Feasibility Study Update For Water Facilities-1982

FEASIBILITY STUDY UPDAT
1d
E
WATER FRCILITIES
AS TO
REQUIREMENTS. COST ESTIMATES.
FINANCING AND RECOMMENDATIONS
FOR
COUNTY OF CURRITUCK
NORTH CAROLINA
BOARD OF COMMISSIONERS
BAXTER WILLIAMS, CHAIRMAN
HAROLO CAPPS STANLEY GRIGGS
R. H. FERRELL NEWTON HAMPTON
WEBB FULLER, COUNTY MANAGER
MOORE, GARDNER&ASSOCIATES, INC.
'1 CONSULTING ENGINEERS
ASHEBOR(
� yt
DCM COPY DCM COPY
lease do not remove.....
Division of Coastal Management

•
MOORE, CARDNEP-1. CLASSOCIA i CS, INC.
CONSULTING ENGINEERS
A� I
� r
110 WEST WALKER AVENUE
P. O. BOX 728
ASHEBO RO, N. C. 27203
TELEPHONE [phone]
March 15, 1982
Currituck County Courthouse
Currituck, NC 27929
Attention: Webb Fuller, County Manager
Dear Mr. Fuller:
RE: Feasibility Study Update on
Water Facilities
MGA Project No. 207432
We are pleased to furnish the County of Currituck herewith twenty (20)
copies of the Water Facilities Report. The report details projects
which may be constructed when project financing has been approved by
County officials, approved by the voters in a bond referendum and grants
received from state and federal sources.
We trust the information provided in this report will be helpful to
County officials as they decide the best course of action for the County
of Currituck.
Thank you for this opportunity to be of service to the County. Should
questions arise, or if we can be of assistance in the development of
this project, please advise.
Yours very truly,
MOORE, GARDNER & ASSOCIATES, INC.
Rox. Spainhour
Director of Feasibility Planning
RLS/jcw
Enclosures
ASHEBORO NC SURFSIDE BEACH SC CARY NC MEMPHIS TN RICHMOND VA BATON ROUGE LA

•
THIS REPORT IS RESPECTFULLY SUBMITTED TO COUNTY OF CURRITUCK THIS
J 1761 DAY OF1982.
MOORE, GARDNER & ASSOCIATES, INC.
BY G• CC G����%
u
Dir for of Feasibility Planning
and Project Development
I CERTIFY THAT THE ENGINEERING ASPECTS OF THIS REPORT WERE PREPARED
• UNDER MY DIRECT SUPERVISION.
SIGNED, SEALED AND DATED THIS / 7 DAY OF 1982.
MGA PROJECT NO. 207432
•
BY
Jo ph E. Hardee. P.E.
President
CARO/ (SEAL)
SrFq
a'7
2271 * '
L
Me
ii

0
•
Table of Contents
Letter
Certification
Table of Contents
I. Background, Population Projections & Design
Basis For Water Plan
A. Purpose and Scope
B. History and Background Data
C. Population and Economy
D. Population Projections
1. County and Proposed Service Areas
2. Outer Banks
E. Water Demands and Requirements
1. Proposed Service Areas
2. Outer Banks
• II. Water Resources
A. Water Supply Mainland
B. Water Supply Outer Banks
1. Sources of Water Supply
2. General Recommendations
III. Proposed Facilities
A. Project Description
1. Phase I, Part 1
a. Raw Water System
b. Water Treatment Plant
C. Distribution System
2. Phase I, Part 2
3. Knotts Island Project
4. Phases II and III
B. Hydraulic Analysis
C. Cost Estimates
1. General
2. Estimated Project Costs
•
Page
ii
II-4
II-5
II-9
III-9
i i i

•
Table of Contents (Cont'd)
Page
a. Raw Water Supply and Water
Treatment Plant
III-11
b. Phase I, Part 1 Distribution System
III-14
C. Phase I, Part 2 Distribution System
111-16
d. Subdivision Systems
III-18
e. Knotts Island
I11-18
f. Project Costs Summary
111-20
3.
Operation and Maintenance
III-21
D. Financing
III-22
1.
General
111-22
2.
Projected Annual Costs
III-24
3.
Revenues and Budget
III-24
IV. Summary
and Recommendations
IV-1
•
•
1v

•
SECTION I
BACKGROUND, POPULATION PROJECTIONS
& DESIGN BASIS FOR WATER PLAN
•

• A. Purpose and Scope
The purpose of this report is to update the Currituck County Water
Facilities Plan that was proposed in the 1973 Feasibility Study on
Water Facilities prepared by Moore, Gardner & Associates. This update
was considered necessary based on the fact that the County population
has increased substantially over the past 10 years and a renewed interest
in constructing a countywide water system has developed in the County.
This report outlines the facilities necessary to provide water to the
areas for a twenty (20) year period, phasing the construction of the
facilities based on population density.
This report provides the officials of Currituck County with a water
facilities plan designed to meet the initial and long range water demands
for the citizens of the County through the year 2000. The report provides
population data and population projections, water demand projections,
the facilities proposed to meet those demands, cost estimates, and a
financing plan.
B. History and Background Data
Currituck County is the most northeasterly county in North Carolina. It
is bounded on the east by the Atlantic Ocean, on the north by Virginia,
on the south by Dare County and Albemarle Sound, and on the west by
Camden County and North River. The county is divided into three (3)
major land areas. The largest is the main land portion which is the
peninsula between North River and Currituck Sound; Knotts Island is a
• peninsula that extends into Currituck Sound from Virginia; and the Outer
Banks is the third portion.
38/P I-1

iThe
topography of the
county
is characterized by northwest to
north
trending barrier sand
ridges
that are separated by low, flat
swampy
interridge areas that range from less than 5 to about 25 feet above mean
sea level. The crests of the sand ridges generally have a maximum
altitude of 15 to 25 feet above mean sea level. Prominent sand ridges
are the Camden Ridge in the western part of the county, the Pungo-Powells
Point Ridge, and Aydlett "Narrow Shore" Ridge, and the Knotts Island
Ridge along the west margin of Currituck Sound. The county is drained
by several small creeks and canals that flow into the Northwest and
North Rivers and Albemarle and Currituck Sounds. Most of the northern
and western parts of the county are swampland. Dismal Swamp and Great
Swamp occupy most of the area between the Camden and Pungo-Powells Point
Sand Ridges; Maple Swamp occupies the southern part of the area between
• the Powells Point Sand Ridge and the Aydlett "Narrow Shore" Ridge.
The county includes most of Currituck Sound and its islands and the
modern Currituck Beach barrier -ridge spit on the Atlantic Ocean. Savanna
is common in parts of Currituck Sound; in the northern part of the sound
they connect Knotts Island, Bells Island, and Church Island with the
Mainland. Relief along the western margin of Currituck Sound is greatest
between Aydlett and the north end of Church Island where there are
cliffs 15 to 25 feet high. Relief on the Outer Banks can range up to
75 feet at the major dunes.
The Outer Banks area of Currituck County is- a narrow strip of land
bounded on the east by the Atlantic Ocean and on the west by Currituck
• Sound. The Outer Banks are composed primarily of sands that are
38/P I-2

• constantly in motion except when stabilized with vegetation. The topography
is generally of beach area, dunes, plain and marsh. Vegetation is of
primary importance, as it is the only effective stabilizing force on the
shifting dunes. The foredune area is very sensitive to development.
The normal type development is detrimental to the delicate balance of
nature existing on the Outer Banks.
The existing wastewater collection and treatment facilities serving
Universal Trailer Park and Ocean Sands are the only wastewater system in
Currituck County. The wastewater treatment plant effluent is disposed
of by spray irrigation.
There are four existing water systems providing potable water to the
• following trailer parks and subdivisions: Universal Trailer Park,
Wedgewood Lakes, Tulls Bay Colony and Walnut Island. Of these, only
Tulls Bay Colony provides any treatment beyond chlorination.
C. Population & Economy
In 1900, the population of Currituck County was approximately 6,500
persons, increasing to 7,700 by 1910. The county experienced a decline
between 1910 and 1950 to a population 6,200 persons. By the 1970 Census,
the population had increased to approximately 6,976 persons.
The 1980 Census reveals the population increased at a significant rate
during the ten years, with a 1980 population of 11,089 persons. The
mainland portion of the county received the major increase, apparently
• being affected by growth of the Norfolk, Virginia area.
38/P I- 3

•
Historically,
Currituck County
has
been a rural
area with
its economy
tied directly
to agriculture.
In
the past few
years, the
trend has
begun to change. With the proximity to Elizabeth City and Norfolk,
Currituck is becoming a bedroom area for individuals employed in these
riOrM"M
The mechanization of agriculture has reduced the number of full-time
farm employees. These individuals have joined the civilian labor force
that commutes to the more industrial areas in Norfolk and Elizabeth
City. Presently there are several small industries located in Currituck
County, resulting in gradual increase in the number of persons employed
in industry within the county. There has been an increase in the number
of individuals who are employed in recreation -related industry, as
• hunting and fishing guides, and in marine and campground -related services.
•
Future economic growth will most likely occur in the housing and related
services area. Recreational, seasonal second homes, and retirement
homes will occur mainly on the Outer Banks, the southern portion of the
Mainland and Knotts Island. Additional housing for those individuals
who commute to Elizabeth City and Norfolk for employment will most
likely occur in the north portion of the county.
Industrial development will most likely occur in the northwest portion
of the county in the Moyock and Shawboro Area, where access is available
from both the Norfolk and Southern Railway and State Route NC 168.
38/P I-4

