Wastewater System Needs Analysis-1987

WASTEPU 'ER SYSTEM NEEDS ANALYSIS
for
TOWN OF HOLDEN BEACH, NORTH CAROLINA.
Board of Commissioners
John H. Tandy, Mayor Graham King
Gay Atkins Harold Stanley
Lyn Holden William Williamson
Thomas C. Birmingham,
r Tham ,
Town Administrator
December, 1987
Prepared By
McK M & CREED ENGINEERS, P.A.
243 N. Front Street
Wilmington, North Carolina 28401
The preparation of this report was financed in part through a grant
provided by the North Carolina Coastal Management Program, through funds
provided by the Coastal Zone Management Act of 1972, as amended, which is
administered by the Office of Ocean and Coastal Resources Management,
National Oceanic and Atmospheric Administration.

DCM COPY DCM COPY
lease do not remove!!!!!
Division of Coastal Management
WASTEWATER SYSTEM
NEEDS ANALYSIS
FOR
TOWN OF HOLDEN BEACH
DECEMBER, 1987
=McK & C-W E O N5E59 P

I.
INTRODUCTION AND PURPOSE OF STUDY
II.
BAC743ROUND DATA
A.
Population and Grawth Projections
B.
Ground Absorption and Soils Characteristics
C.
Existing Contamination
III.
SAMPLING PFLCEDURFS AND MONITORING WELLS
A.
Sampling and Testing Procedures
B.
Location of Monitoring Wells
C.
Well Constriction
D.
Test Method
E.
Results
IV.
WASTEWATER
TREATMENT NEEDS
V.
AiaTERNATIVES
TO EXISTING FACILITIES
A.
Island -aide Conventional Sewer System
B.
Package Treatment Plants for Problem Areas
C.
Individual Unit Package Treatment Plants
D.
Modified Septic Tank Systems
E.
Septic Tank Effluent Rm-p (STEP) Systems
VI.
RECOMMENDATIONS
APPENDICES
A.
Monitoring Well Soil Descriptions
B.
Bibliography and References
C.
Product Literature - Alternative Treatment
Processes
1
2
3
5
6
6
11
11
13
14
15
17
20
23
OV
28
31
34

LIST OF TABLES
Table 1
Projected Population and Dwelling Units
2
Table 2
Locations of Monitoring Wells
9
Table 3
Coliform Test Results
12
Table 4
Conventional Wastewater System Construction Costs
16
Table 5
Canal Subdivision Service Areas
18
Table 6
Island Wide STEP System Construction Costs
25
LIST OF FIGURES
Figure 1 Development Density
Figure 2 Monitoring Well Locations
Figure 3 Typical Sampling Well Identification Label
Figure 4 Mound System
Figure 5 Law Pressure System Diagram
Figure 6 STEP System Diagram
7
8
10
21
22
24

' I . INIROI7UCI'ION
The Town of Holden Beach received a grant from the North Carolina
Depart nt of Natural Resources and Community Development under the Coastal
' Planning and Management Grant Program of the Division of Coastal Management
to fund a wastewater system needs analysis. The original scope of the
study was to determine if septic tank pollution of groundwater had led to
the deterioration of water quality in the canals of three subdivisions on
the northern side of the island, and if this deterioration had resulted in
a public health threat. Upon further discussions with the Town and the
Division of Coastal Management, the project was expanded to include the
entire island in the scope of the study.
The purpose of this study is: to provide an assessment of the estuarine
' pollution hazard based on population and growth projections, ground
absorption and soils characteristics, climatological data and other
information; identify and evaluate alternatives to the existing septic tank
systems presently in use; and to present recommendations to the Town for
consideration in present and future land planning decisions which will
affect the characteristics of development and the quality of life on the
island.
This report is presented in four sections: Background Data, including
population, soils suitability and other physical limitations to septic tank
' systems; Sampling Procedures and Monitoring, which describe the ground-
water sampling and analyses performed to identify the location and
magnitude of existing and potential problems; Alternatives to Existing
Facilities, which will examine and evaluate various options to individual
-septic systems, package treatment units and area -wide wastewater collection
and treatment facilities; and Recommendations to the Town, for its use in
planning, zoning, or other decision making related to overall community
1 development.
' II. BACKGROUND DATA
A. Population and Growth Projections
' Holden Beach is primarily a single family residential community with few
multi -family developments and campgrounds on the island. Limited
commercial land use suggests that most retail and service establishments
' are located on the mainland of Brunswick County. The public and
institutional uses include: the Town Hall, Police Station, Water Tower and
the Chapel and are generally located in a central area near the base of
' the bridge.
There are numerous vacant residential building lots platted on the
oceanfront and the finger canal subdivisions that play a significant part
' in the future planning of wastewater treatment on Holden Beach. According
to the November 1985 land Use Plan Update (Satilla Planning Inc.) there is
approximately 1207 acres of undeveloped land. Most of the island's vacant
' unplatted land is either economically unsuitable or is prohibited for
development by state and federal envirormiental regulations. About 100
acres at the eastern end is unplatted and is developable.,
1

L d
I
Zoning regulations on the island limit most of the land use to single
family development. Me new bridge provides more convenient access to the
island, therefore commercial activity will increase along the causeway and
same redevelopment of old structures may take place.
Holden Beach has been adding between 60 and 70 new residential units per
year for the last four or five years. Sixty-seven certificates of
compliance were issued for new dwellings from July 1, 1986 to July 1, 1987.
This figure corroborates the estimates of the Town Administrator and a
local realtor/developer.
There are approximately 1550 dwelling units on the island. Using 5.0
persons per dwelling unit for vacation periods yields an estimated average
seasonal population of 7,750. The existing full-time population is 325.
Table 1 shows population projections from the 1980 and 1985 Tand Use Plan
Updates. Comparing the projected figures with current 1987 figures
indicates the 1985 Land Use Plan Update figures are appropriate estimates
to use for planning purposes.
TABLE 1
..�• ,w4ai s'• a_ _• toamizi sin • joum m 1 Lessrk
Dwelling
Permanent
Average
Units 1)
Population (2)
Seasonal
1980
-
250
6800
1985
1394
300
8600
1990
1730
350
10400
2000
2350
445
12647
Ncri'ES :
(1) Holden Beach Land Use Plan Update 1985
(2) Holden Beach Land Use Plan Update 1980
(3) Holden Beach Land Use Plan Update 1980
(4) Holden Beach Land Use Plan Update 1985
B. Ground Absorption and Soils Characteristics
Average
Seasonal ,)
9061
11245
15275
The Soil Conservation Service
(SCS) Soil
Survey maps were examined
to
establish the suitability of the
soils for
septic tank leach fields.
The
SC5 rates the filtering capacity
of soils
groups in four categories:
(1)
' slight, the best available sites with few limitations, (2) moderate,
generally favorable with limitations that can be corrected with appropriate
design and construction techniques, (3) severe, unfavorable soils which are
difficult and/or expensive to correct, and (4) very severe, soil properties
which make development infeasible because of expense or regulations. The
Town contains soils groups which fall into each of these four categories
located throughout the island. In many cases the soils groups that are
' suitable for septic tank drain fields (primarily the well -drained sandy
soils) are located in areas which also experience a high water table.
State regulations require a minimum separation of one foot between the
bottom of a septic tank drain field and the seasonal high water table.
Several of the borings for setting monitoring wells indicate that this
condition is not being met. The borings also indicated that on many lots
J

the fill placed to raise the lot either for elevation of the building or
' for septic tank construction was of a sandy clay or clayey material which
would impair the proper operation of a drain field. Appendix A details the
field classification of the soils and the depths to water tables in setting
the monitoring wells.
' The soils groups found on the island and the septic tank capacity of each
are given below:
' Se is Tank Capacity Soils Groin
' Slight: Newhan fine sands (NeE)
Newhan fine sand, dredged (NhE)
Moderate: Corolla fine sand (Co)
' Newhan find sand, dredged (NhE)
Severe: Corolla find sand (Co)
Dredge spoil (Unclassified)
Very Severe: Carteret loamy fine sand (CA)
Beach and Frontal dunes (NeE soils)
The use of appropriate technologies in design and construction can
alleviate many problems associated with the less favorable soil groups.
' The high land values on the island will justify the increased cost of such
"non-standard" solutions. Section IV of this report examines alternative
solutions for wastewater treatment that may be economical in certain cases
' where standard septic systems will not perform satisfactorily.
C. Existing Contamination
1
Il
During the months of August 1984 to September 1985, the Shellfish
Sanitation Program of the North Carolina Division of Health Services
conducted a sanitary survey of the Shallotte River area. The
bacteriological and shoreline survey revealed problem areas that are
contaminating North Carolina's shellfis ing waters. Certain sections of
the survey area proved to be improperly classified and are now prohibited
areas for shellfishing.
The major concern for the Holden Beach area is the three sets of finger
canal systems that are densely populated with single-family dwellings. The
lots along the canals are very narrow and close to the water. The soil
conditions are typical marsh soils with unsuitable fill material. Since
soil conditions are poor and very limited, septic tank systems along these
canals pose a potential threat to shellfish waters from the septic tank
effluent. The survey indicates there are several homes along the canals
that are potential problem areas. This may also limit future building and
septic tank permitting within the canal subdivisions.
Special bacteriological samples were
and results suggest unsatisfactory
stations. From these results, it was
Beach be classified as prohibited are
taken from the man-made finger canals
water quality at many of the test
reconzeizded that the canals on Holden
s for shellfish harvesting. On March

