HomeMy WebLinkAbout1991 06 00 - Analysis of water and wastwater servicesNORTH COUNTY COUNCIL
ANALYSIS OF WATER
1:112111
WASTEWATER SERVICES
FOR
NORTH INDIAN RIVER COUNTY
EXECUTIVE SUMMARY
_ The North Indian River county area for water and wastewater utilities can be divided into
three ( 3 ) area's, the City of Fellsmere, the City of Sebastian, and the unincorporated
areas. Each of these areas are pursuing the utility issue separately, Fellsmere is using a
Farmers Home Administration program, Sebastian is considering the purchase of the
General Development Utilities facilities and the expansion of these facilities to provide
services to the area within the city limits, and Indian River County is providing services to
the unincorporated areas as demand warrants expansion of their existing facilities.
City of Fellsmere. The City of Fellsmere is currently in the design phase of a potable
water system for the city through a program offered from Farmers Home Administration
(FBA). The total cost is expected to be approximately $ 3,800,000 with the city to
receive a grant of $ 2,000,000 and a 40 year loan of $1,800,000 with a rate of
approximately 5.625% ( exact rate to be determined at the loan closing ).
City of Sebastian. The City of Sebastian is currently working to purchase the facilities
owned by General Development Utilities to serve as the foundation of a utility system to
provide service to the incorporated area of the City. The City canceled an agreement with
Indian River County to provide utility service to the City in April of 1992. This decision
was based upon a study performed for the City in June of 1991 which concluded that the
_ City could provide utilities services less expensively, faster, and provide more "control"
than if these services were provided by the County. The cost to the City to provide the
service has been estimated at $ 10,000,000 and there has been an informal determination
that the City will not qualify for FHA funding. There have been questions raised
regarding the study and it's conclusions and the time -frame stated for the City, chiefly,
costs are not expected to be less than County provided services and there is approximately
.. a 16 month slip on the implementation schedule to provide services. The City has also had
problems regarding personnel, in as much as all individuals offered the position of utilities
director have rejected the City's offers and the City is currently reviewing a revision of the
�. job requirements to lower the qualifications in order to find a suitable individual.
Indian River County. The County is currently expanding the services offered to the un-
incorporated areas in the North County to include potable water and wastewater to the
new high school, the Route 512 industrial node and water to the US 1 corridor,
completion is expected by the end of 1993. The County has designed the water system
lines to a size that would not accommodate inclusion of the City of Sebastian into it's
system should the City determine that it is not feasible to provide it's own utilities.
M CITY OF SEBASTIAN - EXISTING FACILITIES
The following is an excerpt from the study prepared for the City of Sebastian in June of
1991 by Hartman and Associates. There have been no changes to the facilities in the City
as the City has not progressed in the establishment of it's own utility system since the
study was prepared. Additionally, the "Utility Service Implementation Schedule" has been
included for reference, the current estimate is that the schedule is approximately 16
months behind the schedule projected.
The City is continuing it's discussions with General Development Utilities for the purchase
of their facilities, although there are no estimates as to the completion of these discussions.
The City has budgeted for a utilities director in the 92/93 fiscal year, but to date, the City
has not been able to hire a director, all offers to candidates by the City have been rejected
by the candidates. The City is currently ( January 13 council meeting ) seeking to change
and reduce the job qualifications inorder to find a suitable individual for the position.
M
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SECTION 2
EXISTING FACILITIES
` 2.1 SERVICE AREA
` HAI has analyzed the current franchise areas and surrounding utility service areas. The
existing franchise area consists of all lands within the incorporated limits of the City of
LSebastian, excluding the areas in which the City has previously granted franchises to furnish
_ water or sewer service. Illustrated in Figure 2-1 is the existing GDU franchise area along with
other facilities that either border the City of Sebastian or have franchise agreements within the
` City's incorporated limits. The service area encompasses approximately 13.5 square miles.
he As illustrated in Figure 2-1, there are four (4) franchise areas that were granted by the City
within its incorporated limits. These four (4) water and wastewater franchise areas are:
7General Development Utilities
° Indian River County
` Lake Delores Utilities
7 aSebastian Lakes Utility Company
2.2 POTABLE WATER FACILITIES
Central potable water service for the City of Sebastian is provided by GDU, which presently
holds a franchise agreement for a majority of the City, with the exception of the Lake Delores
and Sebastian Lakes service areas. The GDU water utility system provides potable water to its
customers from a water treatment plant (WTP) located on Filbert Street. The location of -the
GDU - Sebastian Highlands WTP is illustrated in Figure 2-2, and illustrated in Figure 2-3 is
the existing service areas of the GDU - Sebastian Highlands WTP. The existing service area
6w for the Sebastian Highlands WTP includes units 7, 9, 12, 14, 15 and portions of units 8, 10,
7 11, 16 and 17.
The original WTP for this area was located on Manly Avenue and was constructed in the
1970's. This WTP consisted of 6 -inch and 8 -inch artesian wells (both abandoned in 1988), a
ground storage tank and a high service pump building. In 1982, the original WTP on Manly
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Street was abandoned and the existing facility was constructed on Filbert Street. The primary
.. modes of water treatment include aeration, lime softening, filtration and disinfection.
Raw water supply for this facility is pumped from two (2) shallow wells that are located on the
Sebastian Highlands WT? site. Raw water supply well no. 1 is located near the intersection of
Filbert Street and Joy Haven, and well no. 2 is located near the intersection of Filbert Street
and Landover Drive. Each well is 10 inches in diameter and approximately 100 feet deep and
equipped with a vertical turbine pump, each with a capacity of 600 gallons per minute (gpm).
Summarized in Table 2-1 are the design parameters for each well.