The intracoastal waterway
passes
through the county,
entering
from
Virginia by North Landing
River,
following Currituck
Sound to
Coinjock,
and crossing the county in an east -west direction by canal to North
River and Albemarle Sound. The waterway provides an opportunity for
economic development by providing full -service marinas.
Development in the second home industry is closely tied to the Norfolk
urban area. The vacation and second home market is primarily a function
of driving time if the criteria of scenery and recreational opportunities
are met. Therefore, the provisions of access other than the Dare Beach
access would tend to accelerate the growth rate of Currituck Outer
Banks.
• Population densities have increased in many areas to the extent that
•
pollution of the groundwater aquifer is a distinct possibility due to
the use of septic tanks for treatment of domestic waste.
With groundwater aquifers being used for domestic supply through individual
wells, it is necessary that positive steps be taken to guarantee these
areas a source of potable water. The provision of a county -wide water
distribution system would provide such protection. With the provision
of a county -wide water distribution system, the necessity of a county-
wide wastewater collection and treatment system will be decreased, but
by no means eliminated.
38/P I-5

• Currituck County has left its rural past behind and is entering the
future as a metropolitan county. Growth of Currituck, during the twenty-
year period from 1950 to 1970, averaged less than one percent per year.
The period from 1970 to 1980, average approximately 4.7% per year. This
trend is expected to continue in the future. The increase in dwelling
units is also a sign of the change to a more urban trend. The 1970
Census recorded 2,735 dwelling units compared to 5,405 in 1980. This is
an increase of 97.6% during the ten year period.
For the purpose of this study, population estimates are based on census
data, past growth trends and house counts. House counts are based on
inspection of County maps and building inspection files. These estimates
are used primarily as the basis for determining feasibility of a water
• facilities project.
As previously mentioned, the population within Currituck County has
increased substantially over the past decade. The county had an increase
of 4,113 persons between 1970 and 1980 according to the 1980 Census.
The largest growth took place in the Moyock Township which had an 107.2
percent (%) population increase. Growth is expected to continue at a
moderate rate over the next twenty years. The primary influence causing
the increase, as previously stated, is the migration from the Virginia
area. One fact that could curtail the growth patterns would be land
use, such as soil suitability that would limit development. The following
table illustrates the growth rate in each of the townships over the past
two decades.
•
38/P
I-6

U
0
•
Township
1960
Crawford
2,332
Fruitville
440
Moyock
1,207
Poplar Branch
2,622
Total County
6,601
Population
Growth
% Growth
1970
% Growth
1980
6.6
2,487
59.8
3,974
15.5
508
78.3
906
23.8
1,494
107.2
3,095
- 5.1
2,487
25.2
3,114
5.7
6,976
59
11,089
D. Population Projection
1. County and Proposed Service Area
The projections of population are of primary importance in attempting to
design facilities in a reasonably acceptable manner for long range
needs. It is necessary to plan these facilities so that regardless of
what final timetable is required, the facilities installed will integrate
into an overall, long range plan that meets the county's needs as they
may arise.
Population projections have been made recognizing that they will not
occur precisely at the time nor the place indicated. These projections
are based on the 1980 Census, population projections from the NC Division
of Environmental Management and on the best judgment of the Engineers.
Unanticipated major industrial expansion or other unusual conditions
could drastically affect the projections; however, construction of the
proposed facilities are considered essential for meeting the projected
demands.
38/P I-7

• The projections of population have been made for -the years 1990 and
2000. The projections are based on past trends as recorded in the U.S.
Census Data, and projected by means of a proportion method based on
township.
Periodic updating at intervals no greater than five years will be necessary
in order to keep the projections in line with actual occurrences.
Listed below are the population projections.
POPULATION
US Census
Projected
Township
1970
1980
1990 2000
Crawford
2,487
3,974
6,010 8,754
•
Fruitville
508
906
1,513 2,436
Moyock
1,494
3,095
5,934 10,960
Poplar Branch
2,487
3,114
3,509 3,808
Total County
6,976
11,089
16,966 25,958
It is essential
to know within
reasonable
limitations what the service
area population
will be in
order to design
a facility to meet the demands
of a growing area. The potential
customers
in the proposed water service
areas for Phase
I construction
have been
calculated from house counts
along the service lines.
The house counts
are based on County mapping
and upon the County's building
inspection
files. Phase I construction,
as shall be detailed in a
later section,
includes construction on the
mainland only.
Using the
1980 US Census
data of 2.05 persons per household,
•
the following table lists
the estimated service
area population.
38/P I-8

• Service Area Population Projection (Mainland)
3,661 Existing residences x 2.05 persons per household = 7,505
1982 1990 2000
7,505 11,482
17,568
In addition to the 3,661 residences in the service area, there are 5
schools, 194 commercial establishments and 1 prison unit.
2. Outer Banks
There are appoximately 7,700 acres of developable land on the Outer
Banks of Currituck County. By using the existing density of recorded
subdivision and the PUD concept of development on all large undivided
is tracts, it is possible to project the ultimate development of Currituck
Outer Banks. Assuming there are no major concept changes in land use
planning, the ultimate density would be 36,500 dwelling units. At the
present occupancy rate, this would be a population of 127,700.
The Outer Banks South has an area of approximately 3,100 acres with a
potential development of 17,200 dwelling units and a population of
60,200. The resulting densities would be 5.6 dwelling units per acre
and 19.5 persons per acre.
The Outer Banks North has an area of 4,600 acres with a potential of
19,300 dwelling units and a population of 69,500. The resulting densities
would be 4.2 dwelling units per acre and 14.5 persons per acre. The
• lower ultimate densities on the northern portion of the Outer Banks
38/P I-9

• results from a higher percentage of subdivisions -previously recorded at
the 20,000 square foot minimum lot size.
E. Water Demand and Requirements
1. Proposed Service Area
The projection of water requirements is an essential element in the
design of a water system. Once demand has been projected the adequacy
of the raw water source must be determined. If the raw water source is
adequate, water facilities must be designed such that the projected
demand can be delivered to the customer.
The water requirements for the service area are based on the projected
population and estimated per capita water consumption. The projected
• per capita water consumption in this report is based on water production
•
records from area similar to Currituck County.
It is estimated that the initial per capita water consumption on the
average day will be approximately 65 gallons per capita per day. Based
on the US Census of 2.05 persons per household, the average residential
unit is expected to use approximately 133 gallons per day or approximately
4,000 gallons per month. The following table lists the estimated water
demands for the service area and Figure 1 illustrates the projected
demands through the year 2000.
38/P I-10

•
•
Projected Water Demands for Existing Service Area
Existing Units Demands Per Day Total Demands Per Day
Residential (3,661) 133.00 486,913
Commercial (194)
5 Schools (1,836 students)
1 Prison Unit (186 Inmates)
TOTAL
150.00
25 per student
60 Per Inmate
Maximum Day Demands (1.5 x 573,073)
2. Outer Banks
29,100
45,900
11.160
573,073
859,610
The anticipated usage rate for the Outer Banks of 75 GPCD (Gallons Per
Capita Per Day) initially and increasing to 100 GPCD by 2000 is based on
the assumption that Currituck Outer Banks will continue to remain residential
in nature. discouraging high water usage, and prohibit any water using
industry. The probability of estimating the exact demand, or the precise
time at which future demands will occur is slight, however, this does
not create any real problem since the projected demand will occur slightly
before or after the estimated time. If the projected demand occurs
before the estimated time, this simply means additional revenue with
which to finance the necessary additions and extensions to the system.
If the projected demand occurs after the estimate time, the expected
life of the facility is greater than anticipated and would still be in
use when the projected demand occurs.
As previously discussed, the primary objectives in projecting water
requirements are: (1) determine if adequate raw water supplies are
available to meet the projected demands and (2) design adequate water
38/P

•
facilities
for delivery to
the customer the projected water requirements.
The average
day demand is
determined by multiplying the per capita
consumption
rate by the estimated
population. The maximum
day demand is
determined
as a percentage
of the average day and may in some small
communities
reach as high
as 200 percent. The maximum day
demand is
useful in
determining the
total required production rate.
SOUTH CURRITUCK OUTER BANKS
YEAR
ESTIMATED PEAK DAILY POPULATION AVERAGE DAY
MAXIMUM DAY
1980
700
52,500
94,500
1985
4,550
341,250
614,250
1990
7,700
616,000
1,108,800
1995
9,450
850,500
1,530,900
2000
12,950
1,295,000
2,331,000
Basis:
Average Day
Maximum
Day
1980 - 75 GPCD
180% of
Average Day
1985 - 75 GPCD
1990 - 80 GPCD
1995 - 90 GPCD
2000 - 100 GPCD
•
38/P I-12

•
NORTH CURRITUCK OUTER
BANKS
YEAR
ESTIMATED PEAK DAILY POPULATION
AVERAGE DAY
MAXIMUM DAY
1980
405
30,375
54,675
1985
1,750
131,250
236,250
1990
3,500
280,000
504,000
1995
5,100
459,000
826,200
2000
7,700
770,000
1,386,000
Basis:
Average
Day
Maximum
Day
1980 -
75 GPCD
180% of
Average Day
1985 -
75 GPCD
1990 -
80 GPCD
•
1995 -
90 GPCD
2000 -
100 GPCD
It is anticipated that by 1995, population densities will have increased
to the point that it will be desirable to connect the Outer Banks Water
System with the Mainland Water System by means of a submerged water
fir.-WIP
Until such time as the Outer Banks System is connected to the Mainland
Water Supply, it will be necessary for new developments to set aside the
necessary areas for well fields capable of supplying the recorded density.
One day supply of water should be provided in storage with at least
one-half of the required storage being in the form of elevated storage
38/P I-13

