should
be available to provide a supply of water in the case of a power outage or other
prolonged interruption of service. It is recommended that the City provide a
minimum amount of storage of at least a six-hour emergency storage reserve
during maximum day demand conditions for prolonged interruptions of service
such as power outages, pump failures, or main breaks. Table 16 shows the
emergency storage requirements for the water distribution system.

Table 16 - Emergency Storage Requirements by Pressure Zone

TABLE 16
EMERGENCY STORAGE REQUIREMENTS BY PRESSURE ZONE

Required Emergency Storage (Gallons)

Pressure Zone

Current 2030 2040

710 3,813,684 4,587,689 4,839,449
1,786,889 1,886,051
869 (Twins) 1,485,446 225,752 238,199
180,513 190,488
876 (Holly) 187,622
27,537 29,061
537 (Ind. Park) 150,001 135,137 142,387

980 (Belvedere) 22,865

1007 (Crystal Springs) 112,188

Current - Maximum Day Demand = 23.08 MGD

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4. Total Storage

Table 17 shows the total storage requirements for the water distribution system,
combining equalization storage (Table 14), fire storage (Table 15) and emergency
storage (Table 16).

Table 17 - Total Storage Requirements by Pressure Zone

TABLE 17
TOTAL STORAGE REQUIREMENTS BY PRESSURE ZONE

Pressure Zone Required Storage (gallons)

Current 2030 2040

710 7,094,194 8,196,133 8,622,866
3,448,777 3,616,856
869 (Twins) 2,937,832 802,650 823,747
725,969 742,876
876 (Holly) 738,019 466,675 469,259
409,057 421,346
537(Ind. Park) 674,251

980 (Belvedere) 458,757

1007 (Crystal Springs) 370,159

Current - Maximum Day Demand = 23.08 MGD

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5. Storage Evaluation

Table 18 shows the additional recommended storage requirement for all Pressure
Zones in the water distribution system under the historical maximum day demand.

Table 18 - Storage Eval. for Pressure Zones under Existing Max Day Demand

TABLE 18
STORAGE EVALUATION
MAXIMUM DAY DEMAND = 23.08 MGD

Pressure Total Storage Total Useable Storage Deficit (Excess)
Zone Required Available (gallons)
(gallons) (gallons)

(taken from Table 17) (taken from Table 13)

710 7,094,194 2,647,521 4,446,673
869 (Twins) 2,937,832 4,063,532 (1,125,700)
876 (Holly) 738,019 970,670 (232,651)
537(Ind. Park) 674,251 250,000
980(Belvedere) 458,757 298,345 424,251
1007 (Crystal 160,412
370,159 154,213
Springs) 215,946

Table 18 indicates that although additional storage is needed in every zone
excluding the Twins and Holly Street, over 4.4 million gallons of additional storage
is currently needed in the Ouachita System (705 Pressure Zone) and over 400,000
gallons is needed in the Industrial Park System (537’ Pressure Zone).

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Table 19 shows the additional recommended storage requirements for all pressure
zones under the 2030 maximum day demand conditions in the water distribution
system.

Table 19 - Storage Eval. for Pressure Zones under 2030 Max Day Demand

TABLE 19
STORAGE EVALUATION
2030 MAXIMUM DAY DEMAND = 27.76 MGD

Total Storage Total Useable Storage
Required (gallons)
Pressure Available (gallons) Deficit (Excess)
Zone (taken from Table 17)
(taken from Table 13) (gallons)

710 8,196,133 2,647,521 5,548,612
869 (Twins) 3,448,777 4,063,532 (614,755)
876 (Holly) 802,650 970,670 (168,020)
537 (Ind. Park) 725,969 250,000 475,969
980(Belvedere) 466,675 298,345 168,331
1007(Crystal
409,057 154,213 254,844
Springs)

Table 19 indicates that about 5.5 million gallons of additional storage is needed in
the Ouachita System and over 475,000 gallons of additional storage is needed in
the Industrial Park System.

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Table 20 shows the additional recommended storage requirements for all pressure
zones under the projected 2040 maximum day demand in the water distribution
system.

Table 20 - Storage Eval. for Pressure Zones under 2040 Max Day Demand

TABLE 20
STORAGE EVALUATION
2040 MAXIMUM DAY DEMAND = 29.30 MGD

Total Storage Total Useable Storage

Pressure Required (gallons) Available (gallons) Deficit (Excess)
Zone (gallons)
(taken from Table 17) (taken from Table 13)

710 8,622,866 2,647,521 5,975,345
869 (Twins) 3,616,856 4,063,532 (446,676)
876 (Holly) 823,747 970,670 (146,923)
537(Ind. Park) 742,876 250,000 492,876
980(Belvedere) 469,259 298,345 170,914
1007 (Crystal
421,346 154,213 267,133
Springs)

Table 20 indicates that about 6.0 million gallons of additional storage is needed in
the Ouachita System, 490,000 gallons needed in the Industrial Park System and
over 267,000 gallons needed in the Crystal Springs System. The storage deficit in
the Belvedere System is about 170,000 gallons. Table 20 shows that the Twins
System as well as the Holly Street System do not require any additional storage to
meet the recommended requirements for equalization, fire, and emergency
storage under the future 2040 maximum day demand projections.

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Recommended Improvements

• A 3,000,000-gallon composite elevated storage tank is planned for
construction near the Central Avenue and Martin Luther King Expressway
area. This tank construction will begin by 2018. The Ouachita System will
still be in a storage deficit with the addition of this new 3,000,000-gallon
storage tank. Storage calculations shown in Table 18 for the 2013 maximum
day demand indicate the need for an additional 1.5 million gallons of
storage.

• A second preliminary tank site for additional storage has been selected next
to the Highway 70 West tank, but because of the lower overflow elevation,
the existing Highway 70 West tank needs to be abandoned prior to
completing construction.

• In 2016, all of the concrete storage tanks throughout the distribution system
were cleaned and inspected. An updated inspection report is required by
the ADH every 5 years to ensure the storage tanks remain in good standing
condition. It is recommended that the remaining storage tanks also be
cleaned and inspected.

E. Pressure Reducing Valves

There are eight major active pressure reducing valves (PRV’s) located across the
City distribution system. The purpose of these
pressure relief valves is to help equalize water
pressure across the system in accordance
with ground elevation. PRV’s allow the
distribution system to stay connected, while
also establishing boundaries to keep the
different pressure zones separate.

A picture of the Crystal Hill Flow Control Valve
(FCV) is shown in Figure 27. This valve is
solenoid controlled via SCADA and set to
operate off the water level in the Oak Grove
Standpipe. The Crystal Hill FCV also has a
pressure reducing function as well as a
pressure reducing valve in the bypass line. Figure 27 - Flow Control Valve with
The PRV on the bypass line allows for water Pressure Reducing Feature
to continuously move through this vault when the FCV is closed.