As the raw water enters the WTP, alum can be added prior to and/or after the natural draft
tube/cascade aerator for improved water softening. The natural draft tube/cascade type aerator
is utilized for hydrogen sulfide removal. The cascade type aerator consists of four (4) trays
and has a maximum capacity of 1,800 gpm. From the cascade aerator, the raw water flows to
the solids contact precipitator. Lime, sodium aluminate, polymer and alum are added to
influent of the precipitator to reduce the hardness in the raw water, as well as enhance the
settling characteristics of the solids produced. The precipitator was manufactured by Permuttit
and is 40 feet long by 12 feet wide, with a sidewater depth of approximately 9 feet. The
precipitator was designed around a detention time of 70 minutes and an overflow rate of
approximately 1.0 gallons per minute per square foot (gpm/sf) at average daily flow. The
capacity of the precipitator is rated at 466 gpm or approximately 671,000 gallons per day
(gpd). Sludge from the precipitator is pumped to the sludge lagoon. In addition, supernatent
from the sludge lagoon is pumped back to the precipitator and combined with the raw water to
be treated, which then discharges into the influent to the precipitator.
From the precipitator, the treated water flows by gravity to two (2) out of the three (3) gravity
sand filters to remove the solids. One (1) filter is always used as a standby unit. Each filter is
12 feet in diameter with a media (gravel and sand) depth of 30 inches. Each filter has a
capacity of 233 gpm and a hydraulic loading rate of approximately 2.06 gpm/sf. From the
sand filters, the filtered water flows by gravity to a clearwell and is subsequently pumped to
the 0.5 million gallon (MG) prestressed concrete ground storage tank, utilizing the transfer
pumps located at the clearwell. Each transfer pump has a capacity of 700 gpm. Filter
backwash is accomplished utilizing a 1,700 gpm centrifugal pump which obtains water for
backwashing from the 0.5 MG ground storage tank. From the filters, the backwash water
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R3/91-064.00/Section2 2-5
flows by gravity to the sludge lagoon, which is subsequently pumped back to the precipitator
for treatment.
Chlorine is added at three (3) points in the water treatment process. The three (3) chlorine
addition points include:
Gravity filter influent.
° Ground storage tank influent.
Discharge to the distribution system.
The treated water is then pumped from the ground storage tank to a 5,000 -gallon
hydropneumatic tank and then to the distribution system utilizing the high service pumps.
There are three (3) high service pumps with the following capacities: 250 gpm, 400 gpm and
600 gpm.
The raw water pumped to the WTP is monitored utilizing a 4 -inch turbine meter located on the
influent line to the precipitator. The potable water is monitored utilizing either of the two (2)
turbine meters (6 -inch and 12 -inch) that are located on the high service pumps' discharge line.
Illustrated in Figure 2-4 is a process flow schematic of the treatment process at the Sebastian
Highlands WT?. Summarized in Table 2-2 is the equipment, to the best of our knowledge,
which is installed at the WTP. Once GDU permits HAI to conduct a site visit to determine the
equipment on-line and its condition, a more detailed analysis can be conducted.
No information can be provided regarding the potable water distribution system since GDU did
not permit HAI to investigate the system. However, HAI did have access to a GDU system
map entitled "WATER Overall Map Sebastian Highlands Indian River County", dated
December, 1988, and a letter from Mr. Jack Reece (GDU Operations Manager) to Mr. Joseph
M. McNamara (Florida Department of Environmental Regulation), dated July 14, 1989. A
M� review of both these documents provided the following information regarding the Sebastian
Highlands water distribution system:
° Material of water mains: Ductile iron, polyvinyl chloride and transite.
OMaximum pipe diameter: 16 inches.
° Minimum pipe diameter: 2 inches.
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R3/91-064.00/Section2 2-7
Number of dead ends: 12.
° Number of fire hydrants: 35.
° Blow -off lines below grade: None.
° System flushing: Seven (7) blow -off lines are installed with a total of 6,000
gpd flushed. Fire hydrants flushed two (2) to three (3) times per year.
The raw water quality that is pumped to the Sebastian Highlands WTP is considered good,
based on data obtained from the Florida Department of Environmental Regulation (FDER) and
the Indian River County Health Department (IRCHD). Summarized in Table 2-3 are the raw
water characteristics that were obtained from the FDER monthly operating reports (MOR). Of
the data analyzed, the two (2) raw water supply wells did not violate any of the water quality
standards that were in effect at the time of sampling. Summarized in Table 2-4 is the only raw
water quality information that was available, other than the information provided in the FDER
MOR's. However, it should be noted that GDU has been cited on numerous occasions for
failure to monitor the raw water quality, as well as other monitoring requirements (i.e.,
monthly microbiological, sodium, corrosivity, etc.). Moreover, GDU was cited on July 11,
1989, for failure to monitor the drinking water supply in accordance with Chapter 17-550,
Drinking Water Standards, Monitoring and Reporting, of the Florida Administrative Code
(FAC).
The FDER MOR data indicates that the raw water that is treated at the Sebastian Highlands
WTP is defined as hard in nature, averaging 251 milligrams per liter (mg/1) as CaCO3 since
September, 1988, and has ranged from 160 to 296 mg/l as CaCO3. Since September, 1988,
the raw water pumped to the Sebastian Highlands WTP ranged from 162,000 gpd (March,
1989) to 575,000 gpd (June, 1989), and averaged 297,300 gpd. The maximum day to average
day ratio since September, 1988, has ranged from 1.14 to 1.7 1, and averaged 1.28: Illustrated
in Figure 2-5 are the average, maximum and minimum daily raw water pumping data to the
Sebastian Highlands WTP since September, 1988.
