WQ0002284_Hydrogeologic Report_20011116

SITE EVALUATION
FOR
WATER REUSE OF RECLAIMED WATER
KINNAKEET SHORES SUBDIVISION
DARE COUNTY, N.C.
lk
December 7, 2000 2�
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o oC)
Prepared in Support of: Bissell Professional Group o
2
EDWIN ANDREWS & ASSOCIATES, P. C.
CONSULTING HYDROGEOLOGISTS AND SOIL SCIENTISTS
P.O. BOX 30653
RALEIGH, N.C. 27622

H,•'.i.• •a
r. • . e
EDWIN ANDREWS & ASSOCIATES, P.C.
CONSULTING HYDROGEOLOGISTS
P.O. BOX 30653
RALMH, N.C. 27622 - 0653
PHONE: (919) 783 - 8395
FAX: (919) 783 - 0151
December 7, 2000
Mr. Ray Hollowell
FNrvmornrna TAL sCMNM
sons
C/O: Cathey Finja
Renaissance Construction Company
P.O. Box 1411� 0 n
Hwy.64/264.
Manteo, N.C. 27954 0 G
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2
RE: Water Reuse Investigation - Kinnakeet Shores Subdivision
Dare County, North Carolina
Edwin Andrews & Associates, P.C. Project No. WW - 01 - 00
Dear Mr. Hollowell:
Enclosed is the specific analysis for a water reuse system throughout the Kinnakeet Shores
Subdivision for 350,000 gallons per day. This analysis meets the soils and geologic testing
requirements of 15A NCAC 2H .0249 (k). This information is configured to support design
documents from Bissell Professional Group. ,
Sincerely,
Edwin Andrews & Associates, P.C.
soit so ' 1
v
Edwin E. Andrews III, P.G., N.C.L.S.S.
President/Principal Hydrogeologist/Soil Scientist�NORTH
Proj WW - 01 - 1100
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Enclosure
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Table of Contents
1.0
INTRODUCTION:
1-1
1.1
Statement of Purpose
1-1
1.2
Regulatory Requirements
1-2
1.3
Project Location
1-3
1.4
Scope of Work/Field Methodology
1-4
1.5
Report Preparation
1-5
2.0
SOILS AND GEOLOGY:
2-4
2.1
SCS Soil Description
2-1
2.2
Soils Description
2-1
2.3
Geology
2-4
3.0
HYDROGEOLOGY:
3-1
3.1
General Hydrology
3-1
3.2
Infiltration Analysis
3-2
3.3
Water Table Contour
3-3
3.4
Unsaturated Thickness Mapping
3-4
4.0
AQUIFER HYDROLOGY
4-1
4.1
General
4-1
4.2
Aquifer Analysis Results
4-1
4.3
Hydrologic Analysis
4-2
5.0
WATER BALANCE AND LOADING ANALYSIS:
5-1
5.1
Water Balance Analysis
5-1
5.1.1
Site Configuration
5-3
5.1.2
Water Balance
5-4
5.2
Nitrogen Loading
5-5
5.3
Phosphorous Loading
5-6
5.4
Organic Loading
5-6
5.5
Salt Loading
5-7
5.6
Heavy Metals Loading
5-8
5.7
Loading Alternatives
5-8
6.0
CONCLUSIONS AND RECOMMENDATIONS
6-1
6.1
Conclusions
6-1
6.2
Recommendations
6-2
6.3
Limits of Investigation
6-3
Figures and Tables

LIST OF FIGURES AND TABLES
TABLE 1 -
SOIL DESCRUMON
Appendix
TABLE 2 -
LITHOLOGIC DESCRIPTION
2-3
TABLE 3 -
WATER LEVEL DATA
2-5
TABLE 4 -
AQUIFER TEST DATA
Appendix
TABLE 6
WATER BALANCE
Appendix
TABLE 7
LOADING ANALYSIS - NITROGEN & PHOSPHOROUS
Appendix
TABLE 7,
LOADING ANALYSIS - ORGANIC & HEAVY METAL
Appendix
FIGURE 1
SITE MAP
Appendix
FIGURE 2
SOIL MAP
Appendix
FIGURE 3A
WATER TABLE CONTOUR MAP
Appendix
FIGURE 3B
AQUIFER TEST
Appendix
FIGURE 4
CALIBRATION
Appendix
FIGURE 5
MODEL LOADING MAPS
Appendix
FIGURE 6
MODEL MOUNDING MAPS
Appendix
FIGURE 7
MODEL NITRATE CONCENTRATIONS
Appendix