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The Mountain Pine South PRV also allows water to continuously move towards
the Oak Grove Standpipe. Feedback from Utilities Department staff indicates that
this PRV’s pressure setting is too high. Fully opening the valve downstream of this
PRV causes the Oak Grove Tank to overflow.

The Lowery, Keuka, and Pleasant Valley PRVs all feed the Ouachita System from
the Twins System.

Table 21 shows the active PRVs and FCVs that are 6-inches in diameter or larger
within the distribution system and their current pressure settings.

Table 21 - Summary of Active PRVs

ACTIVE VALVE DATA

Type Description Location Elevation Overflow Downstream Recommende
(Ft) Elevation Setting d Setting

(Ft) (psi) (psi)

FCV/PRV Crystal Hill Crystal Hill & 443.56 705 110 113
PRV FCV Treasure Isle 434.40 705 137
PRV 424.00 N/A 125 58
Mtn Pine Mtn Pine Rd. 492.75 705 100 43
FCV/PRV South South of Macy 549.30 705 70 71
PRV 584.82 705 48 *
PRV Mtn Pine Mtn Pine Rd. 519.92 705 62
PRV North South of Frona
387.10 537 64.89
PRV Hollywood Hollywood Ave. &
FCV Bayard Street

Pleasant Pleasant Valley &
Valley St Cones Road

Lowery Lowery St. &
Street Malvern Avenue

Keuka Keuka Street off
Golf Links
Industrial
Park TRG recycling
entrance @

Malvern Avenue

Recommended Improvements

• It is recommended to relocate the PRV under Malvern Avenue. The Lowery
PRV is located in the west outside lane of Malvern Avenue just south of the

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Lowery Street intersection. The location of this valve being under a highway
means access for maintenance is limited. If the City needs to inspect this
valve, a permit has to be obtained from the Arkansas Department of
Transportation (ARDOT) to uncover the vault and valve.
• It is also recommended that the Pleasant Valley and Keuka PRV’s be
rehabilitated. During October of 2016, the City’s Utilities Department
reported that the valves could not be adjusted to a low enough setting to
stop water from passing through them. With the upgrade of the Hollywood
PRV to a FCV, the Lowery, Pleasant Valley, and Keuka PRV’s were
intended to be closed to assist in the isolation of the pressure zones. The
recommended settings listed in Table 21 are established to allow the PRVs
to remain closed unless system pressure drops below the pressure setting
of the valve. For example, if the Hollywood Avenue Tank were to draft below
15 feet, the Keuka, Pleasant Valley and Lowery PRV’s would all open to
meet the required downstream demand and replenish the tank.
• The pressure setting of the Mountain Pine South PRV should be reduced.
This will allow the downstream valve that is currently being throttled to be
fully opened without overflowing the Oak Grove Standpipe. Prior to
calibrating the pressure setting of this valve the overflow level of the Oak
Grove Tank should be confirmed.
• As previously mentioned, through observing tank trends of the Industrial
Park Tank, it is apparent the downstream pressure setting of this PRV is set
to high. It is recommended that this PRV be retrofitted into a solenoid-
controlled valve capable of operating through the City’s SCADA system
based on the water level in the Industrial Park Tank.

F. Water Meters

City has approximately 36,000 individual water meters in its water distribution
system. The City’s meter reading system is a Sensus® Advanced Metering
Infrastructure (AMI) system that allows a meter reading to be taken from every
meter. The meter reading is transmitted from the meter endpoint to one of the
many base stations located throughout the distribution system. Typically these
base stations are located at the base of water storage tanks. Up to thirteen months
of meter usage data is recorded and stored on Sensus’s database through cloud
based billing software.

G. Fire Hydrants

The City of Hot Springs has over 3,500 fire hydrants in service. Many of these
hydrants have been in service for decades. The hydrants’ age, by and large, will

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be the same age as the subdivison the hydrant was installed in. The City should
ensure that all fire hydrants are accessible and fully functioning to safeguard the
public. Replacement and repair parts for the older fire hydrants are becoming hard
to find or not available.

Although the Fire Department flushes each hydrant within the city limits two times
per year, a permanent annual replacement program which replaces old cast iron
hydrants and valves with new, more advanced fire hydrants is recommended to
slowly, methodically upgrade the system. These new fire hydrants will provide
emergency services personnel with increased water pressure and flow rates to
fight a fire.

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VII. Hydraulic Analysis

A. General

Hydraulic analyses of the City’s water distribution system under present conditions
as well as a number of possible future conditions were performed. Each analysis
utilizes information such as pipe size, pipe length, roughness coefficient, ground
elevation and water demand in order to accurately model the characteristics of the
water system. The goal of the analysis is to identify possible system improvements
such as additional pipeline, additional storage, and additional pumping capacity
that will provide sufficient water volume and pressure for anticipated system
demands.

The hydraulic analysis of the City’s water distribution system was created using
INFOWATERTM, a graphical water distribution modeling software package.
INFOWATER is database-driven, Windows-based water distribution analysis
software that provides a complete graphical user interface while running within the
ArcMap for Windows environment. After a simulation, the program generates
detailed user-defined output reports, graphics (e.g., color–coded network maps,
contour lines), and customized tabular reports as needed.

The INFOWATER software is based upon a numbering system of pipes, pipe
junctions, valves, pumps, and water storage tanks. Detailed characteristics of the
system are required by the program in order to accurately recreate the operation
of the system. Pipe information (diameter, roughness coefficient), junction
information (demands, ground elevation), pump characteristics (pump curves),
and water storage tank data (elevation, dimensions) are all needed inputs into the
model.

Information concerning City’s existing pipe network, water storage, and pumping
facilities was obtained from site visits, record drawings, atlas maps, GOOGLE
Earth, construction maps, City GIS files, and City Utilities Department employees.
This information included pipe relationships, pipe material, pipe length, and pipe
diameters. Demands within the system were estimated using past water
consumption records and projections of future demands. Water demand
information was supplied from Sensus, the automatic meter reading manufacturer,
and the City billing department.

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B. Demand Allocation

The City of Hot Springs Utilities Department supplied the finished water production
records from which the historical maximum day demand was established at 23
MGD. The City of Hot Springs Billing Department supplied detailed customer
account list for the water customers that included account numbers, meter
descriptions, and individual MXU numbers for each meter. Utilizing the two sources
of data to request from Sensus, the specific meter demands from the most recent
maximum day available allowed a demand database to be compiled.

The water usage data included residential, commercial, irrigation, industrial, and
wholesale customers. The raw data supplied by Sensus over the three-day period
included several “no read” meters for each day. “No read” meters are meters that
did not have a consumption value on one or more days obtained from the sample
period. Out of the 35,450 total meters, 4,644 meters did not record any
consumption data over the sample period. Although each meter is programmed to
report a reading every 4 hours, it is not uncommon for a meter to go several days
before a reading is recorded. This can be caused by a wide variety of outside
interferences like a car being parked over the meter endpoint.