10, 1986, the N.C. Division of Marine Fisheries announced the closing of
the polluted waters in the canal areas of Holden Beach and the upper
Shallotte River area.
Septic tank systems that have been properly designed, constructed and
maintained are efficient and economic alternatives for public sewage
disposal for nearly 1/3 of all housing units in the United States.
However, due to poor location and maintenance practices, septic tank
systems often pollute underlying groundwater. The density of development
at Holden Beach is greater than the capacity of the subsurface soils to
receive and effectively treat effluents prior to their movement into
groundwater. The usable life of some of the systems has been exceeded and
contamination is beginning to occur.
Contamination occurs when the capacity of the soil to absorb effluent from
' the tank has been exceeded and the added waste moves to the soil surface.
Failure also occurs when pollutants move too rapidly through the soils
where high water table conditions exist. Many soils with high
permeabilities can be rapidly overloaded with organic and inorganic
chemicals and microorganisms, thus allowing rapid movement of contaminants
to the groundwater zone.
' Environmental factors affecting the survival of bacteria in soil include
soil moisture content and holding capacity, temperature, pH, sunlight and
availability of organic matter. The most important mechanisms for
' physical, chemical and biological removal in soil are adsorption (chemical
interaction and bonding), ion exchange and chemical precipitation onto soil
particles. There is a variety of pollutants of concern. Attention is
typically given to bacterial and viral contamination along with the
introduction of nitrates in the groundwater system. Additional pollutants
becoming increasingly important include organic contaminants and metals.
' The contamination of shellfish waters with bacteria and viruses has become
an issue of great concern on the coastal regions in the United States. A
sharp increase in closed shellfish waters has accompanied the exponential
increase in the construction of coastal residences. Conventional septic
tank systems were often chosen for household wastewater disposal because of
low developer costs and ease of obtaining permits from local officials.
' North Carolina has the fourth largest area of shellfish waters in the
country and more than 20% of its coastal waters are closed because of
excessive levels of bacteria. This contamination has caused economic
losses to the commercial fishing industry and potential public health
hazards from eating contaminated shellfish.
' Mr. Gary McDonald of the Brunswick County Health Department was interviewed
to obtain specific information on the septic systems in the canal
subdivisions. Many of the systems being used were installed before there
were rules or adequate enforcement of rules pertaining to installation of
septic tanks. When evaluating a lot for a septic tank permit, the county
sanitarian will examine the soils to a depth of 4 to 5 feet. If sands are
encountered with no evidence of a seasonal high water table the site will
' be considered. If silts are found in the soil sampling, no permit will be
issued. Seasonal high water tables often exclude most lots on the island.
Soils which have a seasonal high water table within 36 inches of the
' 4

I
surface are classified as "Unsuitable". Soils with a seasonal high water
' table between 36 inches and 48 inches of the surface are considered
"Provisionally Suitable" and soils with a seasonal high water table greater
than 48+ inches are considered "Suitable" with to soil drainaae
(one of several design constraints). Additionally, the county sanitarians
look for at least one foot of naturally occurring suitable soil 4 to 5 feet
deep. There must be at least one foot of vertical separation between the
bottom of a nitrification trench and the seasonal high water level.
' Mr. McDonald stated that prior to 1976 the "rule of thumb" design guideline
for drain fields was 50 square feet of trench area per bedroom. Current
' regulations would require approximately 200 square feet of trench area per
bedroom for the types of soils found on the island. High water tables and
historic high water levels (flooding) is the primary reason for rejecting
sites in Holden Beach. Most of the canal. lots are not large enough to
allow construction of a
drain field of
adequate size to
meet current
'
regulations. Many of the
existing drain
fields are located
very close to
the canals (the backs of
the lots), with
minimal buffer area.
between the
' drain fields and canal bulkheads. Current requirements include a 50 feet
setback from the canals to drain fields. This requires the drain field to
be located in front or side yards where most residents park vehicles. This
violates the regulation that no septic system be located under paved areas
or driveways.
Section III of this report describes the sampling and testing program
' conducted as part of the study to identify the levels of existing
contamination.
' III. SAMPLING PPDCEDURE5 AND MONITORING WELLS
A. Sampling and Testing Procedures
The purpose of the sampling is to determine the extent of contamination of
the groundwater caused by septic tank leaching fields. Because the
nature of the wastes are primarily involved with domestic wastewater
(versus industrial waste), Fecal coliform testing was determined to be
the most indicative of the waste involved. Fecal coliforms, as an
indicator, are indicative of.human waste generation. Other parameters
were considered as indicators, such as ammonia -nitrogen, phosphorous, and
other organic constituents, although it was felt that these factors can
be impacted through means other than septic tank effluent.
' The testing was aimed at determining the nature of the overload as to
whether the contamination level, if present, is temporary or permanent.
' Therefore, primary sampling was taken with secondary sampling 3 to 6 days
later. During the period of maximum population (i.e. summer months),
sampling was performed prior to the weekend on Friday with a follow-up
being performed the following Monday. Should the results indicate that
the levels of contamination are significantly lower on Friday than the
Monday testing, then the primary contamination may be due to the
overloading of the septic tank leach field. Should the levels remain
' high during the week, then the contamination may be due to a permanent
overload on the system.

B. location of Monitoring Wells
C
7
The number of current dwelling units were field counted and marked on
tax maps of the island. Using these maps, areas of varying densities
were approximated. Figure 1 depicts the various housing density regions
determined during the house count. Actual number of housing units per
area was not determined but the areas have been categorized into areas of
approximately uniform density based on the house count. The density
categories are relative: the three canal zones are classified as heavy due
to the size of the lots, the number of lots located along both sides of the
streets, and the potential for being occupied a large percentage of time.
Moderate zones have less dwelling units per unit of area, with lots being
perceived as slightly larger with less intense occupation. Light zones are
areas with less densely constructed dwelling units while the fringe zones
at each end of the island are the most sparsely populated areas, subject to
inlet hazard area setbacks established by the Division of Coastal
Management.
A total of fourteen (14) test wells were constructed at various locations
along the island. All wells were installed on March 4, 1987. Figure 2 and
Table 2 indicates the locations of the monitoring wells. locations were
chosen within various housing density regions in order to provide
information with respect to the effects of density and population with
groundwater quality. In addition to density, another factor to be
considered is that of the patterns of migration of groundwater away
from the central portion of the island to the ocean and waterway. Such
migration will have an impact on the groundwater quality. Due to
this movement, several monitoring wells were placed away from the
housing areas and centrally located on the island in order to provide
background information as to unaffected groundwater quality. All wells
located in or adjacent to existing dwelling units were placed with the
permission of the property owners. Additional wells were placed in public
access ways or marsh areas.
C. Well Construction
Test wells were drilled with a hand auger into the groundwater table.
The elevation varied from location to location with a maximum depth of
approximately 8.5 feet below the ground level. Materials encountered
during the drilling of the test holes ranged from coarse sands to tight
clays with sand being the most common. Appendix A is a listing of the
types of soils encountered during construction of the monitoring wells as
well as the approximate depth to the groundwater at the time of
construction.
The monitoring well was constructed of Polyvinyl Chloride (PVC) pipe
with solvent -cement joints between sections and fittings. The pipe was
slotted and perforated along the lower 3 to 5 feet in order to allow the
groundwater to migrate into the pipe. In the majority of cases, the
lower end of the pipe were sealed to prevent the sand from entering the
pipe although later testing indicated that this should not be a problem.
The top of the pipe, or casing, was sealed using a PVC screw -type cap and a
' notice indicating the purpose of the well and contact phone numbers was
affixed to the top of the casing. Figure 3 is a typical label placed on
the wells.
N.

INTRACOASTAL WATERWAY
Marsh
SHALLOTTE INLET
Iww.
E
Marsh
Ocean Blvd Vill)
C4)
CIS E -7
cm
ts r_ 0
.............
01 Aid
C111fig 55 52 -------
CIS 55 ATLANTIC OCEAN
LIGHT CANAL ZONE 3
MOMODE
RATE
fRINGE
HEAVY
INTRACOASTAL* WATERWAY
...................
-----------
— -------------
e, ll
r 0 CIO
CIO CID 0
> cc 0
CIO 0m cis
Marsh
C S
CIO (D >
Marsh E 0 tL _j
in (n z
RVATION co
-,CONSE
J'
-71 I
A, ......
Ocean =
*0
Ail 47T 4 45
!C77
CANAL ATLANTIC OCEAN
ZONE 2 ]E ANAL ZONE 1'
MODERAT
_ MODERATE HEAVY
HEAVY �(Ocean.
(Ocean front) Public Boat Ramp front)
INTRACOASTAL WATERWAY
V) S AfL
Q qc as d­
0) C S 0
C 0
0 Brunswick Ave 0
cd Bruns 0 :3
IM n d Q LU
03 0 4 LOCKWOOD FOLLY INLET
AL
Ocean Blvd. W.
.1 0, J
j
A: dill
AA: A,-A"*A 2
4
—3 3 Town Hall Pavilion FRINGE
3 .2g -2 -2 LATLANTIC OCEAN
3
mnnF=RATF LIGHT* -
BE
FIGURE 1'
Development Density
HOLDEN /I ki n
PUBLIC BEACH ACCESS
A1yRIVA7E BEACH ACCESS
NOR H
(9) MILES FROM BRIDGE
(Approx.)
7