IQNNAKIET SHORZs - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT TGAA W - ®I C - 00
FinTRODUCTION: W
1.1 Statement of Purpose:
The purpose of this evaluation for the development projects in the Kinnak-eet Shores Development
Area, Dare County, North Carolina is to determine the hydrogeologic and soil characteristics needed
to support a reuse, infiltration pond and a non -discharge rotary distributor system application to the
North Carolina Division of Water Quality (N.C.D. W. Q. ). The site is currently planned for a 350,000
gallons per day disposal of tertiary treated waste water using rotary distributors. This analysis
evaluates water reuse of 350,W0 gallons per day, converting the currently permitted 220,000 gallons
per day from the rotary distributors throughout the development. The analysis includes the common
areas for the development; roadside area, and the vicinity of the existing waste water treatment
plant. The rotary distributors will be used for 5 -day transient state disposal of effluent not suitable
for irrigati n upset pond) . This area will be irrigated normally, with transient loading up to 10
gallons per day per square feet to provide short term disposal. With the sand matrix, the storage
pond will store or infiltrate at 1.49 gallons per day per square foot, during. inclement weather or if
there is a plant upset. The infiltration ponds are projected in the water balance and MODFLOW
simulation to be used only in the winter months,
The hydrogeologic and soil characteristics were used to. determine the amount of irrigation and the
loading that can be applied on the roadside areas at Kinnakeet Shores Development and the existing
area, Dare County, N.C.. The results of this evaluation will be used by Mr. Mark Bissell, P.E.,
Bissell Professional Group in preparation of final design documents that will comply with NCDWQ
regulations. This analysis evaluates the potential of the soils to assimilate organic and metals
loading and determines safe loading rates for spray irrigation of tertiary treated waste water on
maintained common areas and it also evaluates disposal of short term effluent (Reclaimed Water
using a spray bed in the vicinity of the existing rotary distributors. The field work supporting this

KIMMAMM SHORES gEYTd. MENT -DARE COUMY
HYBROG$OLOGIC ANALYSIS FOR WATER REUSE
PROJECT ]FAA W W - 91 C - 19
evaluation includes soils analyses by Edwin Andrews, N.C.L.S.S. of Edwin Andrews &
AssociatesX.C.. This evaluation differs from.conventional land application of secondary treated
effluent, because the effluent is mechanically treated to remov rganic 1
therefore, loading is based principally on hydrologic constraints. The assumed loading
concentrations discussed in this evaluation are probably-highfor4ertiary treated effiuent and can be
fwrther controlled by mechanicaltreatment if necessary.
The development projects: Kinnakeet Shores is on.a regressive beach ridge complex. The area is
served by a central waste water treatment facility at Kinnakeet Shores Development. This report
refers to the total project area as the Kinnakeet Shores Irrigation Area
The purpose of this evaluation is not only an analysis of the ability to dispose of reclaimed water,
but also, this evaluation is a type of water suuvly evaluation. Water supply is limited on the barrier
island system. Therefore, use of reclaimed water is necessary to sustain a viable site on droughty
beach ridge soils. This analysis focuses on irrigation of the common areas as a method to preserve
and redistribute groundwater on the barrier island llnd water flo is divergent, to the Pamlico
Sound to the west and the Atlantic Ocean to the east.
1.2 Regulatory Requirements:
The proposed system will operate under a Non -Discharge Permit issued by the State of North
Carolina, Department of Environment, ' Health, and Natural Resources, Division of Environmental
Management (Division,of Water Quality). Applicable regulations governing this type of facility are
included in 15 A NCAC 2H .0200 (.0219) - Waste Not Discharged to Surface Waters, effective
February 1, 2000, and 15 A NCAC 2L - Ground Water Classifications and Standards.
Requirements relating to soil and hydrogeologic characteristics of the site include a hydrogeologic
1-2