Tables 2-5, 2-6 and 2-7 summarize the operating data for Sebastian Highlands WTP. As
indicated in Table 2-5, the finished water provided to the customers by the Sebastian
Highlands WTP considered good quality product. However, there have been some complaints
from customers regarding the finished water quality. On October 15, 1990, the IRCHD
received a complaint from a resident of Sebastian Highlands. On October 16, 1990, the
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R3/91-064.00/Section2 2-13
IRCHD investigated the complaint. As a result of this complaint, samples were taken for
bacteria, copper, chlorine residual and total trihalomethanes ('ITHM). As a result, the
samples analyzed for microbiological parameters indicated that the taps inside the residence
exceeded the requirements in Chapter 17-550.310 of the FAC, and the outside tap did not
violate this standard. The copper concentration exceeded the maximum contaminant level
(MCL) set by Chapter 17-550.320 and was reported to be 0.17 mg/I at the kitchen sink and
3.15 mg/I in the bathroom. Finally, the TTHM concentration violated the MCL level set by
Chapter 17-550.310 of the FAC, and was reported to be 0.343 mg/l (outside residence) and
0.40 mg/1 (inside residence). The free chlorine concentrations of all samples resulted in a
level of greater than 1.0 mg/1. These problems are not alarming, since GDU, to the best of
our knowledge, does not practice TTHM control (ammoniation), the copper problems could be
a result of improper operation of the WTP (i.e., pH low), and the bacteria concentrations
appear to be a problem resulting from within the house rather than from the system.
However, all three (3) problems can be eliminated fairly simply at a low cost by instituting a
TTHM control program and operation modifications at the WTP, and increased flushing of
problem areas with a high chlorine solution.
The Sebastian Highlands WTP pumped approximately 286,900 gpd on an average basis since
September, 1988, and the finished water demand ranged from 185,000 gpd to 512,000 gpd.
The average daily demand and peak day demand for finished water since September, 1988, is
illustrated in Figure 2-6. The maximum day to average day ratio ranged from 1.12 to 1.80
and averaged 1.26 over the period investigated, as previously indicated in Table 2-6. The
average finished water hardness averaged 185 mg/l as CaCO3 and ranged from 178 to 209
mg/l as CaCO3. Therefore, the treatment process removes approximately only 26.3 percent of
the hardness from the raw water. However, it should be noted that this type of water
treatment process should be capable of reducing the raw water hardness to a concentration of
less than 100 mg/1 as CaCO3.
The chemical usage data was previously provided in Table 2-7, which summarizes the
maximum and average day usage of alum, lime, polymer and chlorine. In summary, the lime
usage at the Sebastian Highlands WTP averaged 147 pounds per day (lbs./day) and ranged
from 0 lbs./day to 298 lbs./day since September, 1988. The usage of alum was discontinued
in March, 1990, and replaced with a polymer. Since March, 1990, the polymer usage ranged
from 3.5 to 16.6 lbs./day and averaged approximately 10.6 lbs./day. The chlorine usage has
remained relatively constant, averaging 23.3 lbs./day and ranging from 10 to 47 lbs./day.
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R3/91-064.00/Secfion2 2-24
As can be seen from the data provided in the FDER MOR's, the raw and finished water
., demands remained relatively constant. However, this information is somewhat deceiving since
only two (2) years could be analyzed. Common months (February, March, September,
_ October, November and December) from each of the four years of data were analyzed and it
was concluded that the water demand increased approximately 5.5 to 6.0 percent annually
from 1988 to the present.
2.3 WASTEWATER TREATMENT FACILITIES
The Sebastian Highlands wastewater treatment plant (WWTP) is located at the west end of the
., Baily Drive extension, as illustrated on Figure 2-7. The City of Sebastian is served by GDU
under an exclusive franchise agreement. Currently, the wastewater service is provided to
relatively few customers, which comprises the population in units 9, 16 and 17 of the
development. Illustrated in Figure 2-8 is the current wastewater service area of the Sebastian ;
Highlands WWTP.
As was the case with the water system, very little information is available regarding the
wastewater system since HAI was prohibited by GDU from inspecting the systema The
WWTP is permitted as an extended aeration activated sludge process. Illustrated in Figure 2-9 ; ,
is the hydraulic profile and process flow schematic of the WWTP. The wastewater is pumped
to the WWTP and discharged into the two (2) aeration basins. Each aeration basin has an
i
effective treatment volume of approximately 150,000 gallons. Based on a review of the
available data regarding the WWTP, the aeration basins appear to be designed around a solids
retention time (SRT) of 14 days and an oxygen requirement of 1.15 pounds of oxygen (02) per i
pound of biochemical oxygen demand (BOD) removed, and 4.6 lbs. 02/lbs. nitrogen removed.
.. From the aeration basins, the mixed liquor suspended solids (MISS) flows by gravity to a
secondary clarifier that has a surface area of approximately 586.5 square feet (sf). The
average surface loading rate for the clarifier is approximately 512 gpd/sf, which is considered
excessive for an extended aeration process. Typically, the surface loading rates for extended
aeration processes are generally in the range of 300 to 400 gpd/sf. Although the surface
loading rate is considered high, during the past 14 months the influent averaged approximately
110,000 gpd and the peak day flow averaged approximately 136,000 gpd. Therefore, on an
average daily basis during the past 14 months, the surface loading rate averaged approximately
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HARTMAN & ASSOCIATES, INc. SEBASTIAN HIGHLANDS
engineers, hydmgeologlna, scicaUsts k menagemant cpnault.nls WASTEWATER TREATMENT
SOUTFIEASi' BANK BUILDING 1 PLANT LOCATION
SUM 1000 • 201 EAST PINE STREET • ORLANDO,FL 52801 Figure 2-7
TELEPHONE (107)859-3955• FAX (107) 839-5790
190 gpd/sf, which is considered on the low side. The solids loading rate for the clarifier is
designed around 15 lbs./sf/day, which is considered adequate.