INTRACOASTAL WATERWAY
Marsh
4% ro 0
0
cis 0 0 3:
SHALLOTTE INLET Cs
E 3C3
E
Marsh 70 3:E 'Q
> Ocean Blvd West
V
C13
J(
0
A:'A,
0 AM
0 % � --
0 5382 -------
.1 A&.�A, A,
55 ATLANTIC OCEAN
e
INTRACOASTAL WATERWAY
------------ —
15
co (0
Go
co co
0 cc C 01 '00
C > co 0
0 0 0 0 0
t ao
co -1 a
0
f 0 .2 IL Marsh "eE .0 .0
Marsh -0 — 9 Ir- 0 cc C 'zi
0 10 E
C 'a
0 10 •cc G 8 -Q2
0
co ...........
03
.................
ATLANTIC OCEAN
Public Boat Ramp
1nA%1V^Q1^L. WATERWAY
J
ir L:
16
42 ce
_. _
C3
0
0 Brunswick Ave C co
ca M 0
0 7; lvd Q
0 n Lu
0 LOCKWOOD FOLLY INLET
0 so
. . . . . . . . . . . . >
00Ocean Blvd. W. A
"AL ALL
2
Town Hall
2 2 4 3 Pavilion
ATLANTIC OCEAN
HOLDEN BEACH
FIGURE 2
PUBLIC BEACH ACCESS
Monitoring Well Locations. A PRIVATE BEACH ACCESS
0MILES FROM BRIDGENORTH
(Approx.)
MOMITORNG WELL LOCATION 8

TABLE 2
Wastewater System Needs Analysis
Locations of Monitoring Wells
Well No.
Location
2
1208 Ocean View Blvd. West
3
111 Sunshine (Vacant lot)
4
Vacant land west of Sailfish Drive opposite Lot 294
6
131 Tuna Drive
8
128 Starfish Drive
9
129 Lions Paw Drive
10
Marsh between Greensboro St. and Scotchbonnet Drive
11
125 Durham Street
14
409 Ocean View Blvd. West (Vacant Lot)
15
Marsh E. of High Point St., N. of Brunswick Ave.
16
231 Iris Ave.
18
118 Canal Street (boat trailer lot)
19
106 Mullet Street (vacant lot)
20
Ocean View Blvd. at West Boyd St. access way
E

1
i
1
1
i
1
MONITORING WELL No. 1
1
DO NOT DISTURB
1 �
.
1
CALL 842-6488 or 343-1048
1
1
MCHIM & CREED ENGINEERS, . P.A.
1
243 N. FRONT STREET
WILMINGTON. NORTH CAROLINA
1
1
1
FIGURE 3
1
TYPICAL SAMPLING WELL.LABEL
1
1
10

' D. Test Methods
' Sampling of the wells was accomplished through the use of a flexible
tube inserted into the well casing with suction being applied in order to
extract the sample. The tubing was then removed from the well casing and
' emptied into a sterile sample bottle obtained from the testing lab. Each
bottle was coded with the well number and a separate log completed which
explained any peculiarities in the sampling procedure. After-
wards, the sample bottle was tightly closed and stored in a cooler for
transport to the testing lab.
C
The samples were tested for presence of fecal coliform using the Fecal
Coliform Membrane Filter Procedures, Section 909C of Standard Methods for
the Examination of Water and Wastewater, 15th Edition. This procedure
gives 93% accuracy for differentiating between coliforms frcm warm-blooded
animals and coliforms from other sources.
E. Results
Table 3 sunTorizes the results of the sampling and testing of each well.
The results of the fecal coliform testing varied greatly, ranging from less
than 2 to greater than 10,000 coliforms per 100 milliliters.
The wide range of values of coliform counts indicates the varying degrees
of potential pollution on the island. The age of a nearby septic system,
the maintenance the system may have had during its life, the amount and
type of fill materials placed on a lot all contribute to the satisfactory
performance of a septic system and the ability of the system to reduce the
pollution hazard to the groundwater and the nearby surface waters. It is
apparent from the results of the monitoring and testing that a pollution
hazard exists on the island.
Recent literature has shown that a minimum of 7 samples per year are
necessary to detect septic tank system failure 90% of the time on the
average. Eight sampling attempts were conducted. Samples were collected
each time at only five of the monitoring wells. Two wells had samples
collected seven times, with the remaining wells having less than seven
samples each. Reasons for lack of a sample at a well include insufficient
water available to sample (dry hole), too much sediment collected in the
sample which nullified a test result and inaccessibility of the well during
high tide conditions (Well No. 10 at Test 5 (July 12)). Insufficient water
available for sampling occurred at Wells 2,3,14,18,19 and 20. It is
believed that these wells are set at elevations where the water table is
below the bottom of the well, although these wells were set into the water
tables as deep as practicable (i.e., before the boring collapsed) at the
time of installation.
The test results show no clear-cut pictures of what areas are polluted and
which areas are not polluted, as was initially hoped would occur. Instead,
the results indicate a great fluctuation in coliform counts at all
locations tested. The main indication of the sampling and testing program
is that the island as a whole experiences severe water quality problems
which are evidenced by the wide range of coliform counts in the samples.
Indeed, even the lack of test data at several wells for some tests,
especially those in July, indicates a severe problem with the use of septic
11

'
TABLE 3
'
Wastewater System Needs Analysis
C0LIFORM TEST RESULTS
(Coliforms/100 ml)
'
Well
Number
Test 1 Test 2 Test 3 Test 4 Test 5 Test 6
Test 7
Test 8
2
150 <100 7400 - -
-
-
-
'
3
n/a 100 4300 - -
-
-
-
4
300 <100 900 <10 600
<10
<10
1300
6
<20 30 <20 <10 150
<10
<10
20
8
10 <100 1300 <10 3200
_
<20
190
'
9
<10 <100 20 <10 <10
<10
10
10 600 200 <10 -
<10
<10
>1000
11
400 <100 100 4300 >5000
1000
<10
>5000
'
14
<10 <100 >5000 - -
-
-
-
15
90 300 1900 <10 200
<10
<10
<10
16
<100 <100 350 3900 2900
<10
<10
<2
18
- -
'
19
-
220 600 - -
-
-
-
20
60 <10 >5000 - >10000
-
-
-
'
Canal at
#6 110 2 <2
22
<2
2
Canal at
#8 14 <2
<2
Canal at
#9 8
<2
<2
<2
'
Canal at
#11 <2
<2
<2
<2
Ocean at
#20 <2
<2
Marsh at
#10
<2
Marsh at
#15
<2
'
Marsh at
#16
8
'
Test #1
Samples taken March 20, 1987
Test #2
Samples taken April 17, 1987
Test #3
Samples taken May 26, 1987
Test #4
Samples taken July 9, 1987
'
Test #5
Samples taken July 12, 1987
Test #6
Samples taken July 19, 1987 at Low Tide (A.M.)
Test #7
Samples taken July 19, 1987 at High Tide (P.M.)
'
Test #8
Samples taken July 25, 1987
'
12

tanks on the island. When the wells were constricted in early March, all
test holes were bored into the water table as deep as possible before the
boring hole collapsed prior to setting the well casings. This represents
approximately the seasonal high water table at the test locations
throughout the island. High water tables are often the limiting criteria
that would cause a particular site not to be permitted for a septic tank
system. It is apparent from the water table depths and from the soil
analyses performed at the time of well construction (Appendix A) that many
sites that have septic systems are unsuitable for such use.
There appears to be some indication that groundwater levels in the canal
lots vary considerably with the tide. Tests 6 and 7 were taken the same
day (Sunday, July 19) at low and high tides, respectively. Wells 8 and 9
on Starfish Drive and Uon's Paw Drive are located on opposing lots on both
sides of the same canal. These two wells were dry at the morning (low
tide) sampling yet had water in the wells at the high tide. The fact that
there is a constant back and forth movement of water into the subsoils of
these lots infers that pollutants are being carried out of the soils and
into the canals.
Test #3 was taken on the morning of Tuesday, May 26. This is the day after
Memorial Day weekend, the first heavy use period of the summer season.
Coliform counts of all samples taken that day were high, including the two
grab samples from the canals at well locations 6 and 8.
This summer has been extremely dry in Holden Beach. It was hoped that some
correlation could be observed between rainfall/runoff and changes in
coliform counts at the test locations. There has been insufficient
rainfall to generate a significant amount of runoff to allow for a
comparison with the coliform counts in the wells.
When residential growth occurs in high groundwater areas, a need is created
that conventional gravity sewers and septic tank systems cannot adequately
satisfy. Development in Holden Beach is sparse enough that long lengths of
sewer would be required between homes, but dense enough, especially in the
canal subdivisions, that failing drain fields are of major concern.
Unsuitable soil for subsurface disposal and high water table levels are the
cause of most failures on the island.
' The Town of Holden Beach must develop a plan for managing its growing
wastewater treatment problem. The projected average seasonal population in
1990 will generate approximately 625,000 gallons per day of wastewater
' based on 1,730 3-bedroom. dwelling units. Using an average wastewater flow
of 60 gallons per person per day, the 1990 average daily flow for seasonal
peak periods is 675,000 gallons per day of wastewater. By the year 2000,
these same calculations would yield wastewater flows of 850,000 gallons per
day (based on dwelling units) and 917,000 gallons per day (based on
population).
' The monitoring and sampling program discussed earlier indicate that the
island is experiencing failures of septic tank systems to adequately treat
the wastewater that is presently being generated. Future growth in number
1 13