In order to minimize the gaps present in the raw data, the maximum reading for
each meter over the sample period was used to develop the demand allocation.
For example, if a meter read a consumption value on one day out of the three-day
sample period, the maximum consumption value recorded for that meter was used.

To account for the demand missing from the 3,090 residential, 453 commercial,
and 1,090 irrigation no read meters, a total demand was estimated for each
customer class. The difference between the total estimated demand and the
recorded demand was then distributed evenly between all the “no read” meters for
that customer class.

Additional assumptions that were made included assigning a demand to the 1,790
meters located in the Royal system that are not part of the Sensus AMR
infrastructure. The demand for the Royal meters was estimated by a combination
of multiplying the number of meters by the estimated average usage per meter
times a peaking factor of 1.5 and from observing pump run times from the Royal
pump station. The average volume drafted from the Crystal Springs tank was also
taken into account for developing the demand set. Data was gathered from City
for the wholesale and industrial meters.

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A breakdown of the modified data is included in Figure 28 and Table 22.

MODIFIED MAXIMUM DAY DEMAND
BY CUSTOMER CLASS

0.4 1.5 20 36 Residential
Commercial
27 Irrigation
15 Industrial
Wholesale
Unaccounted

Figure 28 - Modified Maximum Day Demand Allocation

Table 22 - Modified Maximum Day Demand

2012 Modified Maximum Day Demand % of Total
(Gallons) 100%

Produced 23,080,000

Residential 8,344,647 36%

Commercial 3,478,666 15%

Sprinkler 6,198,772 26.8%

Industrial 80,911 0%

Wholesale 355,003 1.5%

Unaccounted 4,629,227 20%

* Values have been adjusted by averaging the total per meter and distributing the
calculated average to all ”no read” meters for each customer class.

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After the merger of data was completed and analyzed, the maximum day demand
data specific to each meter was geolocated into the hydraulic model. The meter
locations are shown in Figure 29. The purple points represent residential meters.
The orange points represent commercial meters and the green points represent
irrigation meters.

Figure 29 - Residential, Sprinkler, Commercial and Industrial Meters Mapped

Hydraulic analyses of the water system included computer scenarios for the water
system demand in Current; a future demand set based off the projected water
demands for the year 2030 that increases the water usage by 1.06 MGD over the
current maximum day, and an additional future demand set based off the projected
water demand for the year 2040 that increases the water usage by 2.4 MGD over
the current maximum day.

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Demand conditions for each scenario included maximum day and peak hour. The
typical residential demand curve (see Figure 30) was applied to the maximum day
demands to simulate peak hour conditions. This models the “worst case” scenario
for the water distribution system.

Residential Demand Pattern 180%
160%
Peak hour 140%
120%
8:00 AM 100%
10:00 AM 80%
12:00 PM 60%
40%
2:00 PM 20%
4:00 PM 0%
6:00 PM
8:00 PM
10:00 PM
12:00 AM
2:00 AM
4:00 AM
6:00 AM

Percent of Maximum Day Demand

Figure 30 - Residential Demand Pattern

Commercial water demand was added to the model using an intermittent 10-hour
demand pattern. The commercial water demand pattern simulates water usage
throughout the business day as shown in Figure 31.

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Commercial Demand Pattern

8:00 AM 180%
9:00 AM 160%
10:00 AM 140%
11:00 AM 120%
12:00 PM 100%
1:00 PM 80%
2:00 PM 60%
3:00 PM 40%
4:00 PM 20%
5:00 PM 0%
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM

Percent of Maximum Day Demand

Figure 31 - Commercial Demand Pattern

An eight-hour per day irrigation pattern was developed and assigned to the
demand associated with each sprinkler meter and an eighteen-hour per day
industrial demand pattern was also utilized to model water from industrial meter
accounts. The irrigation pattern includes four hours in the morning (4 am - 8 am)
and four hours in the evening (6 pm – 10 pm), while the industrial pattern includes
eighteen continuous hours from 4 am to 9 pm.

To accurately mimic water usage the water demand from the two wholesale
customers was assigned to the typical residential pattern. Since there is no pump
station or flow control valve at either of these master meter locations, the demand
is most accurately modeled as a large residential customer.

C. Design Criteria

An important factor within a water distribution system is service pressure. Service
pressures within a distribution system in the range of 40 pounds per square inch
(psi) to 80 psi are considered ideal. Pressures above 100 psi are not desirable
because of the limitations of most common household appliances. The maximum
pressure occurs when the system consumption is the lowest. Service pressures
below 40 psi are undesirable, although occasional drops in isolated areas to as
low as 20 psi (Arkansas Department of Health) can be tolerated. The proper use
of pressure zones can help alleviate pressure problems.

Pressure fluctuation is the difference in pressure between maximum-hour and
minimum-hour conditions at any location in the system. Large pressure fluctuations
should be avoided to provide good service to the customers within the system.

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Fluctuations of 20-30 psi are considered acceptable. Head losses in distribution
mains in the range of 2 to 5 feet per 1,000 feet of pipe are generally accepted. The
maximum allowable pipe velocity is most commonly 5 feet per second.

Fire flow simulations are made throughout the system to determine fire flow
capabilities. Fire flow requirements are defined for different parts of the distribution
system, such as 1,000 GPM for rural areas of the service area and 3,500 GPM for
commercial or industrial areas of the City, such as the Industrial Park System. The
computer model will simulate a fire at any user defined time of the simulation. For
the purposes of this study, each fire flow was simulated at 100% of maximum day
demand.

The above stated design criteria are used to determine the weaknesses in the
current system and the improvements needed to correct them. Multiple options
are simulated before a preferred option is chosen.

D. Existing System Simulation

A 24-hour simulation based upon 2012 average day and maximum day demand
conditions was made to determine deficiencies within the existing system. The
simulation was based on a maximum day demand of 23.00 MGD or 15,972 GPM
as discussed in Section II and shown in Table 1. The 2012 maximum day demand
curve from the model is shown in Figure 32.

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Demand (gpm) 30,000 2012 Maximum Day Demand
25,000
20,000 Peak Hour = 26,286 gpm
15,000
10,000 Max Day = 15,972 gpm

5,000
0

8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM

Figure 32 - 2012 Maximum Day Demand Curve = 23.00 MGD

The results of the model showed that there were a number of deficiencies within
the system.

The 24-inch water transmission line along the bypass from Music Mountain to
Airport Road is stressed with a high flow resulting in high velocities. The high
velocities continue down the 12-inch transmission line along Highway 70 West
(Airport Road). The head loss experienced in the 12-inch line along Highway 70
west causes extremely low water levels in the tank during periods of high water
demand.