EINNAYEET SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT FAA W W - Cl C - 00
and lithologic description of the site to depth of 20 feet [(5Xe)], and a determination of
transvity and specl�fic yield of the unconfined aquifer based on a withdrawal or recharge test
[(5) (f)]. 15A A NCAC .0205 also addresses design specifications to be provided by a professional
engineer. 15A A NCAC 2H .0219k will be applicable because this proposed disposal is land
application on a maintained common area. 15A A NCAC 2H. 0400 addresses aerial limitations and
engineers LNuirements for this type of facility and 15A A NCAC 21, addresses Compliance
Boundaries and the maximum allowable concentrations of substances discharged to ground -water
from this type of facility. This irrigation is water reuse of reclaimed water, therefore, it is extremely
unlikely that groundwateLcontamination can occur The effluent is treated using a tertiary plant,
diluted in a large storage pond and applied at extremely low rates (equivalent to a low pressure pipe
disposal system of 0.28 gallons per day per square foot for a 3.1 inch per week application on the
sandy soils).
1.3 Project Location:
The site is located south of N.C. Route 12, south of Avon (Figure Number 1, Site Location Map to
be included in engineering documents). The North Carolina Planar Coordinates for the site are
approximately3,040,000 feet East and 600,000 feet North. The site appears to be typical of the
Coastal Plain region of North Carolina According to the Soils Map of Dare County the area
consists of a barrier island, regressive beach ridge complex
The slopes range from nearly level to more than 2 percent on the proposed area to be irrigated The
site has elevations extending to greater than 18 feet above sea level The drainage is predominantly
to the east and west as interstitial groundwater flow. The surface water drainage is collected and
diverted to a stormwater infiltration pond to the south of the existing rotary distributors.
1 -3

1
EINNAMET SHORES DEVELOPMENT - DARE COUNTY
HYDROGYOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 90
1.4 Scope of Work/Field Methodology:
The scope of this project includes the collection of all surficial and subsurface data necessary to
characterize the site based on site specific hydrologic and soil functions relative to spray irrigation
for water reuse. Site specificuifer testing was not performed within the scope of this current
investigation Aquifer testing was completed during the original evaluation for the rotary
distributors, in July1986. Information used to develop aquifer coefficients and values for the
underlying sand (water table) aquifer was from the soils, and generally confirmed by the water table
contour. This information is to be subjectively compared and calibrated with overall site
characteristics. Forexample, the determinationofcoeffcients from the previous water table aquifer
test were evaluated relative to the current water table elevations and the test boring logs. A
MODFLOW simulation compares measured water table surface to expected steady state conditions,
with average annual evapotranspiration.
Field work for this study consisted of the
installation of additional hand borings,
completed as temporary piezometers to
supplement the previous data. Deeper test
wells were installed in order to determine
the dimensions of the water table aquifer
and determine aquifer coefficients. The
horizontal and vertical controls for the
observation points were surveyed and
static levels (where available), were
measured A soil map has been prepared
Phntn - Fxiatina irriaation nractices on
common areas - from a barrier island project
by Edwin Andrews, N.C.L.S.S. with a typical description for each map unit. Infiltration analyses
1-4

NIM4AKM SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYM FOR WATER REUSE
PROJECT EAA W W - 91 C - 99
(k,,,) using Compact Constant Head Permeameters' were not performed Because of high
infiltration rates, double ring infilrpmeter testing was used instead of (k„ j analysis.
1.5 Report Preparation:
This report analyzes current field data and field conditions observed during the study period and
uses information collected throughout the Kinnakeet Shores Development area. Loading models
and predictive methodology, that are based on field da ocumen is characteristics of the site
that may limit loading. This will provide the opportunity to obtain the maximum potential for this
�r
site as a water reuse facility. Therefore, predicted chemical and biologic loading functions are
expected to be enhanced
This evaluation is based on the concept of using d waste water disnnsal, which
greatly reduces heavy metals and organics from the reclaimed water. The concept is to provide
additional treatmeload the site at a maximum spray irrigation rate of 3 1 inches per week
This study is for water reuse of reclaimed water. However, the site is even suitable for low pressure
pipe or high rate disposal in the vicinity of the excessively well drained soil from an infiltration
capaci perspective. Typically, large volume systems should function properly without enhanced
drainage on the barrier island.
This evaluation indicates care operation and maintenance of the site is needed to insure that
the site is not instantaneously overloaded. This cfi�l oatiQn is nece��ry sc► t at pffig m 'g
4a;into the water table aQuifer. It is expected that the soil will accommodate up 0.3
inch per application dose (will vary based on soil specific characteristics) and approximately 6 to
9 doses are needed for the average week for the best soils.
One. of the advantages of land application of tertiary treated effluent on beach ridge deposits is the
1-5