n
of dwelling units or number of residents will tend to increase the number
of systems that operate improperly, with the increased flow being forced
upon a fixed resource with a marginal capacity to provide adequate
treatment.
In mid -November, 1987 the Brunswick County Health Department announced it
would begin enforcing the existing state Division of Health Services
regulation requiring 12 inches of original soil to exist above the seasonal
high water table in order to consider issuing a permit for a septic system
on a lot. The enforcement of this rule will cause an estimated 250 lots
will be unable to receive septic system permits, causing an estimated $10
million loss in tax valuation to the Town.
The construction and operation of a wastewater treatment system is a
"chicken and egg" type question: There must be sufficient tax valuation to
justify the economics of a system, but without a sewer system there is a
limited tax base. Not considering any high density, multi -family type
developments such as high-rise condominiums being constructed in other
beach communities, the existence of an island -wide wastewater system would
restore the above mentioned $10 million dollar tax valuation, assuming only
the cost of the land itself. If the approximately 250 affected lots had
homes constructed at an average cost of $60,000 per home, an additional $15
million in tax valuation would be realized. Assuming a 10 percent debt to
valuation ratio, the reclaimed value of the 250 lots plus houses would
support a bond issue of approximately $2.5 million that could be used to
construct a sewer system. Billings for sewer services should be set at a
level sufficient to pay the operating costs of the system and provide for
debt service of the bonds.
a Y�1: ►I. MUD. l� �►.� '�IM4. : �N YM��.,
The anticipated growth and continued development of the island will
intensify pressure to provide adequate wastewater treatment facilities.
The physical limitations on the use of individual septic systems will
promote using alternative on -site systems or possibly some collection and
treatment system on an island -wide basis or for more localized areas such
as the canal lot subdivisions. The following sections discuss briefly
various alternative treatment options, the relative advantages and
disadvantages of each and preliminary estimates of costs of each option.
A. Island Wide Conventional Sewer System
Conventional gravity sewer systems are advantageous in urban areas with
moderate to high population densities. In rural areas the cost per
residence served is much greater than for urban systems since the same
amount of collector lines must be built to serve fewer customers in equal
sized areas. Conventional systems flow by gravity, eliminating electrical
power costs, a major component in the operating cost of any wastewater
system. The seasonal nature of the island's population may result in low
flows that would require flushing or other cleaning of collection lines
during the off-peak season.
0
14

F
U
A conventional gravity sewer system would be the most expensive alternative
to wastewater management on the island. The low, flat topography, the
elongated shape of the island and a very high water table contribute to
long, deep sewer lines constructed in wet trenches at very high unit costs
per foot of system. Most excavation would require well -pointing to dewater
trenches for pipe laying. The sandy silty soils would also require shoring
to facilitate the work while minimizing the amount of area disturbed along
Ocean Boulevard and ensuring public safety during construction.
A conventional sewer system for Holden Beach would require between 8 and 15
pumping stations to move the wastewater to a central treatment plant, most
likely on the mainland. Pump stations would be used to limit the depth of
the gravity collection lines, to transfer wastewater from small isolated
developed pockets to the main collector trunk line and to transport the
wastewater across the waterway through a force main either underwater
crossing or attached to the high-rise bridge. These pump stations would
increase the construction cost of the collection system substantially.
More importantly, they increase operation and maintenance costs for the
life of the system, not just the one-time initial capital cost.
once the wastewater has been collected, it must be treated. The amount of
land required to build any type of treatment facility, be it lagoons with
spray irrigation, conventional activated sludge processes or any of several
innovative treatment methods, is greater than is available on the island.
There is almost no chance of receiving a wastewater discharge permit from
state and federal regulatory agencies, thus the treated wastewater must be
disposed of at the treatment plant site. This limits options to spray
irrigation or subsurface disposal.
' Table 4 represents a probable construction cost for a conventional sewer
system including collector sewers, pump stations and force mains and a
treatment plant with one million gallons per day (MGD) capacity.
rB. Package Treatment Plants for Problem Areas
The three subdivisions constructed around the finger canals are the problem
areas originally targeted for this study. A small package treatment plant
may be feasible to serve an individual. subdivision. As with an island -wide
system, the availability of suitable land for effluent disposal is
questionable. The cost of obtaining any suitable land would be very high,
making a mainland disposal area more feasible. Collection systems for each
subdivision would have the same problems described for the island wide
system.
There are many types, styles and manufacturers of "package plants". With
proper care, operation and maintenance, most perform quite well. The most
common treatment processes used in package plants include some variation of
the activated sludge process such as extended aeration or contact
stabilization. Rotating biological contactors (RBCs) are also being used
more frequently in package treatment plants, especially in modular units.
A benefit of using a small package plant for each canal subdivision is that
' it would reduce the amount of the island that would be disturbed during
construction, especially along Ocean Boulevard. The wastewater systems
could be financed through the creation of sanitary sewer districts that
�I
1
15

TABLE 4
Wastewater System Needs Analysis
Conventional Wastewater System
Probable Construction Costs
Collection System:
Gravity Sewer Lines
Manholes
Force Mains (on island)
Purrp Stations
119,800 IF @ $ 30.00
300 Ea @ $ 1,000.00
54,000 LF @ $ 16.00
12 Ea @ $50,000.00
Main PLmp Station to Treatment Plant L. S .
Underwater Crossing 500 IF @ $ 400.00
Force Main 10,000 LF @ $ 18.00
Treatment Plant
1 MGD Capacity
TOTAL:
20% Contingencies:
$ 3,594,000
300,000
3,894,000
864,000
600,000
1,464,000
125,000
200,000
180,000
505,000
1,500,000
7,363,000
1,472,600
construction cost: $ 8,835,600
Does not include costs of -land for. treatment plant, rights -of -way or
easements, engineering or legal fees or costs of obtaining financing.
16

J
include only the canal subdivisions themselves, and an assessment would be
charged only to those units in the respective district. This would allow
the majority of the island to not pay for improvements that would only
benefit residents in certain affected areas, thereby causing those that
benefit most from the improvements --to canal water quality to pay for it.
Table 5 gives the approximate house counts and potential development of
each of the three canal subdivisions. Estimated sizes and construction
costs of treatment plants for each area are also included .
C. Individual Unit Package Treatment Plants
Relatively new applications of old technologies are producing alternatives
to conventional septic tank systems. One such system is the "Fixed
Activated Sludge Treatment" (FAST) developed by Smith & Loveless, Inc. The
FAST system uses a combination of aerobic and anaerobic bacterial processes
to reduce the biochemical oxygen demand (BOD) of domestic sewage from 300
milligrams per liter (mg/1) to an effluent BOD of approximately 10 mg/l.
This system is very suitable for locations with high water tables and/or
soils with poor percolation rates. The effluent discharged from the unit
into a drain field is lower in BOD and in suspended solids (which could
clog drain fields) than conventional septic tank systems. The FAST
effluent does not depend on the soils in the drain field to provide the
aeration and treatment of the wastewater like septic tank system effluent
does. The FAST system is highly resistant to organic and hydraulic shock
loadings usually associated with small flow systems. The FAST system also
allows for chlorination of the effluent for disinfection if so desired or
required by local or state agencies.
The FAST system was designed for use in new construction or for
retrofitting existing septic tank systems. The treatment module insert
consists of a one -sixth horsepower motor driving a propeller on a draft
tube, and a stationary insert chamber packed with a high surface area to
volume ratio PVC media. Wastewater flowing into the tank is uniformly
distributed over the media where aerobic bacteria metabolize the organics
in the waste. The system generates less sludge than a conventional septic
system. This sludge should be removed and properly disposed of in the same
manner as septage (septic tank sludge)_ on a periodic basis, usually
annually.
The cost of retrofitting an existing septic tank with the FAST system
insert would be approximately $3200 installed. This cost assumes the drain
field to be of adequate size and in good repair. Appendix C contains
product literature on the FAST system for further information.
Another package treatment plant that could be used for problem areas is the
controlled batch wastewater treatment system, such as one manufactured by
Cromaglass Corporation. The units are available in capacities from 500
gallons per day to 12,000 gallons per day. This would allow a unit to
' serve up to thirty houses, nakhxl it possible to cluster groups of homes
into one treatment facility. The limiting criteria in using this system
would again be effluent disposal, since discharge permits are not
available. Appendix C contains product literature on this system for
reference.
11
1
17

079M. "M
Wastewater System Needs Analysis
Canal Subdivision Service Areas
Canal Zone 1 (High Point Street to Greensboro Street)
Approximately 390 lots total
Currently 235 residences
Current wastewater flow: 85,000 gallons per day
Ultimate wastewater flow: 141,000 gallons per day
Canal Zone 2 (Scotch Bonnet Drive to Sanddollar Drive)
Approximately 180 lots total
Currently 100 residences
Current wastewater flow: 36,000 gallons per day
Ultimate wastewater flow: 65,000 gallons per day
Canal Zone 3 (Swordfish Drive to Sailfish Drive)
Approximately 325 lots total
Currently 145 residences
Current wastewater flows: 53,000 gallons per day
Ultimate wastewater flows: 120,000 gallons per day
Wastewater flows based on 360 gallons per day per residence. (3 bedrooms
per residence).
Using the projected flows for existing and ultimate conditions, the
probable construction costs of a package plant system to serve these areas
is given below.
Canal Zone 1 Treatment Plants
Existing demand $ 260,000
Ultimate demand $ 450,000
Canal Zone 2
Existing demand $ 115,000
Ultimate demand $ 200,000
Canal Zone 3
Existing demand $ 165,000
Ultimate demand $ 400,000
TOTAL: Existing Demand $ 540,000
TOTAL: Ultimate Demand $1,050,000

collection Systems
Canal Zone 1
Gravity Sewer Lines
Manholes
Pmtp Station
Force Main to
Main P=p Station
Canal Zone 2
Gravity Sewer Lines
Manholes
Pump Station
Force Main to
Main Pump Station
Canal Zone 3
Gravity Sewers
Manholes
Pimp Station
Force Main to
Main PLmp Station
Main Pump Station
River Crossing
Force Main to
distribution field
Table 5
(continued)
15,000 LF @ $ 30.00 $ 450,000
60 EA @ $1,000.00 60,000
L.S. 50,000
4,000 LF @ $ 12.00 48,000
608,000
7,000 IF @ $ 30.00 210,000
30 EA @ $1,000.00 30,000
L.S. 40,000
1,000 IF @ $ 12.00 12,000
292,000
12,500 LF @ $ 30.00
375,000
50 EA @ $1,000.00
50,000
L.S.
50,000
8,800 IF @ $ 12.00
105,600
580,600
L.S.
100,000
500 LF @ $ 350.00
175,000
10,000 LF @ $ 16.00
160,000
435,000
TOTAL - Collection systems
1,915,600
TOTAL - Ultimate Treatment Plants
1,050,000
2,965,600
20% Contingencies
593,000
$ 3,558,600
These construction costs do not include engineering and legal fees,
financing or costs of land for the plant sites.
19