From the clarifier, the effluent flows by gravity to the chlorine contact basin where chlorine is
added for disinfection. The chlorine contact basin has an effective volume of 12,070 gallons
which equates to a detention time of approximately 58 minutes at average daily flow and
approximately 23 minutes at peak flow. From the chlorine contact basin, the chlorinated
effluent flows to one (1) of three (3) percolation ponds. The permitted capacity of the
percolation ponds is summarized below.
Percolation ponds no. 1 and no. 2: 112,900 gpd.
° Percolation pond no. 3: 29,100 gpd.
Based on the permitted capacity of the percolation ponds, the influent flow is limited to
142,000 gpd until sufficient effluent disposal sites are located.
L The sludge is wasted directly from the clarifier to the aerobic digester for sludge stabilization.
7 The aerobic digester has an effective treatment volume of approximately 25,000 gallons. This
volume will result in a solids retention time (SRT) ranging from 9 to 14 days, depending on
the quantity of sludge wasted. The oxygen supplied to the aerobic digester for sludge
stabilization was reported to be 2 lbs. 02/lb. volatile solids (VS) destroyed. The aerobically
stabilized sludge is then pumped to the sludge sand drying beds for dewatering. Sludge
removed from the sand drying beds is landspread on-site. Based on the above information, it
appears that the sludge would be designated as a Class C sludge, which would limit the land
application sites.
Specific information regarding the wastewater collection system and the equipment could not
be accurately determined, since GDU prohibited HAI access to the . site. However,
summarized in Table 2-8 is the design criteria to the best of our knowledge without having
access to the site.
Presently, the Sebastian Highlands WWTP operates under FDER Permit DO31-15332, which
expires in August, 1993. Summarized in Table 2-9 are the influent and effluent data from the
FDER MOR's for the WWTP for the period from January, 1988 to February, 1991.
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83/91-064.00/Section2 2-30
Since January, 1988, the influent wastewater flow averaged approximately 81,800 gpd and
ranged from 22,000 gpd (October, 1989) to 186,000 gpd (April, 1990). Illustrated in Figure
2-10 are the monthly average daily and maximum daily flows for this WWTP since January,
1988. As can be seen from Figure 2-10, the average and maximum daily wastewater flows for
this area have increased gradually, approximately 10 percent annually, since January, 1988.
Summarized in Table 2-10 are the maximum day and average day influent flows to the
Sebastian Highlands WWTP. Based on the information presented in Table 2-10, the maximum
day to average day flow ratios were determined and averaged 1.27 over the 37 -month period,
and ranged from 1.12 (November, 1990) to 1.59 (January, 1988).
The effluent from the Sebastian Highlands WWTP must meet the requirements set forth in
Chapter 17-610, Reuse of Reclaimed Water and Land Application, of the FAC. The effluent
from the WWTP must meet secondary treatment levels (BOD: 20 mg/l and TSS: 20 mg/1),
or 90 percent removal, whichever is more stringent, with basic disinfection and a nitrate -
nitrogen concentration of 12 mg/l as nitrogen. The Sebastian Highlands WWTP generally
meets these standards on a continual basis. However, at times, the TSS standard of 20 mg/l is
exceeded during a sampling event. The effluent TSS has equaled and/or exceeded a
concentration of 20 mg/l on four (4) occasions since January, 1988. The possible reasons for
exceeding the effluent standard for TSS is the low surface loading rate in the clarifier and/or
not wasting sludge properly. Both are possible reasons for sludge bulking, solids carry-over
and pin floc. The WWTP has had no problem meeting the basic disinfection requirements.
No data was provided in the FDER MOR's which indicated the effluent nitrate -nitrogen
concentration in the WWTP effluent.
2.4 POPULATION PROJECTIONS
Population projections for the City of Sebastian, as well as for 13 other municipalities, were
developed in the Indian River County Comprehensive Plan. In summary, five (5) projections
were produced using three (3) different methods:
° Linear.
° Geometric.
° Variations of the share method (share of total population and growth of
population).
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R3/91-064.00/Section2
2-34
Through a series of averages and the elimination of both the low and high, a recommended
population projection was derived for each municipality. Summarized in Table 2-11 are the
population projections for the City of Sebastian, as well as other municipalities. As indicated
in Table 2-11, the average growth rate of the City is one of the highest. In fact, the City of
Sebastian is projected to be the largest city in Indian River County by the year 2005. From
1990 to 1995, it is estimated that the population will increase from 9,022 to 12,624 residents,
or approximately 8.0 percent annually. Between the years 1995 and 2000, it is estimated that
the City will increase in population by approximately 6.8 percent annually, or from a
population of 12,624 to a population of 16,906. The overall growth of the City of Sebastian
through 2010 was determined to be approximately 9.5 percent annually. However, as with
any type of projection, population projections become less reliable as the projection horizon is
extended. A number of factors influence growth and/or shifts in population (i.e., social,
economic, political factors, etc.); therefore, it is recommended that only the first 10 years, or
7.9 percent, be considered as an accurate estimate of population growth for this study.
Seasonal population projections were derived to determine the effective population for the City
of Sebastian. Seasonal population for this case are those persons who visit or reside in the
City for a period of less than 6 -months. This group includes:
Visitors.
Recreational vehicle/travel trailer parks and campgrounds.
Visitors with friends and relatives.
° Partial -year residents.