High velocities also occur in the 12-inch water line that serves the Hollywood
Avenue Tank from the Twins System. The section of 12-inch line located on
Central Avenue from Maurice Street to Laser Street and the 12-inch line running
along Trivista Street continuing along Hollywood Avenue ending at the tank fill line.
These high velocities are occurring when the Hollywood valve is opened to fill the
Hollywood Tank. The recent modifications to the Hollywood valve changed the
pathway water travels to enter the Hollywood Tank. Since the retrofit of the valve
on Hollywood Avenue the majority of the water that supplies the Tank now passes
through this 12-inch line.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 64

From this entry point into the Ouachita System, the high velocity continues along
the 12-inch water line running south along Shady Grove Road and Country Club
Drive and eventually disperses into the 8-inch water main on Malvern Avenue.
The section of 8-inch line on Malvern Avenue from Hollywood Avenue to Country
Club Drive is affected by high velocities coming from the Hollywood Valve. These
high velocities occur as a result of the large water demand on the downstream side
of the Hollywood Valve and Tank. Under the current piping configuration, a large
majority of the Industrial Park System demand and demand along Highway 270
east is supplied entirely through this connection. Extending the 20-inch
transmission main along the MLK Bypass to the 12-inch on Malvern Avenue would
reduce the amount of water that is delivered into the 710 pressure zone through
the Hollywood valve.

Another “bottleneck” identified is the section of 12-inch water main along
Whittington Avenue between Pine Street and Cedar Street. The upstream and
downstream of this 12-inch line is connected to a 16-inch water main. This is the
only bottleneck in the 16-inch line that runs from Central Avenue and Spring Street
to the Holly Street Tank. This bottleneck is not currently a problem, but in the event
of large water demands being added to the downtown area or further growth
occurring in the Belvedere System it should be looked at upsizing as additional
capacity could be needed to the Pine Street pump station.

The 20-inch water transmission line along Wood Street is subject to high velocities
from beginning to end. This water transmission line starts at the Twin Tanks fill line
and continues along Wood Street and Garland Avenue before it terminates at
Grand Avenue. This is the main transmission line delivering water from the Twin
Tanks to Grand Avenue and Albert Pike. Once water reaches the end of this line,
it is then transported through a series of water mains and distribution grid from
Grand Avenue to Central Avenue to Malvern Avenue and all areas east of Summer
Street in the Twins System.

Several other high velocity lines were identified along Hobson Avenue from Mason
Street to Pearl Street. These lines are 8” or smaller and predominately are the only
lines connecting the area northwest of Albert Pike Road to the 24” transmission
line that fills the Twins Tanks from Music Mountain pump station.

Figure 33 shows the lines experiencing a velocity of 5 feet per second or greater
in red under the historical maximum day demand.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 65

Figure 33 - Existing System - High Velocity Lines

In addition, other various gaps in the distribution system were identified. These
represent situations where the hydraulics could be improved with the installation
of a short pipe connection. One such location is located on Kay Street and involves
crossing Hot Springs Creek. This is an approximate 900-foot gap between the 8-
inch on Kay Street to the 8-inch line on Shady Grove Road. This connection would
improve water transmission in the area and increase the available flow to some
hydrants significantly. Another short connection is located on Twin Points Drive
from Forest Lakes Boulevard east to the power Line easement. This is an
approximate 600-foot gap between the 8-inch water main on Forest Lakes
Boulevard and the 8-inch water line on Twin Points Drive.

High pressures are common in several parts of the system within the city limits,
low lying areas around lakes and east of town along Malvern Avenue, Grand
Avenue, and Spring Street. These areas are subject to pressure greater than 120
psi. Figure 34 shows the areas in the system that experience pressures of 120 psi
and greater.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 66

Figure 34 - City High Pressure Areas

Without creating new smaller pressure zones by either installing several pressure
reducing valves or constructing new smaller water storage tanks with lower
elevations, the majority of the high pressures throughout the system will remain.

The current operation of pumping facilities in the system allows most tanks in the
Ouachita, Twins, and Holly Street Zones to draft only a few feet. This method of
over pumping to keep the tanks full is one indication that more storage is needed.
Over pumping also causes higher pressures to be maintained throughout the
distribution system. Out of the thirteen water storage facilities, none have tank
mixing systems. It is recommended that every tank have a mixing system installed.
The small amount of drawdown caused from the operation of the system could
create poor water quality in the top of each tank.

The results of the analysis of the existing system also indicate a storage deficit in
the Ouachita System. This storage deficit observed in the modeling is supported
by the storage calculations shown in Table 18. Once more storage is added to the
system, it is also recommended that there be a change in pump operations to allow
more drafting to occur in the tanks that are currently only drafting a few feet.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 67

E. Fire Flow Scenarios

Under 2013 maximum day demand conditions, an additional fire flow demand was
applied at every junction that had a 6-inch or larger diameter pipe connected to it.
This added fire flow demand simulates the water usage during the event of a fire.
Fire flow simulations are typically used to pinpoint areas within a system that are
subject to low volumes of available flow during a fire event.

After reviewing the results of the available flow at each junction during a fire, the
areas with poor available flows were identified. These areas were examined and
compared with the low flow hydrants that had been previously identified by the Fire
Department to confirm model accuracy and discover where loops could be added
to improve the available flow.

Insurance Services Office (ISO) Commercial Risk Services, Inc. rates cities on
their ability to provide fire protection services. Included in the rating process are
the fire department’s capabilities and the capability of the water system to deliver
prescribed quantities of water to specific locations over a specific length of time.
The current ISO rating criteria recommends the maximum needed fire flow cities
should provide is 3,500 GPM for a duration of three hours.

The following areas were identified as not meeting the ISO requirements for the
City’s ISO 2 rating. The locations identified contain fire flows of 750 GPM or less.
Several locations in the Holly Street System including Walnut Street, Ozark Street,
and continuing west along Whittington Avenue have low fire flows, as well as along
Arbor Street and Pullman Avenue, both of which are east of Whittington Avenue.
These areas are some of the oldest parts of town and likely contain water lines
that have decreased capacity from their many years of service.

Although it is common for some areas of the Twins System to experience high
pressure, poor fire flows are still occurring from either undersized lines that are
over capacity or the lines not being adequately looped. Poor fire flows were
observed along Wood Street, Westover Street, and Ward Street. Another location
with poor fire flows is on East Grand Avenue at Gorge Road. The identified low
flow areas are marked with a fire hydrant as shown in Figure 35.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 68

Figure 35 - Low Fire Flow Locations

After identifying potential loop improvements, the improvements were added into
the hydraulic model. The fire flow simulations were then re-run individually and the
results compared. The larger the increase in available flow to an area, the more
beneficial the improvement was considered to be. This methodology was used to
determine and prioritize the distribution system improvement list.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 69

F. Water Age Simulation

Some areas in the distribution system experience old water, as old as the
simulation period. Although highly variable, the American Water Works
Association (AWWA) indicates an average distribution retention time of 1.3 days
and a maximum retention time of 3 days based on a survey of more than 800
utilities. Any duration greater than 3 days is considered “old”.