D. Modified Septic Tank Systems
' Since Holden Beach is presently operating on individual septic tank
systems, it may be advantageous to modify the existing systems to provide
for better treatment and disposal of effluent. Septic tank systems usually
' fail due to hydraulic overloading or improper maintenance. Good
maintenance practices include annual inspections of the tank and drain
field and pumping the septage from the tank every one to three years,
' depending on usage. Improper maintenance causes solids to be flushed from
the tanks into drain fields where they clog the drain field trenches, thus
prohibiting adequate percolation and aeration of the effluent.
P
I
The soils at Holden Beach are, on whole, not well suited for use as septic
tank drain fields.. The seasonal high water table, historic high water
levels (flooding) and large mounds of silts and silty sands used as fill
for lots on the island contribute to drain field failure, as does poor
maintenance described above. Several alternatives to conventional leaching
fields are now available that may be feasible on some lots on the island.
Two of these alternatives are mound systems and low pressure pipe systems.
Mound systems are used when conventional drain field systems fail or are
restricted by high water tables or insufficient depths of suitable soils.
Effluent is introduced into the drain field distribution network by gravity
flow, by ping or by siphoning. The distribution network is located in
the top portion of a coarse aggregate absorption bed which rests on a layer
of fill comprised of suitable soils. The wastewater passes through the
aggregate bed and infiltrates into the fill layer. Treatment of the
effluent occurs in the fill layer and in the unsaturated layer of natural
soil (if any). A cap of clay or silty material is placed on top of the
fill layer and the aggregate bed to shed precipitation and to protect the
mound system from frost and damage. The use of a properly designed and
constructed mound system may reduce the area required for a conventional
drain field by up to 80 percent. The cost of constructing/installing a
mound system to connect to an existing septic tank is approximately $3,000
for a typical single family residential installation. Figure 4 is a
schematic diagram of a typical mound system.
In a low-pressure pipe (IPP) system, a conventional septic tank separates
solids from effluent, then a pump is used to inject an amount of effluent
into a network of small diameter perforated plastic pipes located in a
shallow gravel trench. The perforated pipe and the pumping allows for a
more uniform distribution of effluent onto the drain field. In
conventional septic system trench, the gravity flow allows most of the
effluent to leach into the first few holes of the larger perforated pipes.
The soils around these holes become saturated and aerobic treatment of the
effluent will not occur. The distribution field is dosed by the pump
between two and four times per day (depending on flow), allowing adequate
aerobic conditions to develop in the drain field, thus promoting proper
treatment of the effluent. The cost of installing a low-pressure pipe
system from an existing septic tank is approximately $1,800. The use of
low pressure pipe systems should be considered when evaluating the costs of
repairing/replacing an existing drain field that has failed. Figure 5
illustrates the more uniform flow available to a drain field using a low
pressure system.
20

6" TOPSOIL (B"al c6nler)-
6" CLAY CAP (B"al Cenler)
SAND/ TOPSOIL MIXTUnE -
AS SPECIFIED
GRASSED
2-II/4" PVC.1160psl.) LATERALS
a/V4" ORIFICES 3' o.e.
,.,— 4" GRAVEL BED (1/2' Io 3/4" diameler)
DnAINAGE SWALE
(6'wldt.6'dety)
•-- varlet
CROSS SECTION OF MOUND
4.67'-I V4' PVC 1160 010 LATERAL!
\
6' TCr S06. CO' AT CENTERI CE OOWNWARO \ w/IN'0111IIC[S AT ). t.On010E! TO IA
6' CLAI CAP 10-AT CENTER) 11/2, PVC.
060 P.t I) MANrOLO
.' GITAVtI OEO--
lA1p/toP50A. Mlxtunt _
V
AS SrECIFIED
TOPSOIL
EXPANSIVE CLAY SUBSOIL
BEDROCK
6-12' IIH' PVC 060e01"CN1!
w/ SCREw• Or/ PVC. FEMALE W!
LL=.d.C.:: W� p+l_411•_IlltAr•_au_rnu��sltt-mow,=w,_,.��„�•..._..._.-._._ _ .- , , .
f 6.
2*PVC (16o pill PIPE
/r10N PUMP TANK •
LONGITUDINAL SECTION OF MOUND
t e
KAU A Fitt
Ca
Straw, Hay or Fab
Fill-�
1 p��iIIU- .
LE I=(III=_111:
. TorsOil
-ttrrNsvt CLAT "SO4-
- Dt ORCCK
Distribution Lateral
�—Absorption Bed
,r of Top Soil
ble Soil
(b) Cross Section of'a Mound System for a Permeable Soil,
with High Groundwater or Shallow Creviced Bedrock
FIGURE 4
MOUND SYSTEM
21

a
SEPTIC TANK "P TANK
Allernolive Low Pressure System 1-iA
TlIEE CLEARING
SOURCE
ustR + ■ + ♦ ♦ ♦Box
SEPTIC UCNI ABSORPTION MILD - UNEVEN WATER DISTRIBUTION
Convenlional Gravily System
FIGURE 5 .
LOW PRESSURE SYSTEM DIAGRAM
22
!t'

E. Septic Tank Effluent Pump Systems
J
1
Septic Tank Effluent Rmps (STEP) systems are a hybrid system, consisting
of an individual septic tank on each lot but with a pump in a separate
pumping chamber that delivers the septic tank effluent to a collector force
main rather than to an on -site drain field.
A STEP system utilizing the existing septic tanks could be an economical
solution for sewage treatment on Holden Beach, provided there is a place on
the island or the mainland for effluent disposal. The STEP system would
also be quite amenable to serving additional development with relatively
minor expenditures. With a STEP system, a pump is located at each home or
group of homes to convey septic tank effluent under pressure through small
diameter piping to a central treatment plant. Capital costs for
installation are minimized since pressure mains are small diameter and
relatively shallow (average 3 feet of cover). There should also be no
infiltration, which will reduce the cost of pumping the infiltration that
usually occurs in most gravity systems.
A STEP system features a fractional horsepower sewage/effluent pump
operating in conjunction with a septic tank. An existing septic tank or a
new tank made of concrete or fiberglas can be used. Small, solids -handling
pumps for residential use are normally 1/2 to 2 horsepower, single-phase,
115/230 volt motors that handle up to 2" solids. The pumps are made of
bronze, cast iron or plastic and operate at 1750 rpm. Figure 6 illustrates
a typical STEP system.
Some of the reasons the innovative STEP system is widely accepted include:
- Installation is quick and easy; pump basins, service lines and force
mains can be installed with a minimum amount of labor and
construction equipment, reducing community disturbances and
landscape restoration costs.
- Easier to obtain right-of-way since the service lines and force mains
can be installed in public road rights -of -way at minimum depths-
- Lines can be installed just below the frost line in narrow trenches,
following the contours of the land.
- Manholes are replaced by fewer and smaller valve boxes.
- Easier, less hazardous construction than conventional gravity sewer
systems.
Table 6 is a probable construction cost for an island wide STEP system,
using existing septic tanks.
23

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Junction Box and
high Level
Alarm
, l i I 2•inch Plastic Pipe for Electricity 7
Existing or New
Septic Tank
Check
Valve
PVC Plastic Main
1.114 Inch
Plastic Service
— Ball or Gale Valve
24•inch Concrete Pipe with Floor and Lid
' 113•hp Sump Pump
septic.tank effluent ))ump (STEP) system.
FIGURE 6
STEP SYSTEM DIAGRAM
24

TABLE 6
Wastewater System Needs Analysis
STEP System (Island Wide)
Probable Construction Costs
Pressure Collection Lines 120,000 Ft @ $ 9.00
Major Puap Stations 8 Ea @ $25,000
Force Mains 43,200 Ft @ $ 13.00
Main Puap Station
River Crossing
Force Main to
Treatment Plant
L.S.
500 L.F. @ $350.00
10,000 L.F. @ $ 16,00
Treatment Plant: 1 MGD Capacity
(Effluent Chlorination, storage and disposal)
TOTAL
20% Contingencies
Construction Cost
$ 1,080,000
$ 200,000
558,000
758,000
$ 100,000
175,000
160,000
435,000
$ 1,000,000
$ 3,273,000
655,000
$ 3,928,000
Does not include costs of land for Treatment Plant, rights -of -ray or
easements, engineering or legal fees or costs of financing.
25