• and the remaining in ground storage tanks. The elevated storage tanks
should have an overflow elevation of 158.6 which will provide a maximum
0
0
pressure of 60 psi at ground elevation of 20 feet, the average elevation
for both the Mainland and Outer Banks.
Major distribution lines should be sized to provide the peak demand with
a residual pressure of 30 psi.
38/P I-14

s
SECTION II
WATER RESOURCES
•
0

• A. Water Supply Mainland
The groundwater resources of Currituck County have been described in
previous reports from Moore, Gardner & Associates. This section describes
the selection of well field sites and the methods of construction and
development of groundwater as a source for a county public water supply.
A review of previous reports indicates that there are three potential
aquifers in the area. The surficial aquifer (water -table aquifer), the
Upper Miocene (Upper Yorktown) aquifer and the Upper Miocene (Lower
Yorktown) aquifers are considered as potential sources of groundwater.
The water -table aquifer, of Post Miocene Age, includes fine to coarse
grained sand interbedded with clay lenses and beds. A review of data
from wells tapping the water -table acquifer shows that these wells yield
• from 2 to 10 gallons per minute with specific capacities of less than
.05 gallons per foot of drawdown. The wells tapping this aquifer are
less than 100 feet deep and generally supply adequate quantities of
water for single -home domestic use. The water from this aquifer usually
contains objectionable amounts of dissolved iron and is locally hard to
very hard. Because this aquifer has low permeability and low well
yields, the water -table aquifer is not considered the best aquifer for
the development of public supply wells.
The aquifers below the upper miocene formations are considered to be too
salty for use as a water supply. In adjacent areas the Beaufort formation,
and older formations, are known to contain chlorides in excess of 250 mg/l
and it is assumed that these formations are also too salty for use in
0 Currituck County.
38/Q II-1

The
aquifers of
Upper Micocene Age
(The Yorktown -Formation) are
considered
to
be the best
potential source of
water supply for the county
system.
The Yorktown formation is divided into two aquifers designated as the
Upper Yorktown and Lower Yorktown aquifers. In the county, the Yorktown
is composed of sandy shell beds underlain by marl and shell with inter-
bedded sandy clay. The top of the Yorktown is about 50 feet below mean
sea level in the northwest part of the county and about 150 feet below
sea level in the southeast part.
(See Figure 2) The formation ranges in thickness from about 300 feet in
the northwest to about 450 feet in the southcentral part of the county
(see Figure 3).
Water from the Yorktown will require treatment for iron and hardness
•
removal. The Upper Yorktown does not contain excessive chlorides in
most of the county. Figure 4 shows the ranges of chlorides in the Upper
Yorktown. The closure of high chlorides in the vicinity of Moyock is a
result of upward saltwater intrusion because of pumpage near Moyock.
The low chloride zone trending northeast -southwest through the central
part of the county probably indicates that a more permeable part of the
aquifer has been flushed of saltwater by recharge from the Dismal Swamp
area. The low chloride zone in the southeastern part is from local
recharge. The water -table is about 5 feet higher than the Yorktown
potentiometric surface. This is apparently a sufficient head difference
to force fresher water from the water -table through the confining clay
beds and into the Yorktown aquifers. If this small amount of head
difference can force freshwater downward then a reversal of head by
•
38/Q II-2

•
lu
-#- V 1 R 6 1 N I A
Moyo:k Knotts Is.
4fO
F '
c� 0
_ urntuck". M
� 1
Showboro / Borco
on
r
N
0
W E
S
Aer..1
S pvy0 .1
FIOUIRE 2
ALTITUDE OF THE TOP OF THE
UPPER M IOCENE BELOW MEAN
SEA LEVEL Cl = 60'
0
•
i
i
0
a
x
1

•
•
V R O I N 1 A
Moyo:k Knotts Is.
e
CO •••' C t
_ urntuck •" Z
Showboro Bared
bhp
in**
O
N
W E
0
cl
fn
a
4
y4R� E �
S O • :'
U� Is
FIGURE 3 `.
THICKNESS OF UPPE-P MIOCENE
C I = 50'
op Harbor

•
0
V I R 0 I N 1 A
Moy .k .;
1
`•y
1
AR4
S pvy •;�
D
FIGURE 4
C14LORIOE CONTENT OF WATER. FROM
UPPER MIOCENE IN MG/L.

• pumping can force saltwater upward and contaminate the pumping wells.
The most desirable area to develop wells, from the standpoint of saltwater
encroachment, would be in the west -central part of the county.
Water in the Yorktown formation is under artesian conditions. That is,
the water will rise above the top of the aquifer that contains it. A
Potentiometric surface is the height to which water will rise in an
aquifer. Figure 5 is a map of the potentiometric surface of the Yorktown
aquifer in the county. The high contours in the northwest are near the
recharge area associated with Great Dismal Swamp. Another high closure
occurs in the southeast where local recharge, previously discussed,
takes place. The low closure near Moyock results from pumpage which has
lowered the water levels. The potentiometric surface through the central
• part of the county is between 5 and 10 feet above mean sea level.
A section was prepared from the previous illustrations to show conditions
along a line from Moyock to Poplar Branch through the central part of
the county. As may be seen in Figure 6, wells in the central part of
the county, 100-300 feet deep would top the Yorktown aquifers where the
chloride content of water is less than 50 mg/l and where the specific
capacity of wells is the highest. Based upon the above, it is recommended
that the well field be located in the area between U.S. Hwy. 158 and NC
Hwy. 168 in the western half of the county.
The well field should be constructed in a line, along one or both highways
mentioned above, rather than in a grid system. This will help minimize
•
38/Q
II-3

V 1 R 0 1 N I A
•
e
Fy
(n q
Showboro
h
1
•
S
FIGURE 5
POTENTIOMETRIC SURFACE IN UPPER
M IOCENE CI-5 FEET DATUM MEAN
SEA LEVEL
•
'owell
SC *

• SPECIFIC
CAPACITIES
•
M5L OI
100
J
i
w 200
m
I—
Iu
W
IL
? 300
H
a
w
a
P
K-
I I t
A
I
I/
A
.9
M 9 �!► � �
VV v
MOYOCK 5LIGO
COINJACK
POPLAP
I
I
BRANCO
A
A,
-----
^-- zPOTIENTIOMETRIC SURFACE
POST MIOCENE IN UPPER MIOCENE
tcoNc OF DEPRESSION
FROM PUMPING
SALTWA?ER INT(Luslow UPP0FZ Y012KTDWN
/ F12oM PUMPING
CL ICL CL CL CL CL CL
IOa• >2?a Z� I
50 - 100 t So
2s0I I
UPPER MIOCENE
LOWER YORWTOwN
M10 MIOCENE
FIGURE Co
• �jECTION A -A' 5HoWING DEPTH AND TWICKNESS
OF UPPE12 MIOCENE UNIT AND
CI4LOK2IDE CONTENT IN MGI L OF
WATER AND SPECIFIC CAPACITIES
OF WELL'S

• the draw down effects of one well upon another. -The main objective in
designing the well field should be to obtain the required amount of
water without causing salt -water encroachment into the well field by
creating excessive drawdown.
The well design should be based upon the construction of one or two test
holes which can be completed as supply wells. The wells should be
multiple -screen gravel -packed wells that tap both upper and lower Yorktown
aquifers. After construction and testing of the test wells, the remainder
of the wells and well field may be designed and constructed. It is
anticipated that the field will require between 6 and 12 wells to meet
current water needs.
• B. Water Supply Outer Banks
The Outer Banks Area of Currituck County is a narrow strip of land
bounded on the east by the Atlantic Ocean and on the west by Currituck
Sound. The Outer Banks are composed primarily of sands that are
constantly in motion except when stabilized with vegetation. The
topography is generally of beach dunes, plain and marsh. Both the marsh
and the primary dunes are areas that are extremely sensitive to develop-
ment pressures. Vegetation is of primary importance as it is the only
effective stabilizing force on the shifting dunes and the marsh. The
normal grid type development is detrimental to the delicate balance of
nature existing on the Outer Banks. In order to prevent irretrievable
damage to the Outer Banks System it is necessary that certain precautions
be followed in developments. Construction should not be allowed on the
• primary dunes and marshlands. Precautions should be made to prevent
38/Q N-4

•
pedestrian and
vehicular traffic
from destroying -the vegetation in the
primary dunes
by providing access
at predetermined locations. It is
felt that this can be accomplished by utilizing planned unit development
in place of the normal grid type of development. The planned unit
development (PUD) will include open space for wells and sub -surface
disposal fields, as well as keeping construction away from the ecologically
sensitive area of primary dunes and marshland.
1. Sources of Water Supply
Groundwater is that water below the land surface within the zone where
all pore spaces are filled with water. The top of this zone is called
the "water table". An aquifer is a rock or sand layer, or group of
layers, that are water -bearing and capable of transmitting usable
• quantities of water to wells or springs. Where groundwater does not
completely fill a permeable formation, its surface (the water table) is
free to rise and fall in response to recharge and discharge to and from
the aquifer. Such groundwater, is said to occur under non -artesian, or
water table conditions if groundwater completely fills a permeable
formation that is overlain by a relatively impermeable bed, or aquiclude,
its surface is confined and is not free to rise and fall. Such water is
said to occur under artesian conditions.
All fresh groundwater in the area is derived from local precipitation
and occurs in the upper and lower lithologic units, hereafter referred
to as the upper and lower aquifers. According to data collected by the
U.S. Geological Survey, aquifers that extend beneath the Outer Banks
• from the Mainland all contain saltwater.
38/Q II-5