9INNAKINT SHOMDEVELOP - DARE COUNTY
HYDROGEOLOGYC ANALYM FOR wATU REUSE
PRo er uA ww - 91c - oo
ongoing careful maintenance and monitoring that the resort community experiences. In this case
maintenance and monitoring will need to be provided by treatment plant personnel and irrigation
maintenance personnel for the Kinnakeet Shores Area.
This report is divided into segments dealing with soils, hydrogeology {water table), agwfer
hydrology, and loading analysis. Generally figures and tables are included in the text to help
visualization, 8.5 by Ll or 11 by 17 copies of the figures and larger tables are located in the
appendix of this report for detail.
All reports prepared by Edwin Andrews & Associates, P.C. are shuctured to fallow the flow of
waxer: Initially, it is necessary to define the framework in which reclaimed water flows. This section
is labeled as "Soil and Geology." The hydrology of the unsaturated zone and definition of the waxer
table surface is in a section labeled "Hydrogeology". Once the reclaimed water reaches the water
table aquifer, lateral flow will be induced to neighboring surface water or drainage. This flow is
analyzed in the section labeled "Aquifer'Hydrology." Since water reuse will be implemented, the
chemical relationshipof the reclaimed water withthe site is -evaluated in a section labeled "Loading
Analysis".

E INNAKEET SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 08
2.0 - SO..S AND GEOL(9Y:
2.1 SCS Soil Description:
t$Er-
The soils on this tract wer<mm ed and based on the classification of soils used in the
Survey g$ Dare County, North Carolina, Soils Conservation Service, USDA, March 1992.
In the late summer of 2000, a site specific map of the site consisting of the Kinnakeet Shores
Development Area was mapped for this evaluation_ The soil map was prepared to show general
relationships between mapped units and contiguous drainage and wetland features. The
development site is configured to accommodate the available suitable soils. The total site was
mapped to determine suitability for water reuse of r —_ inhe`s per)
e r4=disfn� T app � iQ o 1 alip s_per_c a _per -q a feet and an iufiitration pond
__ d
application of;less;than 1-S;gallgns_per_day_per squaie.foot for ferkiary.tiea ed effltprit not suitable
b—Ufbnaif:c0A act. Water balance and nutrient loadings were for the common area within the
developments. The soils were mapped based on a field investigation on October 9, 2000 (Figure
No. 2, Soil Map 11" by 17" Attached in Appendices). The foredunes and maritime dunes consist
of Newhan series and Newhan-Corolla complex. The lower areas consist of Duckston series and
were formed by wind erosion until the unsaturated thickness was adequate to support maritime
growth. The areas with intermediate unsaturated thickness depths was mapped as Corolla series.
2.2 Soil Descriptions
The areas mapped within the Kinnakeet Shores Development (site) are located in the Coastal Plain
Physiographic Region of North Carolina. The site includes four vegetative zones; the foredune-
beach, shrub, maritime forest and marsh. A majority of the site is in the foredune-beach and shrub
vegetative zones. Broad gently sloping flats between the dunes are evident as well as steeply sloping
2-1