IVI. RECQMMENTIONS
' The majority of non-functioning septic systems on Holden Beach are the
result of: poor soils, high water tables and flooding, and poor
maintenance of the systems. A first step in further identifying the extent
' of problems associated with septic tanks is an extensive inventory and
inspection of all septic systems on the island. This would require
research into building permit records, information from owners, contractors
' and/or realtors and the Brunswick County Health Department. Each system
needs to be examined to determine if it is working. If not, what type and
how extensive is the damage to the system, and what maintenance needs to be
performed on each system. Specific maintenance items would include pumping
' septage from tanks that are overloaded, and cleaning out any plugged
drain lines (usually jetted out) or replacing those that cannot be cleaned
out.
' Those septic systems that are found not to be in compliance with applicable
rules and regulations for septic systems, should be required to upgrade
their systems to meet the current standards. This may involve cleaning
' tanks or lines, adding additional drain field lines to a system, or
constructing a new drain field, using a conventional drain field, a mound
field or a low pressure pipe drain field as may be required due to soils
' conditions and groundwater levels. This would be the responsibility of
each homeowner.
' The inventory and evaluation of existing systems is recommended even if the
Town decides to proceed with an island -wide sewer system. The two to three
years required for design, construction and start up of a sewer system must
not preclude the necessary efforts to prevent further degradation of the
' ground water and surface water resources of the island.
Any type of island wide sewer system (or systems that only service specific
critical problem areas such as the canal subdivisions) must consider the
costs associated with transporting the wastewater to the mainland for final
disposal. There are no suitable areas on the island. This transporting
will involve either attaching a pressure force main to the high bridge,
requiring review and approval by the Department of Transportation, or an
underwater crossing under the Intracoastal Waterway, requiring review and
approval and permits from the Corps of Engineers, CANA and other state
I
agencies. Neither crossing is a trivial design exercise.
The use of a conventional gravity collector sewer system is not recommended
' due to the unfavorable economics of such a system. The physical
constraints of the island preclude an efficient and economical layout of
a conventional sanitary sewer system.
' Of the systems considered to provide an island -wide approach to wastewater
management, the STEP system is the most feasible and economical. This
would allow the use of existing septic tanks (if they are in good
' condition), while eliminating the use of on -site drain fields which is the
primary problem at Holden Beach. This system will be expensive, as would
any island -wide system, because of the necessity of crossing the waterway
' to a mainland disposal area.
26
�

Fi om a land -use and policy planning stand point, the implementation of
' either an island -wide sewer system or smaller sewer systems to serve
sanitary sewer districts including the canal subdivisions need not
substantiate unwanted high density development. The Town's existing zoning
and building code ordinances and subdivision review process are adequate to
' control the future development of the island to be consistent with existing
uses and desired growth goals. Without the construction and operation of
an island wide sewer system, the growth of the town is severely limited,
including any growth in single family residential units, the most desirable
form of growth to the citizens of Holden Beach.
I
1
27

5
•P.MaN �,

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Well No.
2
3
4
0
W
10
11
14
15
Depth of
Dew
Description
Water Table
0"-18"
light colored fine sand
24"
18"-24"
damp, darkened sand
24"-36"
damp, darkened sand
0"-24"
tan colored fine sand
30"
24"-30"
dark brown wet sand
0"-24"
medium -brawn fine sand
30"
24"-30"
medium -brown fine sand,
moist
0"-6"
sandy -clay
54"
6"-36"
tight clay
36"-48"
sandy -clay
48"-66"
wet, medium brown sand
66"-72"
wet gray sand
0"-18"
fine grained orange sand
48"
18"-30"
tan -gray sand
30"-36"
dark gray -tan sand
36"-48"
dark gray -tan sand
0"-6"
dark, rich topsoil
36"
6"-24"
light brown, tan, fine sand
24"-36"
same as above with traces
of mottling
36"-48"
wet gray -brown sand
0"-30"
fine grained, light tan sand
36"
30"-36"
same as above but moist
36"-60"
wet, dark gray sand with
mottling
0"-1811-
dark brawn, fine grained sand
24"
18"-24"
same as above but moist
0"-24"
light tan sand
60"
24"-48"
dark gray sand
48"-60"
dark gray moist sand
60"-66"
dark gray, coarse wet sand
0"-18"
root and organic matter
14"
(odorous)
18"-48"
dark gray fine wet sand
ME

MONITORING WELL SOIL DESCRIPTIONS
Depth of
Well No.
Depth
Description
Water Table
16
0"-6"
clayey sand
48"
'
6"-18"
18"-24"
dark sand
medium tan sand with
mottling
24"-36"
gray, fine grained, moist
sand
dark
36"-48"
gray, moist sand
17
0"-96"
medium grained tan sand
undetected
(abandoned)
18
0"-12"
tan, fine grained sand
30"
'
12"-24"
light tan colored sand
24"-30"
moist, tan colored sand
30"-36"
tan -gray wet sand with
mottling
'
36"-42"
wet, clean sand
19
0"-6"
6"-24"
wet, black organic matter
light colored moist sand
20"
24"-30"
black, moist clayey -sand
30"-36"
clayey -sand with mottling
'
36"-4811
well -drained sand with
mottling
48"
yellowish -tan sand
'
20
0"-108"
clean beach sand
96"
30

m m = = r = = = = m m = m = = m r =

Bibliography & References
Land Use Survey & Analysis and Land Development Plan,
Holden Beach, North Carolina, Division of Community
Assistance, N.C. Department of Natural & Economic
Resources, 1974
'
Land Use Plan Update, Satilla Planning, 1985
Septic Tank Effects on Groundwater Quality, L. W.
Canter and R. C. Knox, Lewis Publishers, Inc., 1985
Bishop, Paul L., Logsdon, Stevan, "Rejuvenation of Failed
Soil Absorption Systems," Journal of the Environmental
'
Engineering Division, ASCE, Vol. 107 No. EE1, Feb. 1981,
pp. 47-55.
'
Duda, Alfred M. and Cromartie, Kenneth D., "Coastal
Pollution from Septic Tank Drainfields," Journal of the
Environmental Engineering Division, ASCE, Vol. 108, No.
'
EE6, Dec. 1982, pp. 1265-1279.
Environmental Protection Agency Design Manual, Onsite
Wastewater Treatment and Disposal Systems. EPA 625/1-80-
'
012, October 1980, pp. 97-316.
Mand, Karen, "Estimating Septic Tank Pumping Frequency,"
Journal of the Environmental Engineering Division, ASCE,
Vol. 110, No. 1, Feb. 1984, pp. 283-290.
Olrvieri, Adam W., Roche, Robert J., Johnston, Griffith
L., "Guidelines for Control of Septic Tank Systems,"
Journal of the Environmental Engineering Division, ASCE,
Vol. 107, No. EES, Oct. 1981, pp. 1025-1034.
' Otis, Richard J., "Pressure Distribution Design for Septic
Tank Systems," Journal of the Environmental Engineering
' Division, ASCE, Vol. 108, No. EE1, Feb. 1982, pp. 123-140.
Water Pollution Control Federation, Manual of Practice for
' Water Pollution Control, Alternative Sewer Systems, MOP
No. FD-12, 1986.
North Carolina Division of Health Services, Shellfish
' Sanitation Program, "Report of Sanitary Survey, Shallotte
River Area A-211, March, 1986.
North Carolina Division of Health Services, Environmental
Health Section, "Laws and Rules for Sanitary Sewage
Collection, Treatment and Disposal" 10 NCAC 10A .1934-
.1938 As Amended Effective February 1, 1987.
1
32

Standard Methods for Examination of Water and Wastewater.
15th Edition. American Public Health Association
' (publisher), Washington, D.C. 1980.
Interviews with Mr. R. W. Buck, Town Administrator and Mr.
' Alan Holden of Alan Holden Realty, October 31, 1986.
Interview with Mr. Gary W. McDonald, R.S., Environmental
Health Sanitarian Specialist, Brunswick County Health
1 Department, July 31, 1987.
Newspaper article, "Septic Tank decision could cripple 250
' Holden Beach lots", Wilmington Star News, November 18,
1987.
Il
1
1
33

1
NOTE: The follading literature is provided for information only as a
representative sample of products that are available for use in place of
conventional on -site septic tank systems. McKim & Creed Engineers, P.A.
does not endorse or rec mnend these specific equipment models or brands
over competing manufacturers' equipment.
I

S_A44
-1{l IA
�s
EO, _in —
•• A'1I-%L'r
- • . _ -- dude: tem in d
of the Sys smal S1ow%onk act
S Sot c
eakuCe ical PrOces tecCcon P.e k1o� y fine r
. PWile wl OnMenka� a jrel OPe tatha chloc SO
and 11 autotnak%c and (A
oche m
is ste
. -iota of
. No chec on iS requireart in the tosaon resistant
disinle a cnovin. P �% corm
. Only one
Scom �� retrolit�rn.
. constcu consVrk.%On °t
rnatecial d Sot ne
Iona, $evic SI 'em al standard
. Deslgne VenC.Ion s
exislln. con sSlcient thanms odocs Waters
to
. moteonded aecaens ve $ewa. nd Surfac Slllers, or
ex finales °� chin. J*%6 ,
. ESim tes P°1lun 01 lea d ocganlc sh°ck
. Vvejea clogging
. P{event; Wells t to hydtaulall and
°Sa esista
. Hi9 with snr and SS
ocla g0
dWads ass emoval of a Ds hlotinatots or
. VeN hrgh t 1 to °PeinexPensiVe ent iS de$lred
. EconOnrlca °t m .
. p°lishin. Saseadcess cy eQu10atcons
0
ava, . eid by SOca1 health ab a to larger Systems
red and
. patent© d tocess exP
. FPS P
J
:y e
�t �r
,i.
4
1
i f .F- fir= - -•
00,0001,1111111111111IIIIIIIIIIIIIIIIIIIIIIlI NST eF tom ant tp1
vvRof
area
age to�our S
CobleSoo�ut�on m
AFAs�� � eatment �,trol P°Ilu�lon
SeW age �C 11c tank °dot We ,skit& a
End ttaISMID coaamination °S
an PO oyster.
FA uiva1ent
�1Caflor5. ot PoPulatlon.
MO&W S` sE. K People•
of seven
Dwelling
Mole
file H°mtev ce statio` blishments
F1em°te Se etcral Es
Small co