Seasonal population estimates and effective population projections are illustrated in Figure 2-
11 and summarized in Table 2-12. In summary, Figure 2-11 and Table 2-12 illustrate that the
City of Sebastian will continue to be one of the fastest growing communities in Indian River
County. As can be seen from Figure 2-11 and Table 2-12, the effective population, including
seasonal population in the City, will increase from 10,741 in 1990 to 20,262 in 2,000, which
is an increase of approximately 9.5 percent. Overall, through 2010, the effective population
will increase approximately 10.3 percent annually.
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R3/91-064.00/Section2 2-38
TABLE 2-11
POPULATION PROJECTIONS(1)
_ Municipality
1085
1990
1995
2000
2005
2010
_ Sebastian
5,604
9,022
12,624
16,906
21,704
26,150
Vero Beach
17,075
17,900
18,700
19,300
19,700
20,000
Fellsmere
1,624
2,025
2,526
3,154
3,931
4,907
_ I.R. Shores
1,668
2,116
2,426
2,760
3,105
3,407
Orchid
25
25
375
775
775
775
_ Gifford
6,484
7,561
8,373
8,947
9,990
10,211
Roseland
1,683
1,832
1,860
1,918
2,160
2,194
- Wabasso
2,307
2,529
2,610
2,790
3,105
3,298
Winter B.
1,135
1,346
1,,497
1,721
1,890
2,007
_ V.B. So.
15,235
17,082
19,143
20,338
20,655
20,714
F1. Ridge
8,159
11,321
12,982
14,379
14,759
14,744
SR 60 Cor.
5,574
8,262
9,826
12,510
14,141
14,378
I_ South Beach
2,021
3,065
3,614
4,497
4,603
4,768
North Beach
_
420
639
784
1,074
1,215
1,290
Unallocated
7,328
8,383
9,962
10,139
13,269
14,048
County
76,442
93,100
107,300
120,600
135,000
143,400
Notes:
' - (1) Indian River County Comprehensive plan.
- HES/ch
R3/91-064.00/Tble2-11 2-39
i-
1 — 30.000
z
g 20,000
g
a-
a-
0
a
10,000
1990 1995 2000 2005 2010
YEAR
HARTMAN & ASSOCIATES, INC. CITY OF SEBASTIAN
engineers, bldcogeslogisls, scientists & menagemenl consultants
- EFFECTIVE POPULATION PROJECTION
SOUTIIEAST BANK BUILDING
i SUITE1000ONE (40AST INE STREET 07uND0,FL90801 Figure 2-11
Notes:
(1) Indian River County Comprehensive plan.
HES/ch
R3/91-064.00/Tble2-12
V
2-41
TABLE 2-12
TOTAL RESIDENT AND SEASONAL
POPULATION
^
EFFECTIVE POPULATION(1)
Municipality
1990
1995
2000
2005
2010
Sebastian
10,741
15,120
20,262
26,012
31,341
Vero Beach
22,564
23,647
24,707
25,594
26,419
- Fellsmere
2,179
2,718
3,394
4,220
4,920
I.R. Shores
3,875
4,443
5,054
5,686
6,239
- Orchid
25
1,500
3,100
3,100
3,100
I Gifford
8,743
9,674
10,292
11,464
11,803
Roseland
2,586
2,694
2,886
3,242
3,347
Wabasso
2,892
3,010
3,247
3,613
3,845
Winter Beach
1,503
1,671
1,920
2,112
2,245
I_ V. B. South
19,515
21,664
22,784
23,479
23,756
Fl. Ridge
14,137
15,988
17,562
18,431
18,665
S.R. 60 Cor.
10,303
11,992
14,701
16,646
16,793
South Beach
4,083
4,707
5,837
5,934
6,382
i North Beach
1,470
1,715
2,168
2,320
2,619
1
ii Unallocated
11,253
11,693
10,777
14,130
15,209
1�
Total
115,869
132,236
148,691
165,983
176,683
i -
Notes:
(1) Indian River County Comprehensive plan.
HES/ch
R3/91-064.00/Tble2-12
V
2-41
^
INDIAN RIVER COUNTY
The following information is a consolidation of the "Corridor Analysis and Transmission
., System Implementation Plan" prepared by Brown and Caldwell in November of 1992 as a
part of the Indian River County Utilities Master Plan. Currently, Indian River County
( County ) has installed water and wastewater force mains to sections of the North County
-� area as outlined in the Location Map. These force mains do not provide for collection and
distribution for individual parcels; the system design, financing and assessment procedure
have yet to be determined. The expansion of the system is shown on the Expansion Plan
^ Map to the year 2010. Changes to the Phasing program included in the study are the
completion of services to the industrial node on Route 512 by the end of 1993, the plan
envisioned completion by 1994. Design changes to the potable water system include the
routing of the force main directly behind the Riverwalk Plaza ( not at the railroad tracks )
and the construction of a water tower behind the K -Mart under construction at the
^
Riverwalk Plaza.
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^
TRANSMISSION SYSTEM PHASING
A transmission system phasing analysis was performed for the water, wastewater, and reclaimed
water reuse systems to identify events which will trigger the installation of the force mains or
groups of force mains within each transmission system. The goal of this analysis was to develop
a rational process which the County could use to make decisions with regards to force main
^_ installation phasing rather than developing an unchangeable time line. Of course, estimates of
timing for force main construction are also necessary to allow capital improvement program
budgeting.
Trigger events for installation of force mains or groups of force mains include expansions
required to meet ongoing system needs (including service of new areas) as well as construction
events which may make installation more economical. Major roadway improvement projects fit
this description and may, therefore, be trigger events.
The following paragraphs discuss the methodologies used for the force main phasing analysis,
provide a summary of planned roadway improvement projects for Indian River County, and
present the recommended system phasing for each transmission system.
—
Phasing Analysis Methodology
The criteria used to perform phasing analysis were similar for water and wastewater but quite
different for reclaimed water reuse. The criteria used for each of the distribution systems are
discussed in the following paragraphs.