As previously mentioned in the Water Supply Study and also previously mentioned
in this report, there are areas in the existing distribution system subject to high
water age. The City has to intermittently flush these problem areas to eliminate
excessive water age. Water age is a factor contributing to water quality
deterioration within the distribution system. High water age is a main component
in the formation of disinfection by-products (DBPs), decreased corrosion control
effectiveness, nitrification, and microbial growth/regrowth. Water age is primarily
controlled by system design and system demands. Thus, water age can vary
significantly within a given system.

Water age simulations were run under average day demand conditions for both
the existing system and future system with an added 15 MGD water treatment
plant located in the vicinity of Amity Road south of Lake Hamilton. The future
system scenario also included a new water storage tank located in close proximity
to Central Avenue, and related line work. Average day demand conditions were
used in evaluating the water age simulations since lower water usage results in
longer retention times. Problem points are likely to occur at the end of long dead-
end mains.

The 6-inch line on Malvern Avenue past Industrial Park Drive is one example. This
dead-end line is located at the very east end of the Ouachita System and is one
location that has seen increased DBPs. The 8-inch line serving Lake Catherine
State Park and Riviera Utilities along Highway 171 is another example of a long
dead-end line subject to high water age.

In the future scenario, with an added 15 MGD WTP, 3 MG water storage tank and
related line work, a decrease in water age of up to 5 days (120 hours) was indicated
in some areas.

Adding tank mixing systems to all of the water storage tanks in the system is one
way to combat high water age. In addition to tank mixing systems, the location of
the future water treatment plant and other future improvements, will help to reduce
water age.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 70

G. Future Demand Scenarios

Two 24-hour simulations based upon the 2030 and 2040 projected max day
demand conditions as shown in Table 1 were created by scaling up the existing
maximum day demand of 23.0 MGD. The demand was increased by 1/3 inside the
city limits and increased by 2/3 outside of the city limits. These future demand
conditions have maximum day demands of 24.14 MGD, and 25.48 MGD,
respectively.

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VIII. Recommended Improvements

Various water system improvements are recommended in this Water System
Master Plan. The improvements are categorized as either Supply and Treatment
Improvements or Distribution System Improvements.

A. Storage Tank Projects

It is recommended to install tank mixing systems in all water storage facilities at
the time of the next tank maintenance. As previously mentioned, an important
component to TTHM formation is water age. Tanks with single inlet/outlet piping
configurations do not provide adequate mixing inside the tank. In this scenario,
the water in the top portion of the tank can
become stagnant and of poor water quality.
Most of the existing water storage tanks in the
system have single inlet/outlet pipes.

A mixing system piping configuration will allow
for proper, automatic, mixing of the water
throughout the tank which will decrease water
age and improve water quality.

Some of the tanks are in need of tank repainting

sooner than others. When each tank is

scheduled for painting, the tank mixing system

could be installed as a part of that contract while

the tanks are out of service. In addition, several

other deficiencies were identified as listed in the

Sanitary Survey attached in the Appendix. Figure 36 - Tank Mixing System
Many tanks such as Hollywood, Highway 70,

Oak Grove, Crystal Springs, and Industrial Park

will require overflow modifications and other site-specific improvements to meet

the AWWA & 10 State Requirements for storage tanks. The Music Mountain and

Twins tanks are in need of Saf-T Climbing systems.

As previously mentioned, additional water storage is needed in the Ouachita
System.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 72

It is recommended to construct a 3,000,000-gallon composite elevated water
storage tank in the Ouachita System. A tank site has been chosen located
southwest and adjacent to the Cornerstone Shopping Center on Central Avenue.
Design and bidding efforts are complete and construction is set to begin Summer
2018.

The proposed tank will be constructed to the same
overflow elevation as the Music Mountain storage
tank in the Ouachita System (710’). The proposed
tank will be equipped with an altitude valve
assembly to allow the tank to fill without overflowing.
The tank site was chosen based on its high ground
elevation, its close proximity to major water
transmission lines, its close proximity to major water
demands within the water distribution system, and Figure 37 - Rendering 3 MG Tank
land availability.

According to Table 18, the Ouachita System will still be in a storage deficit upon
completion of the tank located in the vicinity of Central Avenue.

It is recommended to construct a 2,000,000-gallon elevated water storage tank
also in the Ouachita System. A preliminary tank site has been chosen in close
proximity to the existing Highway 70 tank. A final tank site will be chosen during
design. The proposed tank should be constructed to the same overflow elevation
as the existing Music Mountain Tank (710’). Prior to completing construction, the
existing Highway 70 tank will need to be abandoned before the new tank is placed
in service.

The proposed tank should be equipped with a tank mixing system and an altitude
valve assembly to allow the tank to fill without overflowing. The preliminary tank
site was chosen based on its high ground elevation, its close proximity to major
water demands along Highway 70 west in the Ouachita System.

To address the storage deficit in the Industrial Park System, it is recommended to
construct a 500,000-gallon elevated storage tank. This tank will be constructed to
the same overflow elevation as the existing Industrial Park Tank (537’).

The preliminary tank site is located near the existing Industrial Park Tank. A final
tank site can be chosen during design. The preliminary site was chosen based on
its high ground elevation, and its close proximity to large water mains in the
Industrial Park System.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 73

As an option, the City may elect to construct larger tanks than recommended to
allow for consolidation of storage and remove smaller tanks from service.

B. Water Line Improvement Projects

Several line improvements will be required to meet the City’s future water demand
needs and address the existing system deficiencies identified in the hydraulic
analysis section of the report. Several deficiencies will be remedied upon
completion of a new water treatment plant by allowing water to be pumped into the
distribution system from south of Lake Hamilton. The water mains along Highway
70, Central Avenue, and Carpenter Dam will be fed from both directions from the
Ouachita Plant (north) and the new plant (south). As a result, the high velocities
experienced in the 24” transmission main along the Bypass from Music Mountain
to Airport Road and the 12” main along Highway 70 west from the Bypass to the
Highway 70 Tank will be eliminated. For this reason, it is not recommended to
construct any parallel lines along the Bypass or Airport Road.

According to recorded flow data of the Hollywood FCV from SCADA,
approximately 1,000,000 gallons flows through this valve during average day
demand conditions. This is the average volume of water being double pumped
through the Music Mountain Pump Station only to be released back into the
Ouachita System.