EZWgAICEET SAES DraLOPMNT - DARZ COUNTY
HYDROGEOLOGIC ANALYMM FOR WATER REUSE
PROJECT EAA W W - ®1 C - M
dunes with narrow convex ridges and steep slopes (5-81DA). The site is bound to the north by Avon; to the
south by undeveloped open area; to the east by the Atlantic Ocean; and, to the west by the Pamlico
Sound
The soils that comprise the site belong mainly to the New n soil association
which contain nearly level to gently sloping (0-2%), poorly drained to excessively well -drained soils
that have a subsoil of fine to medium sand ' The soils were deposited mostly by wind and water
during the Holocene to recent ages as regressive beach ridge complexes. Soil found along the
beachfront belong to the Newhan-Duneland Association which are nearly level, moderately deep,
excessively well_drained. sotthathave a subsoil offine sand In the shrub zone theNewhanit7rba
Complex series dominates. A small portion of maritime forest exists between the existing rotary
distributor waste water disposal system and the marsh zone. In the marsh zone the Cape Fear series
predominates which is a nearly level, poorly drained organic and sandy soil.
The soils found on the site have been altered significantly by development. Some of the area could
be mapped as Urban Complex The urban land or urban complex has been developed to describe
soils that have been altered by cutting, grading, or filling in the construction of picking lots,
shopping centers, paved roads and home Sites. The extent of modification varies widely depending
on the improvement. Many areas on the site have been subject to little disturbance, while other
areas have been extensively graded or filled. A characteristic associated with urban development
of the soils on the Outer Banks ofNorth Carolina, is the use of fill sand that is extremely compatible
hydraulically with the natural sand
easttio s�flk operations't >Yorth This area
is mapped as madeland soils, with sand and hydraulically interspersed clay lenses. The clay lenses should be
reworked for the five day upset pond location. In areas selected for irrigation and injiltratiion ponds, the clay
layers should be removed prior to water reuse.
2-2

KMWU EI T SHORU DKVILOPMKNT -DARE COUNTY
HYDROGEOI.OGIC ANALYSIS FOR WATER RME
PROJECT EAA W W - 61 C - Yo
A 1 - 04 inches; dark grayish brown (10Y $!2) fine sand, m my fine roots.
A2- 4-7 inches; dirk grayish brown (10YR 412) fine sand, with yellowish brown mottles
(10YR 612) - some geologic cross bedding reflecting bimodal aeolian deposition.
CG -7-15 inches; light brownish gray (10Y U2). sand, few mottles with cross bedding.
Ab-15-20 inches; dark gray (10 YR 4/1) fine sand with cross bedding.
Cg- 20-72 inches; gray (5 Y 5/1) fine sand, distinct cross bedding with few fine shell
fragments.
Soil Series: Duckston fine sand Landscape: Coastal Plain
LandfOrm: Barrier Island, Maritime forest - interdune
Parent Material: Marine sediments, reworked by wind
Drainage -Class: Excessively drained
Particle Size Class: Sandy Temperature Regime: thermic
Subgroup Classification: Typic quartzipsamment Slope: 0-2%
Examination Method: auger boring late; October 6, 2000
Weather: Sunny Investigator: Ed AAdrews
Borings at B-1, B-4, B-8, B-10, B-12, B-14
2-3

TSHORES DZVELDPMZNT -DARE COVN TY
HYDROGNOLOGIC ANALYSIS FOR wATYR RUM
PROJECT YAA ww - oic - oo
A - 0-3 inches; dark grayish brown (10Y 412) fine sand, with few organics.
C1 — 3-18 inches; yellowish brawn (10YR 514) fine sand, with distinct cross bedding
reflecting bimodal aevlian deposhim
C2 -18-28 inches; brown (10Y 5/3) fine sand, medium distinct light brownish gray (10YR
612) and few fine distinct reddish yellow (7-4YR 618) mottles; distinct cross bedding.
Cg 1-28-50 inches; grayish brown. (10 YR 5n) fine sand with cross bedding.
Cg2- 20-72 inches; grayishtirown (1-0 YR$a)-fine sand, distinct cross bedding withfew-fine
shell fragments.
Soil Series: Corolla fine sand Landscape: Coastal Plain
Lam form: Barrier Island, interdune
Parent Material: Marine sediments, reworked by wind
Drainage Class: Excessively drained
Particle Size Class: Sandy Temperature Regime: thermic
Subgroup Classification: Typic quartzipsamment Slope: 0-2%
Examination Method: -auger boring Bate: {Dctober f,, .MW
Weather. Sunny L. Investigator. Ed Andrews
Borings at B-3, S- B-7, B-8, B-10, B-13, W15, B-1% & B-20
2.3 Geology:
Regionally, the sedimentary facies were controlled by the Albermarle Embayment dipping
off of the Hampton Arch. The Columbia Group sands,unconfomably overly the Yorktown
Formation 'Me Yorktown formation contains three members: the Lower Pliocene -Sunken
Meadow member; the Upper Pliocene R-rshmere; and Mogarts Mach members. The
Sunken Meadow member is typically very shelly, glauconitic quartz sands which were
2-4