• Fresh groundwater in the Currituck Outer Banks area occurs in a lens -
shaped body lying above saltwater. Excessive withdrawal of the freshwater
will result in the encroachment of saltwater into the aquifer being
pumped. The extent of encroachment depends mainly upon the elevation of
the water table relative to mean sea level. The elevation of the water
table is greatly influenced by the amount and distribution of the with-
drawals. The possibility of saltwater encroachment among other factors
must be considered in determining the amounts of water that may be
safely withdrawn from an aquifer, and the location and design of well
fields.
Water in the upper aquifer occurs under water table conditions, which
means that water levels in wells penetrating this aquifer represent the
• top of the zone of saturation or the water table. The water table rises
in response to recharge from precipitation and falls in response to
discharge into the ocean and sound, leakage to the lower aquifer, loss
by evapotranspiration, and pumping.
The upper aquifer has an average thickness of about 35 feet throughout
the area of investigation. The saturated thickness ranges between 25
and 30 feet, and no saltwater was found in this aquifer in the area.
Tests performed by Moore, Gardner & Associates, Inc. at Nags Head -Kill
Devil Hills Area in October, 1971, indicate that the upper aquifer has a
coefficient of transmissibility of about 10;000 GPD/Ft. and a storage
coefficient of about 0.3. According to a pumping test made in 1958 by
38/Q II-6

•
the U.S. Geological
Survey near
Nags Head,
the coefficient of
transmissi-
bility and storage
of the upper
aquifer are
15,000 GPD/Ft and
0.3,
respectively.
Mr. Edwin 0. Floyd, Groundwater Hydrologist at the time for Moore,
Gardner & Associates, Inc., who was in charge of the Nags Head -Kill
Devil Hill investigation, has observed the Currituck Outer Banks Area
and indicates that similar results would be anticipated.
The most costly chemical constituent to remove from water is chlorides.
Water having a chloride content of greater than 250 ppm is considered as
unfit for public water supplies by the U.S. Public Health Service..
Other constituents such as iron and hardness -causing minerals can be
• undesirable in excessive amounts, but they can be economically removed
with the proper treatment facilities.
Analyses of water samples taken from the test wells indicate that the
quality of groundwater in the area is such that no treatment other than
chlorination will be necessary in order to provide water acceptable for
public water supply.
"Safe Yield" in coastal areas is usually defined as the maximum rate at
which a well or group of wells may be pumped on a continuous basis
without causing saltwater encroachment. Saltwater encroachment can
occur in the proposed well field if long-term pumping exceeds the avail-
able recharge to the upper aquifer. If the system is thus unbalanced by
• artificial discharge, saltwater will begin moving toward the well field
from the sound, ocean and from the underlying saltwater aquifers.
38/Q II-7

The data obtained from the pumping test indicate -the aquifer can transmit
15 GPM of water to wells 400 feet apart without causing excessive stress
on the system so far as the transmitting and storing characteristics are
concerned. However, the water withdrawn from the aquifer must be replaced
from local precipitation if the system is to remain in balance. The
average annual precipitation for Currituck Outer Banks is about 47 inches
per year.
Of this amount, approximately 33 inches is lost by evapotranspiration.
The balance of about 14 inches per year reaches the water table. Some
of this water is lost to natural discharge from the aquifer, and a small
part cannot be released to wells because of the cohesion between the
water and sand grains. Optimistically, we can assume that retention by
• cohesion is negligible for our purposes, and that a part of the natural
discharge can be salvaged if the pumping effects are extensive enough.
Assuming that there is a total of 8,000 acres on the Outer Banks available
for surface recharge, this would make available approximately 5.95 MGD.
This would allow approximately 20,000 dwelling units to be placed on a
closed system on the Outer Banks if wells could be located to withdraw
uniformly from the aquifer.
In order that the actual effects of pumping from the well field can be
measured, and in order to have a method of detecting the early evidence
of saltwater encroachment, a system of observation wells is to be pro-
vided. Water samples and water level measurements should be taken from
each observation well at least weekly during the pumping season. Graphs
• showing the changes in chloride concentration and water levels should be
kept on a current basis.
38/Q II-8

• There is a slight possibility that freshwater is -available in deep
aquifers beneath the Outer Banks. The upper Yorktown Aquifer, which
furnishes freshwater on the Mainland, may be located beneath the Outer
Banks. However, the aquifer has a downward trend as it proceeds easterly.
It is highly desirable that a deep test well be provided on the Outer
Banks Area.
Surface water is available in a few small freshwater ponds, but is not
available in sufficient quantities to be considered for a major water
system. The waters of Currituck Sound, although considered fresh,
contain levels of chlorides which would require removal by reverse
osmosis or electrodialysis, both of which are high in initial cost and
expensive to operate, and should not be considered before other means
is proved uneconomical.
2. General Recommendations
The surficial aquifer should be the initial source of supply for the
Outer Banks. Shallow, 4 inch diameter wells, or horizontal wells, will
be pumped at 15 gpm for 12 hours per day to supply the average day
demand. Wells should be located a minimum of 500 feet west of the high
tide line at the Ocean Side of the Banks. Every effort will be made to
locate the wells as close to the central part of the land area as possible.
Adjacent wells should be located a minimum of 400 feet center to center
to minimize drawdown and saltwater intrusion. Well field areas should
not require fencing, but will have to be provided with a 100 foot radius
of protection, which may include up to one-half of the right-of-way
• width. Water quality is such that no treatment, other than chlorination
should be required to provide a high quality potable water supply.
38/Q II-9

•
SECTION III
PROPOSED FACILITIES
0
•

• A. Project Description
The project proposed herein is based on the Engineer's sincere effort to
provide a plan which is technically sound and economically most feasible.
The goal of providing water on a county -wide basis is best accomplished
by phasing projects. The initial phase, as described herein, is recom-
mended for construction in 0 to 5 years; the second phase in 5 to 10 years;
and, the third phase in 10 to 20 years. The first phase is proposed to
provide water to currently the most densely populated areas of the
county. Subsequent phases are based on providing water to additional
areas where sufficient development is anticipated in the future to make
extensions of lines economically feasible. Phases II and III, being
based on anticipated development, should be viewed as a tool for planning
that can be adjusted to respond to changes in development patterns in
• the County. Exhibit 1 in the appendix presents the proposed projects
r�
U
for all three phases.
Based on the magnitude of providing water on a county -wide basis, Phase I
is divided into two parts, Part 1 and Part 2. Part 1 covers the area
north of the Intracoastal Waterway and Part 2 covers the area south of
the Intracoastal Waterway.
1. Phase I, Part 1
a. Raw Water System
The water resource section of this report recommended that the well
field be located in the western half of -the county between U.S.
Highway 158 and NC Highway 168 for the best quality and yield. A
154/0 III-1

• feasible location for initial construction appears to be east of
and adjacent to the Southern Railroad, north of Shawboro. The
wells would be lined up no closer than 1,000 feet apart. A spacing
of 1,500 feet is recommended for initial consideration.
It is estimated that the wells in this area will produce 50 to
100 gallons of water per minute. For the purpose of estimating the
number of wells required in the initial phase, it is assumed the
average well will yield 100 gpm. The number of wells required are
calculated as follows:
568,627 gals/day = 395 GPM = 3.95 Wells
1440 minutes/day 100 GPM/per Well
North Carolina Public Law 93-523 states that the combined yield of
all wells of a water system shall be sufficient to provide the
average daily demands in not more than 12 hours pumping time.
Based on this criteria it is estimated that 8-10 wells will be
required in the initial phase.
It is emphasized, as previously discussed, that prior to construction
of the supply wells pumping tests should be performed on test
holes. It is recommended, therefore, that one or two test holes be
constructed which could be completed as supply wells. Data from
these test holes would be very useful in determining the actual
number, location and spacing of the supply wells which would be
• required.
154/0 III-2

b. Water Treatment Plant
In the initial phase, it is recommended that the treatment plant be
designed with a capacity of 1.0 MGD with simple modification to
expand to 2.0 MGD in the ultimate phase (year 2000). The treatment
plant site would be located to the north of Shawboro off NC Highway
168. The groundwater quality is such that the treatment will
require aeration, settling, filtration, disinfection and softening.
Preliminary process design is as follows: raw water pumped from
wells to aerator at head of settling basin; chemical feed for
oxidation and flocculation after aeration; settling; settled water
pumped through pressure filters and softeners, disinfected and
released to 500,000 ground storage reservoir; high service pumps
deliver water to distribution system as needed; system to be automated.
The ground storage tank is to act as a buffer for smooth uniform
plant operation. It will also provide emergency storage and will
keep the distribution system in balance during periods when the
plant is not in operation.
C. The Distribution System
Phase I, Part 1 of the distribution system will provide service to
the north and west portion of the county's mainland, above the
Intracoastal Waterway. The distribution system for Part I includes
three (3) 100,000 gallons elevated storage tanks. The tanks will
be located in the following areas: adjacent to NC 168 and north of
Ranchland Subdivision; at the intersection of NC 34 and State Road
1222; and, near the community of Barco. High service pumps at the
treatment plant will boost water into the tanks near Ranchland and
154/0 III-3