' FIGURE 1.
11
The systems chamber can be made .,, t'ri •:
_ v of concrete, fiberglass or steel. .
_ _ O LIQUID
INFLUENT EFFLUENT
FROM ==_ - _ = - = - j--=
HOUSE 6 Il
DRAIN _ _-MEDIA 2
— _� °: `rid din 4
a�l;;ie�
_ _ — •� ut,iE •n n i
— SETTLING ZONE - — — _- -
oil
DETAIL OF MEDIA
The media, with its high surface
�" t ANAEROBIC SOLIDS ZONE i 4, ��; area to volume ratio, is ideal for
x' k; > ,., ;,... v.,�.:� , >-•... . f• :' ' the controlled growth of the
bacteria.
EXCESS AIR EFFLUENT
Single Home FAST° Sewage Treatment Plant
WHAT IS A FASTO SYSTEM? FAST"' is simply an acronym
for "Fixed Activated Sludge Treatment" The system represents
the state of the art in on -site sewage treatment, tested and developed
over the last fifteen years. The individual home unit is simply
a scaled down version of the proven units used in large, modern
domestic and industrial wastewater treatment plants. The plant
is designed to replace traditional septic tanks in homes located
beyond city sewer systems. These systems are ideally suited
in locations where the water table is high or the soil has poor
percolation properties.
Unlike conventional septic tanks which break down the
wastewater by anaerobic bacteria (which are the principal source
of unpleasant and noxious odors), the system uses a combination
of aerobic and anaerobic bacteria. This results in a clear, odorless
effluent which is ecologically acceptable. The system employs a
fixed film process which means that the biological colony attaches
to the media surface and creates a built-in resistance to hydraulic
and organic shock loads.
The FAST"' System is totally self-contained and automatic
and requires only chlorine as a disinfection. The FAST' System
introduces air into the sewage, preventing the generation of gases
which are responsible for the septic tank odors. It is this
combination of air and nutrients in the waste that allows the aerobic
bacteria to break down the sewage into a sludge and a clear,
odorless liquid. The sludge is periodically removed from the system
by conventional means (i.e., tank truck).
HOW DOES IT WORK? Figure H1 is a general concept drawing
which shows the specific components of a FAST" Treatment
System. The system consists of a large concrete or steel tank with
a treatment insert (1). This insert is packed with a media which
provides a high surface area to volume ratio. The media (2) is
submerged in the liquid. Both the media and the treatment insert
container (3) surrounding the media are constructed from
reinforced fiberglass plastic and other corrosion resistant materials.
A centrally located draft tube (4) evenly disperses the liquid over
the upper surface of the media. This provides continuous
circulation of the waste (7) to be treated through the media. At the
lop of the draft tube, a surface mechanical aerator (5) provides
oxygenation to the liquid being treated.
As the FAST° System operates, the bacteria grow
and flourish on the media. The liquid circulating through this
bacteria -laden media is essentially clear and free of suspended
solids, unlike those in conventional activated sludge systems. The
solids that form on the media are large and settle very rapidly.
It is the rapid growth of these "friendly bacteria' that is responsible
for the action of the sewage treatment plant.
The clear, odorless liquid effluent (8) is discharged into the
existing leaching fields or disposal well. The oxygen to the system
is supplied by the fan which is integral to the totally enclosed fan
cooled (5) motor. The mixing action is accomplished by a
corrosion resistant propeller (6) connected to an efficient'/6 H.P.
TEFC motor.
The FAST" Sewage Treatment Plant is available as a complete
steel unit or the Treatment Module Insert can be purchased
separately for placement in an existing or new concrete or
fiberglass septic tank.
Developed by:
CQ11"D
Manufactured and Distributed by:
Service and Installation by:
'S&L
Inc.
Equipment Services
Smith & Loveless, Inc.
!� Scienco
(DivisionofSmnLoveless. less. Inc)
14040 Santa Fe Trail Drive
I 3240 N. Broadway
St. Louis, MO 63147
5121 Bowden Road, Suite 308
Jacksonville, FL 32216
Lenexa, Kansas 66215
(91-1) 888-5201
`—�© [phone]
IEe 9 SCIENCO STL
Tk
[phone]
'
Telex: 42282 (SMITLOVLS LENX)
sscomparry
nc-lih d Loveless. Inc.. 1966

M
CONTROLLED BATCH
WASTEWATER TREATMENT SYSTEM
CROMAGLASS Corporation
Williamsport, Pennsylvania 17701 0 Telephone [phone]

I�I
I Why a
M
i Batch -treat system
I
AV
is best —
All Cromaglass treatment systems operate on identical prin-
ciples: turbulent aeration of incoming sewage and batch
treatment of the bio-mass in separate aeration and quies-
cent settling tanks. The discharged effluent is a completely
odorless liquid, almost clear in color and with a reduction of
suspended solids and B.O.D over 85%. Even higher effi-
ciencies can be obtained if required. Normal per -batch cycl-
ing is 180 minutes, and optimum quality standards are main-
tained even at peak intake levels because of batch -transfer
and batch -reserve functions.
ADEQUATE OVERLOAD RESERVE
Cromaglass systems will safely handle temporary peaks
when the plant is subject to overloads, and there is only a
slight reduction in effluent quality under these conditions.
This feature is built into the system to cover temporaryemer-
gencies only.
HIGHER OPERATING TEMPERATURES
Cromaglass systems are designed to retain heat, and are
specially insulated for this reason. Higher temperatures in-
crease enzyme and biological activity, reducing the cycling
time required between tanks. The heat generated by the
submersible pumps is fully utilized to increase operating
temperatures even further. Cromaglass systems operate ef-
ficiently at sub -zero temperatures, and models are available
for permafrost installations.
NOISE AND ODOR FREE
Bio-mass breakdown is accomplished underwater in totally
enclosed tanks and there is absolutely no odor when hatch-
es are closed. The processed effluent that is discharged
from the system is also odorless. When a system is operat-
ing it is inaudible, and can be installed very close to the
building it is serving.
COMPLETELY AUTOMATIC, MINIMAL
MAINTENANCE
All Cromaglass systems are completely automatic and re-
quire no regular supervision while operating. Pumping, cycl-
ing, alarm systems and switchgear are programmed from a
single center within the system and powered bysingle phase
115 or 230 AC voltage. The only maintenance required is a
periodic maintenance check by your serviceman.
BY-PASS NOT POSSIBLE
Cromaglass systems are designed to make by-pass and in-
tertank contamination impossible. No bio-mass can transfer
from one tank to another except through the programmed
pumping system, and all sludge that collects in secondary
tanks is automatically returned to the main tank for further
aeration and breakdown. This results in extremely low
sludge deposits. Most residual sludge that collects is made
up of biological ash and insoluble particles that have come
into the system.
CORROSION -PROOF CONSTRUCTION
Depending on the size of the Cromaglass system you install,
tank construction is either fiberglass or poured concrete.
Covers and locking hatches on all models are constructed
entirely of fiberglass to reserve heat and prevent tampering.
Interchangeable submersible pumps are employed in all
systems. All tanks and electrical systems can be installed ei-
ther above or below ground, and no sheds, fences or build-
ings are necessary.
REDUCED DRAINAGE FIELD SIZE
Because of the clarity, odorless quality and high treatment
standards of the effluent from Cromaglass systems, the
drainage field can be up to two-thirds smaller than the size
required for conventional systems. This reduced field area
leaves more room on the property for other buildings, roads
or landscaping. The number of field failures due to inade-
quate wastewater treatment are legion, and can never oc-
cur with a properly maintained Cromaglass system. Clogg-
ing of tiles from the effluent of a Cromaglass batch -treat
system is impossible.
TYPICAL APPLICATIONS OF
BATCH TREATMENT SYSTEMS:
Apartment House — Forestry Service — Generating Sta-
tions — Ships — Industrial Plants — Mobile Home Parks —
Motels — Offshore Drilling Platforms — Private Hospitals
— Recreational Areas — Residences — Restaurants —
Schools — Resort Areas.