IGNNAECEET SRORU DEVELOMM - DARK COUNTY
HYDROGEOLOGIC ANALYSES FOR WATER REUSE
PROJECT FAA W W - OIC - AO
deposited as a transgressive unit during early Pliocene highstand of the sea (Ward, Lauck
W,m Bailey, Richard H And Carter, Joseph G. 1991). In the vicinity of the site bore hole
records indicate that the lithology is silty to shelly fine sand. This appears to form the Lower
Yorktown Aquifer on site. The Rushmere and Mogarts Beach member represent the
transgressive and regressive stages of the most extensive transgression of the Pliocene and
Pleistocene ages. The Rushmere member is determined (Ward and Blackwelder, 1980) to
be shallow shelf sea deposits. This probably relates to the Middle Yorktown Aquifer
expected beneath the project site. The Morgart Beach Member reflect deposits in broad
sound and lagoons behind regressive barrier bars. Local sand deposits occur as a semi -
confined Upper Yorktown aquifer. The deposits of the Morgart Beach member consist of
fine to very fine, silty sand, sandy silt to silty clay.
The Holocene regressive beach ridge sediments were evaluated in a boring location near the
infiltration/irrigation site. The lithologic log (Table # 1B, Lithologic Logs) describes the
relationship of the soil series to underlying formations.
TABLE # 18 Columbia Group Lithology
LITHOLOGIC LOOS*.
Test Well Previous Investigation - Deep well No. a MW-5A deep - interpretation fxom drillers log"
• 0-6 feet light brown fine to:mediun well sorted sand, layered doe to soil formation near surface:
• 6-30 feet light gray fine to medium well sorted land - probable bimodal crombedding with shell
fragments and h assembleges
• 30�0 feet gray fin medium w sorted sand with few shell fragments
2-S

IQNNAK ET SHORES DEVELOPMENT -DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
1 - M) _ K0
3.1 General Hydrology:
The hydrogeology portion of this evaluation focuses on the drainage of the reclaimed water into and
through the soil on the existing site. This movement is characterized by infiltration rates (often
described as Kam. During infiltration, water gravity drains from the surface through unsaturated
interstices into the capillary zone and subsequently into the water table aquifer. As the water
reaches the water table surface, the surface will be rising as a result of the new water (mounding).
This movement will be slowed considerably because of trapped gases (air and nitrogen) and surface
tension in partially saturated soils (matric and osmotic potential) in the upper capillary portion and
the saturated portion of the lower capillary zone. It is understood that the field methods for
estimating infiltration rates will be relatively high compared to an actual discharging system or
rainfall. grates are estimated on less than 2% of the lowest estimated permeabilities"
(estimated permeability 10% or the lowest le infiltrometer results - 20 in./hr.) for the least
permeable soil horizon for the series. uble Ring ltrometer tests Compact
Constant Head Permeameters (kk(,,,,) due to the sandy texture of the beach ridge deyosits. Double
ring infiltrometer results indicated infiltration rates greater than 20 inches M hour (Doble Ring
Infiltrometer Results from "Hydrogeologic Evaluations for the Waste Water Disposal Site,
Kinnakeet Shores Subdivision, Dare Co un orth olma", July 1987 ). For the purpose ofthis
analysis a conservative infiltration rate f 20 inches per hour is us
All regressive beach ridge surface layers throughout the site will accept and store the sprayed
effluent, allowing for infiltration over an ' t hour ri requent small hydraulic loadings will
best serve the water and nutrient requirements of grasses and trees.
3- 1