• the intersection of NC 34 and SR 1222. A booster pump station will
be installed between the tanks at the above stated intersection and
the tank near Barco to boost water into the Barco tank.
The major distribution lines begin with a 12 inch water main at the
treatment plant which runs along NC Highway 168 to the intersection
of NC Highway 168 and NC Highway 34 at Sligo. A 10-inch main
connected to the 12 inch main will continue from this point and run
northwest along NC 168 to the elevated tank. An 8 inch main along
US 168 will run from the tank to the community of Moyock.
A 12 inch main will run from Sligo along NC 34 to the elevated tank
at the intersection of SR 1222 and NC 34. An 8 inch main will run
• northwest on SR 1222 and tie back to the system at Moyock. From
0
the intersection of NC 34 and SR 1222 a 10 inch main will run south
along NC 34 to a booster pump stationed at the community of Maple.
From this point an 8 inch line will run south along NC 34 to the
tank near Barco. From the tank at Barco an 8 inch line will run
east along US 158 for approximately 12,000 feet and a 10 inch line
will run south along US 158 to the Intracoastal Waterway Bridge in
Coinjock. The remainder of the distribution lines will consist of
6 inch, 4 inch, 3 inch and 2 inch mains as illustrated in Exhibit 1
in the Appendix. Construction of water lines in subdivisions is
proposed as discussed in Section III.C.L d of this report.
154/0 III-4

Water mains will be located in road right-of-ways. Easements may
be required for sections of line from the treatment plant and tanks
to adjacent roads depending on the location of these facilities.
Property will be acquired for the water storage tanks and booster
pump station.
2. Phase I, Part 2
Part 2 will consist of a distribution system which will connect to the
"Part 1" system at Coinjock, making the crossing of the Intracoastal
Waterway with a 12 inch submerged main. This part of the project consists
of two (2) 100,000 gallons elevated storage tanks and one (1) 500,000
gallons ground level storage. The elevated tanks are located near the
community of Grandy, and the community of Mamie. The ground level water
storage will be located north of the intersection of NC Highway 158 and
NCSR 1140. Two booster pump stations will be required, one located
beside the ground storage tank and the other located near Powells Point.
The 10 inch main, (12" under the waterway) after crossing the Intracoastal
Waterway will run south along US 158 to the ground level storage tank.
An 8 inch main will tie into this 10 inch main at the intersection of
NCSR 1142 and run northeast along NCSR 1142 to Waterlilly. An 8 inch
main will tie into the ground level storage tank and run south along
US 158 to the elevated tank at Mamie. An 8 inch line will also run
along the roads from Aydlett to Grandy and tie into the 8 inch line
along US 158. The remainder of the distribution lines will consist of
6 inch, 4 inch, 3 inch and 2 inch mains as illustrated in Exhibit 1 of
• the Appendix. Construction of water lines in subdivisions is proposed
as discussed in Section III.C.L d of this report.
154/0 III-5

0 As with Phase I, Part 1 water mains will be constructed in road right-of-
ways. Property will be acquired for the pumps and storage tanks.
Easements may be required, depending on the location of the storage
tanks, to tie these facilities into the mains running along the adjacent
roads.
3. Knotts Island Project
Construction of water facilities on Knotts Island is recommended for
Phase II construction. The project is described below and cost estimates
are given in a subsequent section as an aid to the County in its consid-
eration of this project. Several factors should influence the decision
as to which phase this project should be assigned. Among these factors
are: (1) the economic feasibility of the project; (2) the collective
• desires of the Board of Commissioners; (3) the magnitude of the project
with respect to Farmers Home Administration's involvement in financing;
and (4) raw water supply projections based on pumping tests.
The project consists of constructing a horizontal well, raw water pump
station, package type water treatment plant, and an 8 inch finished
water feeder main along NC 615. A 100,000 gallon elevated storage tank
is proposed for construction off NCSR 1255 between its intersection with
NCSR 1256 and 1258. A 6 inch distribution main is proposed to run along
the entire length of NC 615 south of its junction with NCSR 1255. The
remaining lines are 4 inch, 3 inch and 2 inch.
As with the raw water facilities proposed on the mainland, it is recom-
mended that pumping tests be run prior to construction of the horizontal
well.
154/0 III-6

• Water mains will be located in road right-of-ways. Property will be
acquired for the well site, water treatment plant and elevated storage
tank.
4. Phases II and III
Phases II and III are not described in detail herein other than the
Knotts Island Project (previous section) but are illustrated in Exhibit 1
of the Appendix. These projects are recommended for construction when
sufficient development makes them feasible.
Phase II construction on the mainland is recommended for the following
areas:
• -along NCSR 1248, 1249, 1250, 1251, 1252 and 1253 at the mid -northern
•
part of county bordering the Virginia line;
-along NCSR 1227 near Moyock to Universal Trailer Park off NCSR 1218;
-along NCSR 1214 southeast of Moyock;
-along NCSR 1238 northwest of Currituck;
-along NCSR 1234 northwest of Currituck;
-along NCSR 1142 at the tip end of Church Island;
-along NCSR 1246 and US 158 to close the loop south of Maple;
-along NCSR 1147, 1148, NC 168 and US 158 south of Shawboro;
-along NCSR 1241 north of Maple;
-along NC 3 southeast of Poplar Branch;
-along NCSR 1129 at Grandy;
-along NCSR 1125, 1126 and 1127 northeast of Jarvisburg:
154/0 III-7

• -along NCSR 1118 between Jarvisburg and Powells Point;
-along NCSR 1116 and 1114 between Powells Point and Mamie;
-along NCSR 1111 and 1107 between Mamie and Harbinger;
-along NCSR 1106 and 1105 between Harbinger and Point Harbor.
Phase III Construction on the mainland is recommended for the following
areas:
-along NCSR 1250 at the mid -northern part of the county bordering
the Virginia line;
-along NCSR 1231 east of Moyock;
-along NCSR 1216 and 1217 southwest of Moyock;
-along NCSR 1202, 1210, and 1212 west of Sligo;
0 -along NCSR 1140 west of Adylett;
-along US 158 south of Shawboro;
-along NCSR 1123, 1124, and 1125 west of Jarvisburg;
-along NCSR 1112 southwest of Mamie.
Phase III construction on the Outer Banks is recommended for North Swan
Beach, Swan Beach, Whalehead Club, Ocean Sands, Carova Beach, and the
tie between Swan Beach and Whalehead Club. The water supply facilities
are also recommended for Phase III construction and are projected to
consist of a 12-inch water main which runs from a new booster pump
station on the mainland to a point on the Outer Banks between Whalehead
Club and Ocean Sands. The new booster pump station on the mainland
would be located adjacent to the ground level storage tank west of
• Aydlett. The crossing of Currituck Sound would be by submerged water
main.
154/0 III-8

• B. Hydraulic Analysis
The Phase I project, previously described, evolved from detailed hydraulic
analyses. The Engineers made concerted efforts to minimize the cost of
the project while maintaining dependable and adequate service to the
potential customers.
The major tool used in performing the hydraulic analyses was the Kentucky
Pipe computer program. This computer program uses the Hardy Cross
method for determining water pressures at designated points, or nodes,
in a distribution system based on instantaneous demands. The Engineers
assigned an instantaneous demand of 1 gallon per minute (gpm) to all
possible connections along the routes of the Phase I mains except schools
and the prison unit off NCSR 1246. The schools were assigned demands
• based on the number of students and the prison unit was assigned a
demand based on the number of inmates. This method of assigning demands
using the maximum number of connections and using an instantaneous
demand of 1 gpm per connection, in the Engineer's opinion, helps insure
that the distribution system will be able to produce reasonable pressures
at all points in the system through Phase III development. Though
future development cannot be projected with exactness, the Engineers
believe the system proposed has the hydraulic integrity to minimize
future problems associated with system expansion.
Based on the computer analyses and manual calculations the proposed
system is designed to provide a minimum of 30 psi to all points in the
system. This minimum pressure is recommended by Rules Governing Public
• War Supplies of the North Carolina Administrative Code for systems not
154/0 III-9

0 designed to carry fire flows. It is noted in this respect that the
system proposed herein is not designed to carry fire flows to all points
in the system; however, hydrants are proposed at 4500 and 5000 foot
intervals for lines 6 inches or larger. In many areas, especially near
tanks, sufficient flows will be available to fill tank trucks for fire
fighting purposes.
C. Cost Estimates
1. General
The construction costs presented herein are based on the preliminary
layouts of the proposed facilities for Phase I. The unit costs are
based on a study of current statistical data, including records of costs
of local construction projects of a similar nature. Unit costs reflect
the current market. Updated cost estimates will be needed in the future
when project design and advertising for bids take place; however, it is
believed the cost estimates presented here are adequate to develop
financing for Phase I.
2. Estimated Project Costs
The following sections itemize the estimated project costs for Phase I
construction. The costs for constructing systems in subdivisions is
included in the project costs; however, it may be that developers and/or
subdivision residents will construct the distribution systems in the
subdivisions. In addition the cost for the project in Knotts Island is
itemized. The Engineers recommend this project for Phase II construction
due to the fact that it is not as feasible at this time as Part 1 and
• Part 2. It may be the County's desire however, to construct this project
in Phase I and cost estimates are given as an aid in making this decision.
154/0 III-10