Water Distribution System. The proposed water distribution system expansion plan developed
for the year 2010 was used as the basis for this analysis. The proposed 2010 force mains were
broken into segments to be implemented when specific events take place. In this analysis, force
main expansions were triggered by several types of needs:
Brown and Caldwell 11-3 November 1992
Chapter 11 Corridor Analysis and Transmission System Implementation Plan
• Rectifying existing system deficiencies;
• Providing service to commercial/industrW areas to encourage commercial/industrial
growth in Indian River County;
• The need for additional force mains to provide supplemental capacity as growth
occurs in served areas;
• System expansion to provide service to developments or developed areas currently
served by private water wells;
• System expansions to provide service to other new areas.
The decision to add supplemental force mains to provide additional capacity to served areas was
typically based on a measurable indicator such as:
• Overall system demand,
• Percentage of TAZ zone served,
• Number of units or acreage developed,
• Demand at a specific node, or
• Pressure levels at specific points in the system.
In addition, implementation of a segment of force main was sometimes triggered by construction
of a related project. In some cases dual criteria were applied, if more than one event could
trigger the implementation of a segment or force main.
Phasing of the water system was performed in several steps starting with the existing system and
adding force main segments to eventually create the proposed 2010 system. The first step was
to provide service to the commercial/Industrial areas along Interstate 95 and to rectify existing
system deficiencies. The timing for subsequent force main additions was developed by
incrementally increasing demands and adding force main segments to prevent system deficiencies.
In addition, the timing of new developments, timing of road construction projects, and timing of
assessment projects (providing water service to existing developments) were considered for
_ phasing of force main segments.
Wastewater Conveyance Systems. The proposed wastewater conveyance system expansion plan
developed for the year 2010 was used as the basis for this analysis. The proposed 2010 force
mains were broken into segments to be implemented when specific events take place. In this
analysis, force main expansions were triggered by several types of needs:
1) Correction of existing system deficiencies,
Brown and Caldwell 114 November 1992
Chapter 11 Corridor Analysis and Transmission System Implementation Plan
2) Providing for the immediate wastewater service needs at the commercial industrial
nodes along Interstate 95,
3) The need for additional force mains to provide supplemental capacity as growth
occurs in the served areas,
4) System expansions to provide service to areas identified by the health department as
"critical' septic tank areas, and
5) System expansions to provide service to other new areas.
The decision to add supplemental force mains to provide additional capacity to served areas was
typically based on a measurable indicator such as:
• Overall system demand,
• Number of units or acreage developed,
• Demand at a specific node, or in the system,
Pressure levels at specific points in the system.
In addition, implementation of a segment of force main was sometimes triggered by construction
of a related project. In some cases dual criteria were applied, if more than one event could
trigger the implementation of a segment of force main.
Rectifying existing system deficiencies and providing wastewater service to commercial/industrial
nodes along Interstate 95 were assumed to occur immediately. The phasing of additional force
mains to provide supplemental capacity as growth occurs was developed by incrementally
increasing flows toward 2010 generation rates. Flows were incremented at 20%, 40%, 60%,
80%, and 100% of 2010 generation rates. New force mains were phased into the model as
required to prevent system deficiencies.
A septic tank survey performed by the Indian River County Health Department identified septic
tank densities throughout Indian River County and delineated "critical' septic tank areas. The
..critical' designation was based on the degree of threat posed to surface waters (i.e. the density
of septic tanks and the proximity to the Indian River Lagoon or surface waters discharging to the
Indian River Lagoon). For the purposes of this study, it was assumed that service would be
provided to "critical" septic tank areas by 1998.
Phasing of system expansions to provide service to other new areas was a more subjective task.
Expansion into new areas was based on predicted growth trends for new areas, although the
Brown and Caldwell 11-5 November 1992
Chapter 11 Corridor Analysis and Transmission System Implementation Plan
expansion could in actuality be the event that instigates the predicted growth. This type of
expansion was considered to be less urgent than other expansions and targets dates were set
accordingly.
Summary of Planned Roadway Improvements
Roadway improvement schedules were obtained and summarized to aid in scheduling of force
main implementation for water, wastewater, and reclaimed water systems.
Improvement schedules for roadways within Indian River County were obtained from Indian
River County Public Works and from the Florida Department of Transportation (FDOT). The
Indian River County planning extended to the year 2010 while the FDOT planning extended to
the year 2000. Pertinent roadway and intersection improvement projects are plotted on Figures
114A and 11-413. Projects are represented by color lines which are coded to represent one of
four time horizons (1990 to 1995, 1995 to 2000, 2000 to 2005, and 2005 to 2010). Each project
is also labeled with the estimated start date.
Recommended System Phasing
This section describes the recommended system phasing for each of Indian River County' force
main systems: water, wastewater and reclaimed water.
Water. Based on the results of the existing, 1995, and 2010 models, a Master Distribution
System Piping Plan was developed to guide the County in installing transmission lines over a 20 -
year period. The plan was divided into 29 separate projects grouped into 5 phases as follows:
Phase I -
Immediate Improvements period
Phase 11 -
Implement in 1994-1997 period
Phase III -
Implement in 1998-2002 period
Phase IV -
Implement in 2003-2007 period
Phase V -
Implement in 2008-2012 period
The grouping of the projects into 4 -year increments is intended to provide the reader with a
general frame of reference in which to sequence the projects, and provide the County with a tool
for developing financial forecasting information. The actual implementation of any individual
project will be governed by specific events or trigger values associated with that project.