XMICNAIMT SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 91 C - ee
3.2 Infiltration Rate Analysis (Double Ring Infiltrometer):
It was not feasible to perform Ksat analysis because of the extremely high hydraulic conductivity,
therefore Double Ring Infiltrometers were utilized For analysis this report uses the lesser infiltration
rate of the measured double ring infiltrometer versus -the SCS data which indicates a permeability
of 20 inches per hour for all selected horizons below land surface. Considering the effect of trapped
gases and surface tension on grate d_r iniin, effluent, it is recommended to use a loading rate
significant) lower than that doteermiitied by the SCS permeability of the least permeable material.
The soil descriptions indicate that there are no other discontinuous restrictive horizons (less than
20 inches per hour) which will affect the drainage values used for the water balance analysis.
t
component for low rate application sucher reuse is the ability of the underlying saturated zone to transmit water laterally. The most
restrictive soil conductivity estimate was used to establish a "monthly drainage" value in the water
balance analyses. The monthly drainage value is a very small percentage of the estimated K,,, value
(less than 1/10 of the EPA recommended 4% or 2%). For large application areas, it is likely that
secondary permeability will increase vertical permeabilit�in restrictive loamy horizons. It is
expected that the predominant by o ogic forces are evapotranspiration and lateral flow in the
surficial soils to the surface drainage near the site. Land application should be after -periods of
adequate recharge and reaeration. Care should betaken to insure that rainfall loading has infiltrated
to the water table or deep enough to allow for land application (Field Capacity).
,;>-Typically, iiri�tinrE min P„an pPF11 only�pply fiom 0 25 inch to 0 4 inch, in a manner that
will not waste water. Visual inspection of the irrigation processes on the common areas on the
outer banks, which are loose sand environments, confirmed that the surficial infiltration capacity
his jfl a � nch l�g er a o Lho,u r o insanou
loading rate for_ reclaimed aw ter not excfed 0.4 inch per dose for the excessively drained- soils (8
jto 9 applications per_ week as an average rate).
3- 2

IC"AXIM SHORESDIV rd,OPMENT -BABE COUNTY
HYDROGEOLOGIC ANALYM FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
3.4 Water Table Contour:
The water table surface is generally inflc- u nced by heterogeneity in the soil matrix, recharge water
table aquifer -characteristics, surface drainage and near surface
contour map shows the effect of the QSii
(Figure # 3, Water
Table Contour
Map)(Table # 3,
Water Table Data).
At the time the
water table synoptic
was performed, the
watez table was high
due to the lack of
transpiration in the
wooded area to the
west (February).
The water table
The water table
to the south on the ground water system
V DK7 4 z s
0
Q
aF
Ln
92 0 •£
8e �e
m
0. C�, a�—' sa 8z
U
L0
M
U
S L
Figure No. 3 - Water Table Contour Map used for Calibration -
contour map shows 8.5 by 11 in. Map in appendix Vj
that the water is
possibly et. The eastern portion of the site flows to the Atlantic Ocean and the western
portion of the site flows to the Pamlico Sound The same water table information is used to
calibrate the model for non loading conditions. Piezometers used in the preparation of the water
table contour map serve as the basis for calibration for the MODFLOW simulation, allowing for
seasonal evapotranspiration, average rainfall and estimated drain conductance for the streams.
3- 3

101t AICEET SHORES HEVK"h4ENT -DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER RIME
PROJECT FAA Ww - RIC - 0e
3.3 Uw aWnted Thickness Mapping:
After construction of 12 temporary wells, the depth to water and the water table contour was
determined from a synoptic measurement (February 2000). Using located elevations, a computer
simulation (Surfer) -of the water table surf was made to determine flow direction and gradients.
,
(Table # 3, Water Table Data)(Figure # 3B, Depth to Water).
Figure No. 3B, Depth to Water Surface
8.5 by 11 in. Map in appendix
The water levels did not reflect
conditions similar to seasonal high
conditions. However, the deto
water ranged from 17 feeC o
more than 9 feet below land
surface. Irrigation should not
occur at locations at a time in
which the death to water table is
less than 1.0 foot. This is J u�
and February in the area mapped as
Duckston. Daring periods of high
water table conditions the rotary di infiltration basin transient loading should be used.
Actual isopach thickness contours will reflect localized surface features such as sand dunes or
ditches that run through the middle of and around the proposed spray field areas. Generally, during
the spring, summer, and fall months the discharge of irrigation water will be predominantly by
evapotranspiration rather than the Darcy equation (lateral movement), especially in the maritime
forest to the west.
The depth to water will be suitable (greater than 1.0 feet) in most of the borings, during the typical
loading period. Taking into account any presaturation due to rainfall, spray irrigation up to 0.4 inch
3- 4
X"