•
0
•
a. Raw Water
Supply and Water Treatment Plant
RAW WATER SUPPLY:
Quantity
Description
Unit Price
Cost
10,500 LF
8" Raw Water Line
$6.00/LF
$ 63,000
1,600 LF
10" Raw Water Line
$8.00/LF
$ 12,800
8
Wells, Raw Water
Pumps, Pump House
Site Work
$40,000 each
$320,000
1
Meter Vault
$12,000 each
$ 12,000
Appurtenances
$ 54,200
SUBTOTAL
$462,000
Construction Contingency
30,000
Total Construction Cost
$492,000
Land & Right -of -Way
10,000
Legal & Administrative
5,000
Technical Services:
Engineering Design
35,000
Construction Observation
15,000
Surveying
6,000
Testing
5,000
Interest During Construction
60,000
Project Contingency
17,000
TOTAL PROJECT COST
$645,000
154/0 III-11

• WATER TREATMENT PLANT
Description
Cost
Aerator
$ 18,000
Mix Basin
24,000
Plant Building (3,400 SF @ $35/SF)
119,000
Pumps, Valves, Miscellaneous
35,000
(2 Filter Pumps & 2 High Service Pumps)
Piping, In Plant
25,000
Valves & Fittings
15,000
Filters & Softners
100,000
Chlorine Equipment
14,000
Lab Furniture
12,000
Lab Equipment
8,000
• Miscellaneous Tanks
15,000
Chemical Pumps
10,000
Meter Vault
12,000
Holding Tank
10,000
Sand Beds/Pump Station
13,000
Electrical/Instrumentation
150,000
Mechanical/Plumbing
80,000
Yard Piping
30,000
Site Improvements
20,000
500,000 Gallons Ground Level Storage Tank
125,000
Construction Cost
$835,000
Construction Contingency
54,000
Total Construction Cost
$ 889,000
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U
154/0 III-12

i Land & Right -of -Way
Legal & Administrative
Technical Services: Engineering Design
Construction Observation
Surveying
Testing
Interest During Construction
Project Contingency
TOTAL PROJECT COST
•
•
18,000
9,000
62,000
27,000
9,000
8,000
108,000
31,000
$1,161,000
154/0 III-13

b. Phase I,
Part 1 Distribution System
Quantity
Description
Unit Price
Cost
54,500 LF
2" Water Main
$3.00/LF
$ 163,500
35,000 LF
3" Water Main
$3.25/LF
113,750
78,400 LF
4" Water Main
$3.50/LF
274,400
58,000 LF
6" Water Main
$4.50/LF
261,000
99,000 LF
8" Water Main
$6.00/LF
594,000
57,000 LF
10" Water Main
$8.00/LF
456,000
26,000 LF
12" Water Main
$10.00/LF
260,000
56
2" Gate Valve & Box
$200 Each
11,200
18
3" Gate Valve & Box
$225 Each
4,050
46
4" Gate Valve & Box
$250 Each
11,500
77
6" Gate Valve & Box
$300 Each
23,100
•
57
8" Gate Valve & Box
$400 Each
22,800
27
10" Gate Valve & Box
$500 Each
13,500
14
12" Gate Valve & Box
$600 Each
8,400
47
6" Fire Hydrant
$500 Each
23,500
60 LF
6" Steel Casing
$45/LF
2,700
120 LF
10" Steel Casing
$50/LF
6,000
60 LF
12" Steel Casing
$55/LF
3,300
60 LF
16" Steel Casing
$70/LF
4,200
400 LF
Stream Crossing
$50/LF
20,000
3
100,000 Gallon Elevated
$150,000 Each
450,000
Storage Tank with Foundation
1
400 gpm Pump Station
$50,000 Each
50,000
4
2" Meter & Meter Box
500 Each
2,000
•
2
4" Meter & Meter Box
$ 4,000 Each
8,000
154/0 III-14

•
•
•
*1509 Service Connections $
34,000 lbs. D. I. Fittings $
Stone, Pavement Patching,
Concrete, Driveway
Repair, Silt Fencing
and Other Appurtenances
CONSTRUCTION COST
Construction Contingency
Total Construction Cost
Land & Right -of -Way
Legal & Administrative
Technical Services:
Engineering Design
Construction Observation
Surveying
Interest During Construction
Project Contingency
TOTAL PROJECT COST
225 Each 339,525
1.00 lb. 34,000
$ 224,575
$3,385,000
225.000
$3,610,000
7,000
37,000
223,000
83,000
5,000
230,000
148.000
$4,343,000
* This number, 1509, consists of 1503 benefitted users and 6 non-
benefitted users. Service to the non-benefitted users does not require
an increase in line size relative to what would be required to serve
the "benefitted" users alone.
154/0

C. Phase I,
Part 2 Distribution System
Quantity
Description
Unit Price
Cost
41,800 LF
2" Water Main
$3.00/LF
$
125,400
21,000 LF
3" Water Main
$3.25/LF
68,250
103,000 LF
4" Water Main
$3.50/LF
360,500
35,000 LF
6" Water Main
$4.50/LF
157,500
127,000 LF
8" Water Main
$6.00/LF
762,000
6,000 LF
10" Water Main
$8.00/LF
48,000
40
2" Gate Valve & Valve
Box$200 Each
8,000
11
3" Gate Valve & Valve
Box$225 Each
2,475
56
4" Gate Valve & Valve
Box$250 Each
14,000
67
6" Gate Valve & Valve
Box$300 Each
20,100
64
8" Gate Valve & Valve
Box$400 Each
25,600
•
3
10" Gate Valve & Valve
Box$500 Each
1,500
35
6" Fire Hydrant
$500 Each
17,500
250 LF
10" Intracoastal Waterway$400/LF
100,000
Submerged Crossing
2
100,000 Gallon Elevated
Storage Tanks with
Foundation
$150,000 Each
300,000
1
500,000 Gallon Ground
Level Storage Tank
$125,000 Each
$
125,000
1
150 gpm Pump Station
$ 35,000 Each
$
35,000
1
300 gpm Pump Station
$ 40,000 Each
$
40,000
2
2" Meter & Meter Box
$ 500 Each
$
1,000
*1580
Service Connections
$ 225 Each
$
355,500
C
154/0 III-16

• 28,000 lb. D. I. Fittings $ 1.00/Lb. $ 28,000
Stone, Pavement Patching,
Concrete, Driveway Repair,
Silt Fencing and Other
Appurtenances $ 204,675
Construction Cost $2,800,000
Construction Contingency 182,000
Total Construction Cost 2,982,000
Land & Right -of -Way 10,000
Legal & Administrative 30,000
Technical Services: Engineering Design 184,000
Construction Observation 70.,000
Surveying 5,000
• Interest During Construction 207,000
Project Contingency 117,000
TOTAL PROJECT COST $3,605,000
n
U
*This number, 1580, consists of 1578 benefitted users and 2 non-benefitted
users. Service to the non-benefitted users does not require an increase
in line size relative to what would be required to serve the "benefitted"
users alone.
154/0 III-17

•
d. Subdivision Systems
Three subdivisions adjacent to the proposed distribution system
have existing distribution systems in place. They are Tulls Bay
Colony, Wedgewood Lakes and Walnut Island. Four subdivisions will
be served by virtue of the houses being lined up adjacent to proposed
routes of the water mains. Twenty-six subdivisions exist which can
easily tie into the proposed system but which do not currently have
their own system. They are Moyock Subdivision, Camelia Acres,
Ranchland, Beechwood Shores, Sleepy Hollow, Tulls Bay Acres, Buckskin
Creek, Equestrian Acres, Baxter Estates, Currituck-on-the-Sound,
Taylors Waterview, Bell Isle, Belle Island Farms, Bells Island,
Island Acres, S.W. Parker, Waterview Shores, Peach Tree Beach,
Albemarle Sound Beach, North River Shores, North River Orchards,
Newberns Landing, White Acres, Point Harbor, Griggs -Singletary and
Old Oak Estates. The total cost for constructing distribution
systems in these twenty-six subdivisions is included in the total
project costs for Parts 1 and 2 of the distribution system in Phase I.
e. Knotts Island
RAW WATER SUPPLY AND WATER TREATMENT PLANT:
Description
100,000 gpd Water Treatment Plant @ LS
1,000 LF Horizontal Well with Pump Station
2,000 LF of 8 inch Finished Water Transmission
Main @ $6.00/LF
Cost
$250,000
50,000
12,000
154/0
III-18

•
100 gpm Booster Pump Station @
LS
30,000
Appurtenances
6,000
Construction Cost
$348,000
Construction Contingency
22,000
Total Construction Cost
$370,000
Land and Right -of -Way
12,000
Legal and Administrative
4,000
Technical Services:
Engineering Design
31,000
Construction Observation
17,000
Surveying
5,000
Testing
5,000
Interest During Construction
30,000
Project Contingency
13,000
Total Project Cost
$487,000
DISTRIBUTION SYSTEM:
Quantity Description
Unit Price
Cost
5,000 LF 2" Water Main
$3.00/LF
$15,000
10,000 LF 3" Water Main
$3.25/LF
32,500
13,800 LF 4" Water Main
$3.50/LF
48,300
21,600 LF 6" Water Main
$4.50/LF
97,200
6 2" Gate Valve &
Box
$200 Each
1,200
7 3" Gate Valve &
Box
$225 Each
1,575
11 4" Gate Valve &
Box
$250 Each
2,750
17 6" Gate Valve &
Box
$300 Each
5,100
•
6 6" Fire Hydrant
$500 Each
3,000
154/0 III-19