A present worth analysis was performed to determine the potential energy savings
that could be had from eliminating the flow through this valve. Assuming an
average pumping rate of 6.8 MGD at the MMPS, and an energy cost of $0.10 per
kilowatt hour the annual pumping cost is $57,300 per year for the volume being
double pumped. Using the current escalation rate of 3 percent per year for energy
cost used by the U.S. Department of Energy and a term of 25 years, the future
value of these energy savings is $2,089,137. An estimated financing rate of 3.6
percent and financing term of 25 years was used to calculate a present worth of
$862,918 in energy savings.

Currently, the Hollywood Tank can only be filled by allowing water from the Twins
System to re-enter the Ouachita System through the Hollywood FCV. In order to
stop the flow through the Hollywood FCV, the system hydraulics has to be
strengthened between the Hollywood Tank and the water transmission main along
the Bypass. This will allow the Hollywood Tank to be filled by the Ouachita System
and end the tanks dependence on being filled by the Twins System. This will also
eliminate the high velocities experienced in the 8” and 12” water lines around the
Hollywood Tank that occur when the Hollywood FCV is open.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 74

To strengthen this hydraulic connection, additional water mains are needed to
better connect the Hollywood Tank to the 20” transmission main along the Bypass.
It is recommended to construct a water main from the 12” on Television Hill Road
to the 12” on Country Club Drive at Shady Grove Road. This improvement involves
approximately 11,160 linear feet of 12-inch water main and a boring across Hot
Springs Creek.

Figure 38 - Proposed 12" Water Main Television Hill Road to Country Club Drive 75
City of Hot Springs – Water System Master Plan | Crist Engineers, Inc.

It is also recommended to construct a 24-inch transmission main from the 20-inch
transmission main ending at the Valero on Carpenter Dam Road and continuing
along the Bypass to the 12-inch water main on Malvern Avenue. The installation
of approximately 11,436 feet of 24-inch line will be required to complete this
improvement as well as a bore across Carpenter Dam Road / Highway 128. This
will complete a large loop for system reinforcement, aid in fire flows to several
residential and commercial areas, and add the necessary capacity to serve the
expanding area east of the City in the Ouachita System.

Figure 39 – Proposed 24" Water Main Carpenter Dam Road to Malvern Avenue

Another such reinforcing connection involves about 2,667 linear feet of 12-inch
water line along Carpenter Dam Road. This will connect the 24-inch water
transmission line known as the Bypass extension with the existing 8-inch water
line along Malvern Avenue. This section of Carpenter Dam Road is planned to be
widened in the near future. This improvement could be implemented
simultaneously with the road widening.

Reinforcing the east side of the Ouachita System will also allow the Keuka,
Pleasant Valley, and Lowery PRV’s to be closed in order to completely isolate the
two Pressure Systems during normal operation. The Hollywood FCV will remain in
place as a backup means to fill the Hollywood Tank. In the event of a fire or high
demands occurring in the vicinity of the Hollywood Tank or downstream of the tank
the Hollywood FCV will open to help supply water to the tank, if necessary.

The Pleasant Valley PRV is another entry point for water to flow from the Twins
System into the Ouachita System. Additional reinforcement loops are needed in
the area of Cones Road, Pleasant Valley Road, and Ridgeway since these areas
are all currently being fed predominately through the 8” Pleasant Valley PRV. It is
recommended to construct an 8-inch water line connecting a 2,300-foot gap on
Ridgway Street from the dead end 6” line at Highland Park Street to the 8” line on
Pleasant Valley Street.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 76

This connection will provide much needed redundancy to these areas as well as
providing additional capacity for fire flows. The connection will also allow the
Pleasant Valley PRV to remain closed during normal operation.

Figure 40 - Proposed 12" Water Line Carpenter Dam Road

The 8” water line along Hobson Avenue needs to be better connected with the dual
24” transmission lines serving the Twins Tanks. It is recommended to construct an
8-inch line across Hobson Avenue at Mission Street and at Mason Street. It is also
recommended to construct a 1,620-foot section of 6-inch water line on Rector
Heights Drive. This connection will start at Meadow and Patricia Street and
continue on Rector Heights Drive to Albert Pike. These looped line improvements
will add fire flow to the surrounding area and add redundancy to the water users
along Albert Pike from Crimson Street to the east.

As previously mentioned, the 20-inch transmission line leaving the Twins Tanks is
stressed with high velocity. It is recommended to construct a transmission line from
the Twins Tank fill line near Mason Street to Central Avenue. The new line will run
parallel to the existing 20-inch main along Wood Street and Garland Avenue until
connecting to the 12” main on Summer Street. After Summer Street, the 20-inch
transmission line will continue east along Garland Avenue until tying into the 12”
water main on Central Avenue.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 77

Figure 41 - Proposed 20" Transmission Main to Pine Street Pump Station

This improvement involves 8,500 feet of 20-inch transmission main and will provide
added redundancy for the delivery of water supplied to the Pine Street Pump
Station.

C. Pump Station Improvements

It is recommended to replace the existing Pine Street Pump Station with a
prefabricated booster pump station. The existing station contains only one pump
and cannot be relied upon for continuous day-to-day operations. In addition, the
outdated controls require manual operation. The new pump station will contain
multiple pumps and be controlled via the City’s SCADA system.

Figure 42 - Premanufactured Pump Station - Floor Plan

As previously discussed in the pumping facilities section of the report, this added
redundancy to the Holly Street System will allow the Lakeside Water Treatment
Plant to be taken out of service if another water treatment plant is constructed.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 78

It is also recommended that the DeSoto Pump Station be equipped with an
emergency generator and the existing flow meter be added to SCADA for trending.
Currently, this pump station is the only pumping facility that does not have back up
power.

The Royal Pump Station does not have a flow meter. To aid in providing an
accurate measurement of the water usage in the Royal System as well as identify
the pump(s) flow rate from the pumps in the Royal Station, it is recommended a
flow meter be added to this pump station.

D. Ouachita Pressure Zone Expansion

Some customers in the south section of the Twins System experience high
pressures due to their low ground elevations relative to the Twins System overflow
(869’). To help alleviate some of the high pressures in the Twins System, it is
recommended that the Ouachita System be expanded to the north to encompass
a large area west of Central Avenue, south of the Arkansas Midland Railroad
tracks and east of Airport Road.

This pressure zone switch would convert roughly 1,426 residential, 122
commercial, and 158 sprinkler meters from the Twins System (OF= 869’) to the
lower Ouachita System (OF = 705’). This equates to roughly 950,000 gallons over
a 24-hour period in a maximum day demand scenario that would be converted.

Figure 43 - Proposed Ouachita Pressure Zone Expansion 79
City of Hot Springs – Water System Master Plan | Crist Engineers, Inc.