A graphic of the proposed system is presented in Figures 11-5A and 11-513. The individual
projects are identified on the figure by the number indicated on the line itself. The project
numbers are keyed to Tables 11-1, 11-2, 11-3, 11-4, and 11-5, which provide information on
projects for phases one through five, respectively. The information provided in Tables 11-1
y --
Brown and Caldwell 11-6 November 1992
Chapter 11 Corridor Analysis and Transmission System Lnplementation Plan
M
_ through 11-5 includes descriptions of specific events or trigger values for each project, and the
estimated costs for the project.
The projects grouped in Phase One are the immediate improvements previously discussed The
estimated costs for these projects total $4,923,000. The costs reported herein include estimated
construction costs, contingencies of 30%, and administration costs at 20% of the total of
construction and contingency costs. Project cost breakdowns are provided in the Appendices.
Phase Two projects consist primarily of service area extensions. They are intended to be
implemented in the period 1994 to 1997. Estimated costs for Phase II projects total $9,413,000.
The projects detailed for Phase III are split evenly between service area extensions and lines
required to support existing areas which are projected to experience significant in -fill or
additional commercialf ndusuW development in the period 1998 to 2002. These types of projects
tend to have defined trigger values, while service area extensions can be more flexible in their
timing. The estimated cost for Phase III projects total $9,096,000.
Phase IV projects consist primarily of pipelines providing support to existing lines. Because
these are generally laid on parallel streets, they also open additional service areas. (Projects 19
and 21). The total estimated cost for Phase IV projects is $7,102,000. It is anticipated that
Phase IV projects will be implemented in the period 2003 to 2007.
The projects anticipated to be implemented in Phase V constitute projects required for special
purposes, such as providing a loop for the Vero Beach Highlands System (Project #29), adding
an additional discharge line from the South Plant (Project no. 28), and an additional north -south
line to support peak hour flows in the Route 60 area from the North Plant (Project no. 25).
Project 25 also expands the service area to the west. Total costs for Phase V projects (2008 to
2012) is $8,365,000. Total distribution system project costs for Phase I through Phase V total
., $38,899,000.
Wastewater. The recommended system phasing for the North Region, Sea Oaks, Central Region
., and West Region wastewater collection systems are presented in Figures 11-6, 11-7, 11-8, and
11-9, respectively. The trigger events for force main installation are described for each system
in Tables 11-6 through 11-9.
Reclaimed Water. The recommended reclaimed water system is presented in Figure 11-10.
W
Brown and Caldwell 11-7 November 1992
M
Table 11.1
Indian River County Potable Water System
Proposed Water Transmission Line Projects
Phase I
Immediate Improvements
Estimated need 1993
Proj ect
Purpose
Cost
1.
Provides fire protection for Highway 60, commercial/industrial service for Oslo at I-95.
$2,867,000
2.
Provides extension of commercial/industrial service and fire protection to intersection of
Hwy. 60 and I-95
$ 757,000
3.
Provides commercial/industrial service and fire protection to intersection of Fellsmere
Road and 1-95
$4,923,000
Cost Estimate Phase 1
$4,923,000
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Table 11.2
Indian River County Potable Water System
Proposed Water Transmission Line Projects
Phase II
Estimated need 1995
Project
Purpose
Cost
4.
Provides service to TAZ 80, 81 and 82 areas as identified in the Water Expansion
$1,056,000
Assessment Program Under Comprehensive Plan - Phase V, 1995 - 1996
Road construction on 27th Avenue estimated to start 2/95
5.
Provides service to Atlantic Blvd. commercial/industrial corridor - projected 334 ERUs
$ 353,000
6.
Provides fire protection support and peak hour demands when commercial/industrial
$2,906,000
developed acreage in the Hwy. 60 I-95 area exceeds 90 acre/900 ERU or peak hour
pressures drop to below 40 psi..
7.
Provides service to TAZ 45, will complete section of 16 inch pipe loop for system
$ 930,000
transmission and pressure stability between North and South County. Projected 1900
ERU. Road construction on Indian River Blvd. estimated to start 6/92.
8.
Provides service to the US 1 commercial/industrial corridor. Projected service 250
$1,939,000
commercial/industrial acres or 2500 ERU. Road construction on SR 510 from Kings
Hwy to US 1 estimated to start 6/93.
9.
Provides service to US 1 commercial/industrial corridor, Entire transmission line from
$2,229,000
Wabasso road. to Roseland 750,000 gallon elevated tank required to maintain 3000 gpm
fire protection. Projected 2390 ERU. Road construction on US 1 from county line to
IRD estimated to start 9/92.
Cost Estimate Phase II
$9,413,000
M
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Table 11.3
Indian River County Potable Water System
Proposed Water Transmission Line.Projects
Phase III
Estimated need 2000
Project
Purpose
Cost
10.
Provides residential service in Roseland with 12 inch loop, projected 278 ERU. Road
$ 688,000
construction on US I estimated to start 9/92.
11.
Provides fire protection to commercial/industrial area at Fellsmere Rd. and I-95. Needed
$3,916,000
when the developed commercial acreage exceeds 70 acres or peak hour pressure drops
below 40 psi. Road construction on Hobart Road from 82nd Ave to US 1 estimated to start
9/92.
12.
Provides service to TAZ 34 and supports fire protection for US 1 corridor. Needed when
$ 544,000
the TAZ 34/US-1 developed commercial/industrial acreage reaches approximately 140 acres.
13.
Provides service to TAZ 34 and supports fire protection for US 1 corridor. Needed when
$ 658,000
the developed commercial/industrial acreage reaches approximately 110 acres in TAZ 41
and 106, or when pressures below .45 psi at peak hour are experienced in the area of 53rd
St. and US 1. Road construction on 53rd Street estimated to start 6/91.
14.
Provides service to the commercial/industrial corridor on 45th St. Needed when developed
$ 256,000
commercial acreage reaches 123 acres.