•
60 LF 10" Steel Casing $50/LF
3,000
1 100,000 gal. Elevated
Storage Tank w/
Foundation
150,000
232 Service Connections $225 Each
52,200
Appurtenances
33,275
Construction Cost
$445,100
Construction Contingency
28,900
Total Construction Cost
$474,000
Land & Right -of -Way
6,000
Legal & Administrative
5,000
Technical Services;
Engineering Design
33,000
•
Construction Observation
20,000
Surveying (Easements)
6,000
Testing
2,000
Interest During Construction
37,000
Project Contingencies
171000
Total Project Cost
$600,000
•
f. Project Costs Summary
The following tables present the project cost summary based on the
figures in the preceding sections.
154/0 III-20

• Description
Phase I, Part 1:
Raw Water Supply
Water Treatment Plant
Distribution System
Subtotal
Phase I, Part 2:
Distribution System
Total Estimated Cost for Phase I
Total Project Cost
$ 645,000
1,161,000
4,343,000
$6,149,000
$3,605,000
$9,754,000
• 3. Operating & Maintenance Costs
Currituck County must make provisions for operating and maintaining the
proposed facilities. The following estimates are based on the actual
cost of operating and maintaining similar systems in eastern North
Carolina.
Description Estimated Annual Cost
Salaries $ 69,000.00
Payroll Taxes & License 5,500.00
Office Expenses (Supplies,
Postage, Electricity, Telephone, etc.) 4,000.00
Utilities 22,000.00
Vehicle 0 & M and Travel 10,000.00
• Insurance 9,000.00
154/0 III-21

• Legal & Audit
•
Supplies
3,500.00
32,000.00
Miscellaneous 17,000.00
Total Operation & Maintenance $172,000.00
D. Financing
1. General
The construction of a project of this magnitude should have a financing
plan that will be in the best interest of the County. The County should
seek the advice from their legal advisors, North Carolina Local Govern-
ment Commission, the Institute of Government, and other concerns that
may be available to aid in implementing the project.
There are several methods and resources available to the County in
implementing the project. These include the use of general obligation
bonds, revenue bonds, federal grants and state grants.
General obligation bonds are available upon the approval by the Voters
of the County. These bonds are the most commonly employed, and, based
on the available market and the lower interest rates are recommended by
the Engineers.
The issuance of revenue bonds is also an approach the County can take in
financing the proposed project. These bonds can be sold on the open
market but normally entail higher interest rates than general obligation
bonds.
154/0 III-22

0 Also available to the County for this project, as discussed below, are
federal and state grant assistance programs that may be helpful in
alleviating a portion of the capital cost.
The United States Government under many programs in previous years has
aided local government units in providing essential services such as
those previously outlined in this study. Within recent years, however,
many of the programs which had been available are being dropped by the
federal government. Present federal grant programs for water facilities
programs include Revenue Sharing and Farmers Home Administration Grants.
For the purpose of this report, the Engineers assume a maximum of 50% of
the eligible portions will be made available from these sources; however,
grants must be sought and secured before plans for financing can be
0 finalized.
•
Revenue sharing funds for this project, whether assisted or not under a
categorical grant from the federal government, may be used to offset
capital costs of said project as approved for financing by the local
government under the rules and regulations set out for use of such
funds. The County does not at this time know whether such funds will be
used and/or in what quantity they might be used; and the suggestion for
using this source will have to be weighed against other alternate ways
to determine the best course of action to follow. Revenue Sharing Funds
can be used by the County and can be introduced at their discretion.
154/0 III-23

• The State of North Carolina, through action of the 1977 General Assembly,
has set up the machinery, and the citizens of the state did in June 1977
vote to issue $230,000,000 in state bonds to assist in grant programs
for water and wastewater projects. For the purpose of this report, it
is assumed that these grant funds will be available to assist the County
in implementing the project, as detailed in the following sections.
2. Projected Annual Costs
The annual cost of the water facilities are predicated upon payment of
the debt service on bonds and upon operation and maintenance costs. The
projected annual cost upon construction of Phase I of the project is
detailed in Table 1 with the consideration of three levels of grant
assistance. The levels of grant assistance are given in percentages.
• The amount of grant is equal to the percentage multiplied by the eligible
project cost (total project cost minus land and right-of-way and interest
during construction). Financing is assumed to be by the Farmers Home
Administration at an 11.375% annual interest rate, for a term of 40
years, and with 2 years deferred principal payment.
3. Revenues and Budget
Proposed water rate schedules were developed by the Engineers for each
grant level with the objective of producing the needed income for mainte-
nance and operation of the system, plus produce sufficient revenue to
retire the indebtedness of the system. Should the proposed rates be
judged unrealistic, the rate schedule should be set as high as possible
without causing undue burden on the Water customer. Furthermore, other
0 sources of revenues should be established to make up the deficit. These
154/0 III-24

0
0
Table 1: Estimated Annual Cost Relative to Different
Levels of Grant Assistance for Phase I Construction
Total Project Cost, TPC
*Amount of Grant
Proceeds from Tap on Fees
Amount of TPC to be Financed
(Local Share)
Number of Connections at
80% of Potential
**Annual Debt Service Costs
Annual Operation & Maintenance
Total Annual Cost
Level of Grant Assistance
0% 25% 50%
$9,754,000 $9,754,000 $9,754,000
-0- 2,276,000 4,552,000
54,058 54,058 54,058
$9,699,942 $7,423,942
3,089
$1,122,089
172,000
$1,294,089
3,089
$ 858,802
172,000
$1,030,802
$5,147,942
3,089
$ 595,514
172,000
$ 767,514
*Based on given % times eligible project cost ($9,104,000). Eligible
project cost is equal to TPC less land and right-of-way costs and interest
during construction.
**Based on 11.375% interest, 40 year term and 2 year deferred payment on
principal.
38/S
1

other sources could include acreage fees, fees in lieu of assessment and
other charges as may be made to those benefitting from the use of the
system. Based on discussions with local officials this report assumes a
$35 per connection tap -on fee, half of which will go to help defray
capital costs and half applied to the first years operation and maintenance
costs.
Assuming that 80% of the potential customers along the proposed mains
becomes customers of the County Water System, Table 2 presents the
projected breakdown of customers into user brackets. This breakdown is
based on the Engineers best judgment and experience with water use
patterns for other county systems.
is
A review of
Table
2 illustrates that
6,178,000 gallons
per month (3089
customers x
2000
gallons per month)
are projected for
the minimum use
0
bracket. Table 3 presents the rate structure and the projected revenues
for three levels of grant assistance based on useage as detailed above.
The revenues are broken into benefitted and non-benefitted (connections
with meters larger than 3/4") since non-benefitted customers cannot
benefit from grants.
The Engineers recommend that a water rate structure be adopted with a
minimum charge for the first 2000 or less gallons per month and a fixed
rate per 1000 gallons for all use over 2000 gallons.
154/0 III-25

Table 2:
Projected Breakdown of Customers
Based on 80% Signup
Benefitted
Non-Benefitted
User Bracket
Projected
Monthly
Projected
Monthly
In Gal./Mn.
Number of
Consumption
Number of
Consumption
(Average Use)
Customers
in 1000 Gal.
Customers
in 1000 Gal.
0-2000
936
1.,872
0
0
(2000 Minimum)
Next 3000
1,552
5,432
0
0
(3,500)
Next 5,000
(7,500)
450
3,375
0
0
Next 10,000
111
1,665
0
0
(15,000)
Next 30,000
27
945
0
0
(35,000)
Next 50,000
5
375
*** 2
150
(75,000)
Next 50,000
-0-
-0-
* 4
500
(125,000)
Next 100,000
-0-
-0-
+ 1
225
(225,000)
All Over 250,000 -0-
-0-
**1
340
(340,000)
TOTAL
3,081
13,664
8
1,215
0
*3 elementary and 1 junior high school
+1 high school
**prison camp
**2 shopping centers
38/S
2

0 9 9
Table 3: Projected Revenues From Water Sells at 80% Signup
Benefitted
Non-Benefitted
Rate For:
Monthly
Revenues From:
Monthly
Revenues From:
Level of
Total
Total
Grant
Minimum
Ea. 1000 Gal
Mininum
Usage Over
Minimum
Usage Over
Monthly
Annual
Assistance
Usage
Over 2000
Usage
Minimum
Usage
Minimum
Revenue
Revenue
0%
$29.00
$2.10
$89,349
$15,754
$ 232
$2,518
$107,853
$1,294,236
25%
*$22.00
*$2.05
$67,782
$15,379
$ 232
$2,518
$ 85,911
$1,030,932
50%
*$16.00
*$1.60
$49,296
$12,003
$ 232
$2,518
$ 64,049
$ 768,588
*These rates apply to benefitted users only since non-benefitted customers cannot benefit from grants.
The rates for non-benefitted usage is fixed at the 0% level of grant assistance.

is The revenues projected in Table 3 are presented as guides in order to
off -set the projected expenditures. The following data presents the
budget summaries for each grant level based on estimated revenues and
expenditures as previously detailed.
0
:7
No Grant
Total Annual Revenues $1,294,236
Total Annual Expenditures 1,294,089
Surplus $ 147
25% Grant
Total Annual Revenues $1,030,932
Total Annual Expenditures 1,030,802
Surplus $ 130
50% Grant
Total Annual Revenues $ 768,588
Total Annual Expenditures $ 767,514
Surplus $ 1,074
154/0
III-26