Switching these customers over does not help the existing storage deficit for the
Ouachita System, but it will provide for more desirable system pressure for the
customers being converted. Currently system pressures in this area range from
95-180 psi. The pressures after the conversion will be in the range of 40–105 psi.

An added benefit to this improvement will be reduced energy cost at the Music
Mountain Pump Station by diverting the water used by these customers around to
the 24” transmission line along the MLK Bypass. Currently the water supplied to
these customers is being pumped up to the Twins System from the Ouachita
System.

At an assumed average pumping rate of 6.8 MGD, the incremental annual energy
pumping savings at the MMPS would be approximately $24,000. Assuming the
cost of energy escalates 3 percent per year, a discount rate of 3.6 percent, and an
analysis period of 25 years, the present value of this energy cost savings is
$362,400.

The area located along Westinghouse Drive north of Ridgeway Street to Spring
Street and the area along Spring Street from Honeycutt Street to Cameron Street
is another location suitable for converting from the Twins System to the Ouachita
System. This pressure system switch would convert approximately 106 residential,
29 commercial and 8 sprinkler meters from the Twins pressure zone to the
Ouachita Zone along Spring Street and Westinghouse Road. Pressures on
average will be reduced from 140-200 psi to 60-126 psi.

The total potential demand from converting both of the areas listed above is
approximately 1,060,000 gallons per day under maximum day demand conditions.

Several water line improvements are recommended as a part of this pressure
system conversion to maintain looped lines in order to provide adequate fire flows.
One such improvement includes the construction of a 2,400’ section of 12” water
line that will connect 24” transmission line along the Bypass to the dead end 12”
water line north of Kimery Park.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 80

Figure 44 - Ouachita System Proposed 6" and 8" Water Lines

A 1,200’ section of 8” water line is needed to convert the customers along Spring
Street and Westinghouse Drive to the Ouachita System. To ensure adequate fire
protection after converting these water users, a 630’ section of 6” water line should
be constructed from Richard Street to the 6” water line around Hot Springs
Intermediate School south of the railroad tracks.

In addition to the related line work, it is estimated this improvement will require the
closing of 16 system valves. These closed valves are referred to as red valves and
will be used to shift the existing pressure system boundary north of Woodlawn
Avenue.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 81

Figure 45 shows the areas that will experience a decrease in service pressure from
this improvement.

Figure 45 - Pressure Zone Conversion

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 82

E. Supply and Treatment Improvements

Based on previous discussion in this report, the Supply and Treatment
Improvements are recommended as shown in Table 23 below. The Lakeside WTP
improvements listed in Table 23 are all needed to extend the life of the Lakeside
WTP about 25 years.

Table 23 - Recommended Supply and Treatment Improvements

TABLE 23
RECOMMENDED SUPPLY AND TREATMENT IMPROVEMENTS

OUACHITA WATER TREATMENT PLANT
1. Replace Sludge Collection Mechanisms in Sedimentation Basins 1-5
2. Replace Troughs in Sedimentation Basins 1-5
3. Chlorine Dioxide Feed System
4. Evaluate the Addition of Sludge Dewatering Facility
LAKESIDE WATER TREATMENT PLANT

1. Replace Filter Media
2. Add Combined Air and Water Backwash to Filters
3. Replace Filter Underdrains and Backwash Troughs
4. Replace Lime Feed with Liquid
5. Rehabilitate Pipe Gallery
6. Replace / Repair Lake Ricks Intake Gate Control Mechanisms
7. Instrumentation and Control for Plant Automation
8. Fluoride Feed System
9. Backwash Water Handling System
10. Raw Water Line Waste Valve
11. Sludge Collection Mechanism in Sedimentation Basin
12. Repair Clearwell 2 Liner
13. Repair Clearwell Vents
14. Replace Rapid Mix and Flocculation Mechanisms

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F. Distribution System Improvements

It is recommended that several improvements be made to the City’s water
distribution system. The improvements are listed in order of priority. Many of these
improvements are tank related and address long standing issues addressed by the
Sanitary Survey in the Appendix. Table 24 shows the near-term recommended
improvements. These improvements are needed to address existing system
deficiencies under the current maximum day demand scenario.

Table 24 - Near-Term Distribution System Improvements

TABLE 24
RECOMMENDED DISTRIBUTION SYSTEM IMPROVEMENTS – NEAR-TERM

Item Description

1. 3,000,000 Gallon Elevated Water Storage Tank (Main Pressure Zone)

2. 4,050' - 24" and 16" Water Mains for 3.0 MG Elevated Tank

3. Ouachita Pressure Zone Expansion

4. 11,160 - 12" Transmission Line (On Fontana, MLK Bypass to Country Club Dr)

5. 1710' - 6" Northeast Grand Avenue Line (Gorge Road to Kriptal Street)

6. 4,500' - 12" Reinforcement Loop (Spring Street to Grand Ave)

7. 3,000' - 8" Kelton Street Loop (East Grand Avenue to Mill Creek Road)

8. Hollywood Avenue Tank - TMS and Overflow Improvements

9. Pine Street Booster Pump Station Replacement

10. 11,436' - 24" Bypass Extension (Carpenter Dam to Malvern Ave along
Bypass)

11. Holly Street Tank – Tank Mixing System and Tank Repairs

12. Twins Tanks - Install TMS and Tank Improvements

13. Music Mountain Tank - Tank Mixing System and Overflow Improvements

14. Industrial Park Tank - Tank Repainting and Tank Mixing System

15. Belvedere Tank - Install TMS

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 84

TABLE 24
RECOMMENDED DISTRIBUTION SYSTEM IMPROVEMENTS – NEAR-TERM

Item Description

16. Woodmere / Whittington Avenue Tank - Tank Mixing System

17. 2,667' - 12" Carpenter Dam Road Main (MLK Bypass to Malvern Ave)

18. System Diagnostic Flow Meter - Malvern Avenue

19. System Diagnostic Flow Meter - Highway 270 West

20. System Diagnostic Flow Meter - Highway 290

21. Relocate Lowery PRV out of Malvern Avenue

22. 200' - 6" Santa Cruz Loop (Santa Cruz Dr To Silverspur St)

23. 2,100’ – 8” Twin Points Dr Loop (Connect two 8” lines on Twin Point Dr.)

24. 355' - 6" Fair Street Loop (Trivista Right to Langston St)

25. 740' - 6" Linden Park Loop (Linden St To Linden Park Lane)

26. 870' - 6" Gap on Greenwood (Afton St to Summer St)

27. 690' - 6" Patterson Street & IRA St Loop

28. 500' - 6" Pearl St Loop (Westover to Wood Street)

29. 1,200' - 6" Grand Ave & Shelby St Loop (Lacey to Beard & Grand Ave to
Etter)

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Mid-term improvements are shown in Table 25 The mid-term improvements are
needed to meet the projected future system demands. Many of these
improvements involve looping existing water lines, which will aid in fire protection
and add redundancy to the system.