15.
Provides peak hour flow and pressure requirements to Hwy. 60. Needed when peak hour
$1,598,000
pressures below 40 psi are experienced at Hwy. 60 and I-95.
16.
$ 0
17.
Provides additional service transmission lines to TAZ 91 in support of service demand
$1,436,000
identified in the Water Expansion Assessment Program Under Comprehensive Plan - Phase
V and Phase VI. Trigger mechanism is required service or 1728 ERU. Road construction
on 27th Avenue estimated to start 2/95. Road construction on US 1 estimated to start
12/99.
Cost Estimate Phase III
$9,096,000
M
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Table 11.4
Indian River County Potable Water System
Proposed Water Transmission Line Projects
Phase IV
Estimated need 2005
Project
Purpose
Cost
18.
Provides additional service transmission lines to TAZ 93 in support
$ 650,000
of service identified -in the Water Expansion Assessment Program
Under Comprehensive Plan - Phase IV. Trigger mechanism is
required service or 852 ERU.
19.
Provides peak hour flow and pressure to Oslo road and Hwy. 60
$5,017,000
commercial/industrial areas. The trigger mechanism is pressures
below 40 psi at Hwy. 60 or Oslo Road commercial/industrial areas
at approximately 60% build out.
20.
Connects dead end 12 inch main and provides service to
$ 131,000
commercial/industrial area. The trigger mechanism is request for
service or water quality changes. Road construction estimated to
start 6/04
21.
Provides service to TAZ 33 and supports fire protection for US 1
$ 636,480
corridor. Needed when the developed commercial/industrial
acreage US 1 east of Sebastion reaches approximately 60% build
out or the area requires an average demand of 900,000 gpd.
22.
Provides service to TAZ 62 and supports service to TAZ 64
$ 192,000
commercial/industrial area. The trigger mechanism is 350 ERU
for TAZ 62 or 50% build out for TAZ 64 commercial/industrial
acreage.
23.
Road construction on 66th Avenue from 16th Street to SR 60
$ 475,000
estimated to start 6/95.
Cost Estimate Phase IV
$7,102,000
M
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Table 11.5
Indian River County Potable Water System
Proposed Water Transmission Line Projects
Phase V
Estimated need 2010
Project
Purpose
Cost
24.
Provides service to TAZ 107 and provides support to maintain 40
$1,477,000
psi peak hour pressures at Hwy. 60 and I-95. Needed when peak
hour 40 psi pressures are experienced at commercial/industrial node
of Hwy. 60 or TAZ 107 demands are 400 ERU.
25.
Provides support to maintain demands and pressures at the 1-95
$3,847,000
intersections of Hwy. 60 and Fellsmere Rd. Provides a secondary
North/South County pipeline connection in case of a Kings Hwy.
failure. Services TAZ 35 projected for 461 ERU. The trigger
mechanisms are 40 psi peak hour pressures at either intersection of
1-95 with Fellsmere Rd. or Hwy. 60, or service to PUDs along
corridor.
26.
Provides supply service to the commercial/industrial corridor to
$ 685,000
maintain peak hour demands and fire protection. The trigger
mechanism is 50% build out of commercial/industrial acreage or
approximately 3000 ERU.
27.
Provides system supply support. The trigger mechanism is an
$ 534,000
overall average day system demand of 20 MGD. Road
construction estimated to start 6/92.
28.
Provides system supplysupport. The triggei mechanism is an
S 871.000
overall average day system demand of 20 MGD. Road
construction estimated to start 6/01
29.
Provides a primary main in the event that the GDU franchise is
$ 952,000
obtain and there is need for distribution support within the
franchise boundary. Road construction on US I estimated to start
12/99
Cost Estimate Phase V
$8,365,000
Total Cost
$38,899,000
Table 11-6
North Region Wastewater Collection System
Proposed System Expansion
Project
Phase 1 Immediate Collection of Wastewater flows
from the North County Schools.
Phase 2 Providing service to commercial and
industrial areas along S.R. 512 and
Interstate 95.
W
Estimated Capital
Construction Cost
Date $1.000.0(
1993 0.36
1994
1995
1996
1997
2000
go
0.47
on,
1.91
Road construction on SR 512 from I-95 to
SR 510 is estimated to start on 6/95.
..
Road construction on SR 510 from 66th Ave.
_
to US 1 is estimated to start on 6/93.
Phase 3
Providing service to Residential areas
along Roseland Road.
:.
Phase 4
When the flows at the North County
Wastewater Treatment Facility reaches an
average daily flow of 1.0 MGD.
Phase 5
When the flows from the commercial and
industrial nodes along S.R.512 have an "
Equivalent Residential Unit average daily
flow of 1300 units.
Phase 6
When the flows from the commercial and
_
industrial nodes along S.R.512 have an
Equivalent Residential Unit average daily
flow of 2200 units.
Road construction on SR 510 from SR 512 to
66th Ave. is estimated to start on 6/97.
Road construction on SR 510 from 66th Ave.
to Kings Highway is estimated to start on
.,
06/02.
W
Estimated Capital
Construction Cost
Date $1.000.0(
1993 0.36
1994
1995
1996
1997
2000
go
0.47
on,
1.91
/ d 1
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NORTH INDIAN RIVER COUNTY
EXPANSION PLAN
WATER & WASTEWATER
oil
65[h SbW
LEGEND
Im
Wastewater
alrc
_I Brevua City
— — Mev, lova Canty
I
Uk
I
/ e \
Ill;l�_IIIIICILII "!'
R
um, !gy�lIINS
NORTH IRIDIAN RIVER COUNTY
LOCATION OF WATER & WASTEWATER
WABASSO
LEGEND
Water
Wastewater