•
SECTION IV
SUMMARY AND RECOMMENDATIONS
•
0

40 The Engineers recognize that the water facility projects described
herein are large in magnitude. Implementing the ground work to provide
for construction of the project(s) will require the sincere and concerted
efforts of all county officials as well as interested citizens. In
addition, the implementation of the project will require the best thoughts
of the county's legal, political, economic and technical advisors, and
the assistance of the North Carolina Department of Human Resources,
Division of Health Services, the North Carolina Local Government
Commission, Farmers Home Administration of the US Department of
Agriculture, the Currituck County Agricultural Extension Service and
perhaps others.
Though implementing the project will require a great deal of effort and
• coordination, the benefits of the project are substantial. The water
system would provide the County citizens with a safe, potable, and
dependable water supply. In addition the water system will provide an
important link in the plans of the county to provide service for its
citizens.
In the past, the general rule has been that delaying the construction of
projects will decrease their feasibility.
The Engineers believe that this rule applies here even though the current
economic and political atmosphere makes speculation difficult. Construc-
tion costs are the lowest they have been for several years but interest
rates are higher and grants from Farmers Home Administration are not as
• easily acquired as in the past. It is not known when construction costs
38/R IV-1

• will begin to rise again nor when, or if, interest rates will fall. As
mentioned before, the County officials need to use their best economic,
political and technical resources in order to make sound decisions with
regard to the construction of a water system.
The Engineers have made a sincere effort herein to layout and to estimate
the feasibility of constructing a water system which will provide the
county with a safe, potable and dependable water supply. Emphasis needs
to be placed on two conditions which should be met prior to project
construction. First of all the County needs to have pumping tests run
on at least two test holes to provide a better estimate of the yields of
wells in the Shawboro area. Secondly, the County needs to be satisfied
that the number of customers projected herein will actually hook up to
• and remain on the system once it is constructed. In review, the Engineers
based their annual budget estimates on 80% of the potential customers
hooking on to the system (approximately 3,089 for Phase I). As a guide
for making this determination, experience by the Engineer has shown that
a 50% to 60% sign up prior to construction will lead to an actual sign-up
of around 80% within two years after construction.
The cost presented herein are based on conditions in today's market.
The Engineers recommend that the County re-evaluate the cost estimates
at such time as they decide to pursue actual construction of the project.
We trust the information in this report will be helpful to the officials
of Currituck County in their consideration of this project. Moore,
is Gardner & Associates, Inc. stands ready to continue its assistance to
the County when called upon.
38/R IV-2

•
•
i 1
U
APPENDIX

•
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WATER LINES SUBDIVISION WITH
CURRITUGK COUNTY
WATER SYSTEM
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SHEET 2 OF 7

EXHIBIT 2

Page 1
0
SUPPLEMENT TO PRELIMINARY ENGINEERING REPORT
(WATER FACILITY)
CONSTRUCTION COST ESTIMATES
(List All Major Items)
WATER SYSTEM: (See.Attached Sheet)
Supply and Treatment:
Wells @
Pumphouses @
Treatment Plant @
Distribution System:
LF 8" Pipe @
LF 6" @
LF 2" @
Ea. 8" Valves @
Ea. 6" @
Lbs. Fittings @ _
Ea. Fire Hydrants @
Ea. Meter Connection @
Storage:
gallon elevated tank @
Tank Foundation @ LS
TOTAL CONSTRUCTION COST
(Round to nearest thousand dollars)
Above prices are current through Spring 1982
40

u
i
•
SUPPLY AND TREATMENT:
8 Wells
& Pumphouses
@
$40,000 each
$ . 320,000
10,500 LF
8" Raw Water Line
@
$6.00/LF
63,000
1,600 LF 10" Raw Water Line
@
$8.00/LF
12,800
1 Meter
Vault
@
LS
12,000
1 Treatment Plant
@
LS
835,000
Appurtenances
54,200
DISTRIBUTION SYSTEMS:
26,000 LF 12" Water Main
@
$10.00/LF
$ 260,000
63,000 IF 10" Water Main
@
$ 8.00/LF
504,000
226,000
LF 8" Water Main
@
$ 6.00/LF
1,356,000
93,000
IF 6" Water Main
@
$ 4.50/LF
418,500
181,400
IF 4" Water Main
@
$ 3.50/LF
634,900
56,000
LF 3" Water Main
@
$ 3.25/LF
182,000
96,300
LF 2" Water Main
@
$ 3..00/LF
288,900
14
12" Valves & Box
@
$600.00 each
8,400
30
10" Valves & Box
@
$500.00 each
15,000
121
8" Valves & Box
@
$400.00 each
48,400
144
6" Valves & Box
@
$300.00 each
43,200
102
4" Valves & Box
@
$250.00 each
25,500
29
3" Valves & Box
@
$225.00 each
6,525
96
2" Valves & Box
@
$200.00 each
19,200
82
Fire Hydrant
@
$500.00 each
41,000
60
LF 16" Steel Casing
@
$ 70.00/LF
4,200
60
LF 12" Steel Casing
@
$ 55.00/LF
3,300
120
LF 10" Steel Casing
@
$ 50.00/LF
6,000
60
LF 6" Steel Casing
@
$ 45.00/LF
2,700
400
LF Stream Crossing
@
$ 50.00/LF
20,000
6
2" Meter & Box
@
$ 500.00 each
3,000
2
4" Meter & Box
@
$ 4,000
8,000
5
100,000 Gal. Elev. Tank
with Foundation
@
$ 150,000 each
750,000
1
400 GPM Booster Pump Station
@
LS
50,000
1
300 GPM Booster Pump Station
@
LS
40,000
1
150 GPM Booster Pump Station
@
LS
35,000
1
500,000 Gal. Ground Level Tank
@
LS
125,000
250
LF Intracoastal Waterway Crossing
@ $400/LF
100,000
62,000
lbs. Fittings
@
$1.00/lb.
62,000
3,089
Service Connections
@
$ 225 each
695,025
Stone, Pavement Patching
@
LS
429,250
Concrete & Appurtenances
TOTAL CONSTRUCTION COST
$ 7,482,000

Page 2
PROJECT COST ESTIMATE
Construction $ 7 JR2-,OOnn
Land & Rights $ 4 5 Once
Legal & Administrative $ R9�()n(L_
Engineering $ 737. on0
Interest $ ti_ 0g���0
Equipment $_ . _-
Contingencies $ 804,000
TOTAL PROJECT COST $9 , 754 , 000
PROJECT FINANCING PLAN
Cast.
Clean
FmHA
Contrib.
Wat. Bond Other
Loan GO
by Appl.
Grant _ Grants'
Bonds
Total
54,058
2,240,692
7,4591250
9,754,000
•
*Do not assume any FmHA Grant
Existing Indebtedness:
(This facility only)
Purpose Amount Owed
Amortization Amount of
Period Installment
FLOOD PLAIN INFORMATION
Is any part of project located in a flood plain area? If project is in
flood area, is applicant eligible for National Flood Insurance?
0

Page 3
. EXISTING RATE SCHEDULE
First 2000 gallons @ $22.00 Mina
Next gallons @ Per 1,000 gal.
gallons @ "
gallons @ "
All Over 2000 gallons @ $-2.10 "
PROPOSED RATE SCHEDULE
First 2000. gallons @ $29.00 Min,
Next gallons @ Per 1,000 gal.
gallons @ "
_ gallons @ "
All Over 2000 gallons @ "
USE AND INCOME ESTI'rIATES
(According to proposed rate schedule)
WATER:
Benefited Users (All users with 3/4 x 5/8 meters)
Existing New
Total
• 936
_
_ 936 users
@ 2 , 000 gal.
$
20,592
15
b 2— users
_
@ 3,500 gal.
$
39,033
450
45. users
@ 7,500 gal.
$
15,098
111
ill users
@ 15,000 gal.
$
5,472
TF
2- users
@ 35,000 gal.
$
2,465
5
5 users
@ 75,000 gal.
$
877
users
@ gal.
$
TOTAL 3081
3081 users
@ gal.
$
83,537 .
Non Benefited Users (All users with larger than 3/4 x 5/8 meters)
Existing New Total
_ 2 2 users
@ 75,000
gal.
$
365
_ 4 4 users
@ 125,
000 gal.
$
1,149
1 1 users
@ 225
, 000 gal.
$
497
_ 1 1 users
@ 340
, 000 gal.
$
739
TOTAL users
@
gala
$
2,750
TOTAL a $ 86,287
0
x 12 - $ 1, 035, 444 Annually

0
0
Page 4
BUDGET FOR COMPLETED FACILITY
Income:
Water Sales
Adv. Tax
Other
TOTAL
EXPENSES:
Salaries
Supt. & Clerk
Labor
Soc. Security Tax
Office Exp. (Supplies,
Postage, Heat, Elec-
tricity, Telephone,
Equipment, etc.)
Bond & Insurance
Audit
Testing -St. Reg. Agy.
Chemicals
Transportation
Electricity
Supplies
Maint. & Repairs
Miscellaneous
Bulk Water Purchase
Debt Service
Existing
Proposed Addition
TOTAL
BALANCE AVAILABLE
Actual
(Fiscal Year
Ending 19 )
Estimated
(Completed
Facility)
$ 1,035,444
$ 1,035,444
111
A 111
11
111
$ 9,000
3,500
20,000
10,000
22,000
12,000
10,000
7,000
$ 862,886
$ 1,034,886
$ 558