Table 25 – Mid-Term Distribution System Improvements

Table 25
Recommended Distribution System Improvements – Mid-term

Item Description

1. Purchase Property adjacent to Hwy. 70 Tank for future Tank site

2. Royal Pump Station – Install Flow Meter

3. 30' - 12" On Mission St (crossing Hobson Avenue @ Mission Street)

4. 2,500,000 Gallon Elevated Water Storage Tank (Main Pressure Zone) Hwy 70

5. 8,500' - 20" Parallel Line on Wood Street and Garland Ave (Mason to Central)

6. 2,300' - 8" Main on Ridgeway Street (Highland Park St to Pleasant Valley
Street)

7. 2,100' - 12" Main on Amber Street (Cedar Street to Park Avenue)

8. 900' - 8" Kay Street Loop (Kay Street to Shady Grove Rd)

9. 1,620' - 6"Main on Rector Heights Dr (Albert Pike to Meadow @ Patricia St)

10. 1,000' - 8" Quail Creek Parallel Line (6" south of Taylor to Ravenwood Dr)

11. 2,650' - 8" Red Oak Loop (Farrs Landing to Twin Oaks)

12. Oak Grove Tank – Tank Mixing System and Tank Improvements

13. Crystal Springs Tank – Tank Mixing System and Tank Improvements

14. 3,130' - 12" Greenwood Water Main (7th Street to Central Avenue)

15. 3,400' - 8" Marion Anderson Parallel Line (Walkway St To Stonegate Shores)

16. 1,800' - 6" Airport Road Loop (Adlridge to Old Airport Road)

17. 826' - 6" Pinewood Leeper Loop (Patterson at St Louis)

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Item Table 25
Recommended Distribution System Improvements – Mid-term

Description

18. 100' - 6" Wynn Street Loop

19. 2,000' - 6" Hammond Loop (6" on Hammond Drive to 6" on Hammond Drive)

20. 350' - 6" Winona Loop (Carson Street to Miller Street)

The long-term improvements will add more redundancy to the system. The long-term
improvements are listed in Table 26 and include improvements needed to update the
system in order to address the projected water demands throughout the planning period.

Table 26 – Long-Term Distribution System Improvements

Table 26
Recommended Distribution System Improvements – Long-Term

Item Description

1. 500,000 Gallon Elevated Water Storage Tank (Industrial Park Pressure Zone)

2. 1,500' - 12" Parallel Line on Malvern Ave (Bypass Off ramp to Westinghouse
Rd)

3. 2,200' - 10" Ravine Street Water Main (Park Avenue to Ramble Street)

4. 500' - 8" Albert Pike Loop (Albert Pike Road @ Airport Road)

5. 24" Royal Transmission Line (Treasure Isle to Oakgrove)

6. 8,950' - 6" Sunshine Loop (Ware to Sagebrush)

7. 300,000 Gallon Elevated Water Storage Tank (Royal Pressure Zone)

8. 1,000' - 12" Belvedere Reinforcement Loop (Mountain Valley St to Park Avenue)

9. 3,550' - 12" South Moore Road Parallel Line (Ranchester to Charming Heights)

10. 1,200' - Airport Road Parallel Line (Lakeshore Drive to Blackhawk Street)

11. 250' - 6" Fleetwood Loop

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Item Table 26
Recommended Distribution System Improvements – Long-Term

Description

12. 675' - 8" Sawtooth Oak Street Loop (Mote Street to Sawtooth Oak St)

13. 1,650' - 6" Ridgeway Street Loop (Ridgemont Street to Stacy Street)

14. 550' - 6" Shawnee Line Extension (Shawnee Street to Fox Run Circle)

15. 620' - 6" Alysonview Loop (Riviera Street to Alysonview Street

16. 1,960' - 8" N Albert Pike Water Line (Rector Heights Drive to Mission Street)

17. 2,000,000 Gal. Elevated Water Tank (Main Pressure Zone) Near Bald Mtn.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 88

IX. Capital Improvement Plan

This section presents the recommended Capital Improvement Plan (CIP) for the
City of Hot Springs water system. The plan is based on the evaluation of the water
supply, treatment and distribution system, and on the recommended projects
described in the previous sections. The CIP has been prepared to assist the City
in planning and constructing the water system improvements in the future. The
improvements should be implemented by the City as funding is available.

A. Cost Estimating Criteria

The cost estimates presented in this study are opinions developed from bid
tabulations, cost curves, information obtained from previous studies, and
experience on other projects. The costs estimated for each recommended
improvement are opinions included in the CIP developed with this study.

The cost estimates presented in the CIP have been prepared for general master
planning purposes and for guidance in project evaluation and implementation.
Final costs of a project will depend on actual labor and material costs, competitive
market conditions, final project scope, implementation schedule, and other
variable factors such as: preliminary alignments generation, investigation of
alternative routings, and detailed utility and topography surveys.

Costs developed for this study should be considered "order of magnitude" and
have an expected accuracy range of +40 percent to -30 percent.

1. Land Acquisition Costs
Acquisition of property, easements, and right-of-way (ROW) will be required for
some of the recommended projects, particularly new pump stations and tank
facilities. Additionally, the capital costs do not include pipeline corridor purchases
or easement costs because it was assumed that public ROW will be utilized
wherever possible. Land costs are not easily determined, particularly in the master
planning phase, and variables affecting properties can result in widely varying land
prices. Since land acquisition costs are not included in this master plan, the final
capital costs may vary from the estimates presented herein.

2. Estimated Construction Costs
Since knowledge about site-specific conditions of each proposed project is limited
at the master planning stage, a 20 percent contingency was applied to the
Construction Cost to account for unforeseen events and unknown conditions.

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In addition, a 20 percent contingency was added for each recommended
improvement to account for other project costs such as engineering fees, legal
fees, administration fees, environmental fees and other miscellaneous fees that
may be required for implementation of the project.

The Capital Improvement Cost, in dollars, for each proposed improvement is the
total of the Estimated Construction Cost (including contingency) plus the other
costs discussed in the previous paragraph.

B. Capital Improvement Plan

The CIP for the improvements identified by this Master Plan are presented under
separate bound cover.

The CIP projects are prioritized based on their urgency to mitigate existing
deficiencies and for servicing anticipated growth. It is recommended that
improvements to mitigate existing deficiencies be constructed as soon as possible.
The deficiencies in the future system have a significant total capital cost that is
best distributed based on the order in which the City will develop. It is assumed
that any replacement pipes will be in the same alignment and at the same slope
as the existing pipe. However, this study recommends an investigation of the
alignment during the pre-design stage of each project.

City of Hot Springs – Water System Master Plan | Crist Engineers, Inc. 90

APPENDIX A

2016 ARKANSAS DEPARTMENT OF HEALTH
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