C%ncn1t^1!n A"I'%KiQ
vs a._vn av�e sysw
POWER:
115V1230V Single Phase.
Refer to power consumption chart for KWH and amperes.
230V/460V - 3 phase available at Increased cost.
CONTROL PANEL:
Nema 1 enclosure standard equipment.
(Nema 3R, 4, 7, and 12 available)
ALARM:
Red Light mounted on panel plus Audible alarm.
CONSTRUCTION MATERIALS:
Tank —Fiberglass Reinforced Plastic.
Comminution Chamber —Fiberglass and noncorrosive screen.
Piping and Fittings —Schedule No. 40 - PVC - NSF Approved.
Metal Fittings —Stainless Steel.
SHIPPING WEIGHT AND DIMENSIONS
Pumps
Total Head In Feet
Amperage
5 1 10 1 15 20 25
Max. Run
Locked
Model
Amps.
Rota Amps
Capacity In Gals, Per Min.
1/3 H.P.
Discharge
41
38
28
8
10
15.6
% H.P.
WP0311E
100
&5
82
36
3
9.4
32.2
Y4 H.P.
WP0511S
160
133
90
50
20
11
34.9
Model#
Dimensions
Length Width Height
Shipping
Weight
24 Hour
IRs led Capacity.
Discharge
Volume
Discharges
per day
CA5
7' 11"
5' 7'
5' 7'
4500
500 gal.
85 gals.
6
CA15
11' 3'
5' 7"
5' 7'
570#
1,500 gal.
260 gals.
6
CA25
14' 10'
6' 10"
6' 10"
1,075#
2,500 gal.
420 gals.
6
CA30
14' 10'
6' 10'
6' 10'
1,275#
3,000 gal.
400 gals.
8
CA50
19' S'
7' 4"
7' 3'
1,905#
5,000 gal.
625 gals.
8
CA60
19' 5'
7' 4'
7' 3'
1,90511
6,000 gal.
750 gals.
8
CA100
38' 10"
7' 4"
7' 3"
3,600#
10,000 gal.
1,250 gals.
8
CA120
38' 10'
7' 4'
7' 3"
3,600#
12,000 gal.
1,500 gals.
8
nvFaeTinNai nATA-
Power Consumption/Per 24 Hrs.
Removal
Efficiency
Sludge
Recycle
B.O.D.
Aeration
Deten-
Hon
Reserve
Influent
Effluent
Plant
Daily
Treated
KINH
Time
Surge
Volume
Model
Capacity
Gals.
%
%
mg/1
mg/L
(hours)
CA5
500
5.78
85-96
98.100
80.300
10-30
14
In excess
CA15
1500
9.17
of 250
CA25
2500
14.85
Average
Gals.fDay
CA30
3000
32
CA50
5000
32
CA60
6000
32
CA100
10000
52
CA120
12000
52
'Based on NSF Certified Data

1
Q
F
A -ENTRY PIPE B-COMMINUTION CHAMBER C-AIR NOZZLE ASSEMBLY D-AERATION CHAMBER E-TRANSFER PIPE
F-DISCHARGE H-AIR SUPPLY J-JUNCTION BOX P1- P2-SUBMERSIBLE PUMPS S-SETTLING CHAMBER G-FLOAT LEVEL SENSOR
PROCESS DESCRIPTION
Sewage from source flows through entry pipe (A) to com-
minution chamber (B) Aeration pump (Pt)is programmed —
drawing mixed liquor through bottom and out through air noz-
zle venturi assembly (C) Air supply is pulled into tank through
pipe (H) Discharge from nozzle is directed toward screen
and ensuing turbulence causes material in chamber td
abraid and come apart after which mixed solution passes in-
to main aeration chamber (D)
Transfer pipe (E) directs approximately 25% of (P1) pump
flow to settling chamber (S) All power to pumps (Pt) and (P2)
comes from junction box (J) Remotely located control panel
contains a level control switch which activates an alarm cir-
cuit within home if water level rises too high in tank (i.e. elec-
trical or pump failure or overloading).
Pump (P2) discharges treated - settled effluent at pro--
grammed level.
Float level sensor (G) prevents (P2) pump from discharg-
ing too much water from settling chamber during periods of
low flow and thereby retains necessary biological mix in
aeration section for best treatment.
Discharge is via PVC fitting (F)
Important facts about ordering & installing a system
A professional engineer should be consulted as soon as
you have decided to install a system. He will provide all the in-
formation you'll need during preliminary planning stages,
then handle liaison between your contractor and Croma-
glass Corporation as the job proceeds. His services are also
invaluable in obtaining permits or authorizations that may be
required from regulatory departments or agencies. Detailed
installation drawings are supplied to you and your engineer
when your order is placed. For preliminary planning and
estimating beforehand, this checklist provides a helpful
guide:
❑ Each Cromaglass system requires specific shipping and
handling techniques. Our offices can advise you on best
methods, and how to handle and place the plant once it is
on site.
❑ Installed systems must be accessible, and installed
under conditions suitable for operation and service
Buildings or fences are not normally required, but if plant is to
operate under low temperature extremes, certain protection
options may have to be supplied.
❑ For costing of excavation, slabs, hold-downs, backfilling,
etc., please see plant dimension tables on installation
drawing.
❑ Future enlargement of system capacity should be con-
sidered if expansion is likely, and the location now being
selected should allow for temporary overload conditions.
❑ Adequate single phase electrical power must be
available, with proper panels, fuses and safety switch.
Electric equipment, wiring and pipes must be in accor-
dance with local codes and ordinances. No changes in
the system can be made without written approval of
Cromaglass Corporation.
M
I
CG-885

bedy. Barnes �':-
EERED
DUCTS
VISION'
� 450 Peabody Barnes Effluent Pumps
still going strong after over 2500 pump years
� of service in Glide, Oregon STEP System.
C
John Hebard, Douglas County,
Oregon Wastewater Facilities
Manager inspects a cutaway of a
1,000 gallon fiberglass interceptor
tank fitted with a Peabody Barnes
effluent pump. The unit is typical
of the 450 units installed between
1977 - 1980.
Glide's system is among the
largest STEP systems in the world.
Currently serving 2,000 people and
sized to serve 7,000, it involves 20
miles of force main and 450 tank
and pump assemblies. Initially a
wide variety of pumps were used
on an experimental basis.
Peabody Barnes pumps were
ultimately selected based on the
early tests. First pumps installed
were the E series ranging from 0.4
to 1 horsepower. Today, the STEP
series and EH31 model pumps are
favored.
(Continued on back)
Peabody BaRnes
Peabody Barnes • Engineered Products Division • 651 North Main Street • Mansfield, Ohio 44902

Peabody Barnes Engineered Products Division/Case History Number 12
Problem:
When residential growth occurs in
areas of hilly terrain, high ground
water, shallow bedrock or other
difficult areas, a need is created
that conventional gravity sewers
and septic tanks cannot satisfy.
The semirural community of
Glide in southwestern Oregon
faced such a situation. Develop-
ment was sparse enough that long
lengths of sewer would be required
between homes, but dense enough
that failing drainfields caused
Solution:
In 1975, the Douglas County Depart-
ment of Public Works proposed and
subsequently constructed a pres-
sure sewer system which served its
first customer in 1977 and has been
fully operational since March, 1980.
With a pressure sewer system, a
pump is located at each home or
group of homes to convey the
Results:
At Glide, the cost of pressure
sewers was half of that estimated
for conventional sewers. Final
costs were even lower.
In 1978, installation bid prices for
STEP on -lot facilities were $1,860.
In mid-1980, actual installation
concern. Soils unsuitable for
subsurface disposal caused 60
percent of the drainfields in use to
fail; many homesites had sewage
standing on the surface of the
ground and flowing into roadside
ditches. The public hazard was
sufficient to provoke a building
moratorium.
Providing sewerage facilities for
small communities often hinges, as
it did in Glide, on the ability of the
engineer to find an affordable
design. For such small communities,
costs attributed to conventional
collection systems dominate all
sewage under pressure through
small diameter piping to a central
treatment plant. The pumps may
be of the grinder type, which
macerate solids to slurry in the
manner of a kitchen sink garbage
disposal or, as is the case in Glide,
they may be septic tank effluent
pumps (STEP). In a STEP system,
only septic tank effluent is pumped
to the treatmert plant.
In a pressure sewer collection
costs ranged from $500 to $1300.
The cost for all materials and equip-
ment used on -lot came to $1630.
During the calendar year 1979, a
total of 109 service calls were made,
while 368 pumps were in service,
80 of which had been new installa-
tions in that year. Only 14 of the
total 109 service calls were pump
related. As of July,1986, over
For more information:
On Peabody Barnes Pumps or pressure sewer system applications
and/or design write or call: Peabody Barnes - Engineered Products
Division, 651 N. Main Street, Mansfield, Ohio 44902, [phone].
other costs. Statistics show that for
feasible projects, about 80 percent
of the capital cost has been rep-
resented by the collection system,
and 20 percent for the treatment
facilities. For an alternative to sig-
nificantly impact the total project
cost, it is the cost of the collection
system that must be reduced.
Independent studies concluded
that population density and dif-
ficult terrain made conventional
sewers uneconomical.
system, costs are controlled in
several ways. Excavation expense
is minimized since a pressure
sewer main is buried at a shallow
depth following the contours of the
terrain. Moreover, because the
sewer main is substantially free of
solids, infiltration and inflow, and,
because it flows full with controlled
hydraulic gradients, it is possible to
use a relatively small diameter pipe.
2500 pump -years of experience
are represented. The first 100
pumps installed have been in
service for 9 years of continuous
duty. As of July,1986, approximately
450 Peabody Barnes pumps have
been installed. Installed models
include: SE411, EH31, EH42, E75,
EH102, E100, STEP52 and STEP102.
m
•�7�21Gxs• a
'-woes
CA1286-5
Litho in U.S.A.

j
I
F
J
I
7
McKIM & CREED ENGINEERS, PA
243 North Front Street o Wilmington, N.C. 28401 919/343-1048 '
2007 South Evans Street • Greenville, N.C. 27834 • 919/756-5137