ICRO(AICEET SHORFS3)ZVZLOPMFdV'I' -HARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
per single application is feasible. This loading could total up to 3.1 inches per week for the
excessively drained soils.
k1mi

12MAKEU SHORE&DEV£I.OPhUNT - DARE�COITIPI'Y
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - OI C - a
4.1 General:
The aquifer hydrology of the site is facilitated -by divergent drainage flowing to the Pamlico Sound
and to the Atlantic Ocean to the southeast These surface water bodies are defined as constant head
boundaries in the modeling efforts (red color in Figure No. 4-2). The configuration of the irrigation
system optimizes the effect of this drainage by placing the irrigation into the different drainage
divides. Additionally, the loading rate has been minimized to 3.1 inches per week for the sandy
well -drained areas. The sandy soil will accommodate 0.4 inch per dose within a one hour period
The totaloapacitvofthe site is -deed
laterally to the At1Arr nrpAn and he P� 1_ico SoLnd In order to understand this lateral flow in
the sand (as the water table aquifer) aquifer coefficients were measured by aquifer testing.
4.2 Aquifer Analysis Results:
An r test performed duly 1986 in an area mapped as -Corolla series soils. The test used
an observation well located 30 feet from the Humping weThe
measured transmissivity was 6490 square feet per day, with an aquifer thickness of 70 feet for a
hydraulic conductivity of 85 feet per day. The ecifie�Yield�was071 expected forthe Outer
Banks (Figure No. 3 11).
The aquifer tests were used to provide an initial framework for the hydrogeologic model of the
regressive beach ridge sand A total of 8 piezometers were used in this evaluation as calibration
targets for computer modeling.
4-1
M

KOMAREET SHORFSDFVELOPMENT - DARB COUNTY
HYDROGFOLOGIC ANALYSIS FOR WATER RFM
PROJFCT FAA W W - 01C - 00
43 Hydrologic Analysis:
Using the calibrated aquifer coefficients, it is possible to generally predict how a site could respond
to a discharge hydraulically and how contaminants could migrate. A series of computer models was
prepared to simulate mound height. Using Visual a ground water simulation was
made using average rainfall data, gAMjranspiration for summer conditions and local draina9e to
predict the water table surface (Figure # 4-A, Calibration' Graph; 4-B, Calibration Map; # 4-3,
Drainage; # 4-C, Grid and # 4-D Calibration Conductivities).
s Fz
A series of MODFLOW simulations were perZbruary22,
ed fo<2.
using the sync ' water levels
from the 8 piezometers that were measured -caner levels reflect
relatively wet conditions, with a very low tray
(Figure Number 3, Water Table Contour Map).
In order to callbrate to the numerous water level targets, the hydraulic conductivity was adjusted to
a sixty foot thick aquifer. The observation wells calibrated within reason with a mean error of -
0.037 feet {Figure No. 5-3, Calibration Graph and Figure No. 5-4, Calibration Map).
The loading model is configured with a single hydraulic conductivity determined in the calf tion
phase, with a constant head boundary of 0.0 feet mean sea level for the Atlantic Ocean 0.5 f
for the Pamlico Sound. The total area (white) was recharged using the same rainfall data used in
the water balance analysis for -Dare County. The second recharge area (blue) reflects the infiltration
pond at 149 gallons per day per square foot {0.199 feet per day). The third recharge area teal
represents the lined pond at 1 X 10-6 cm/sec hydraulic conductivity. '�
The loading model simulated 360 days. The water table contour reveals the addition of the mound
4-2

102MkICEET SHORESDEVELOPMENT-DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
lte ,ltxat it as f p� - c i w ez vel vation, biAw� n 3 3� 5 fee�.i
above mean sea level (Figure Nos. 6A and 613, January and February Water Level Elevations -
Rotary Distributor Area).niii�rc_l and_ -August -the. loadng_was.shifted to -the irrigation
(�rs�em. T Water level.at the rotary distributor was predicted to be 5.feet above -sea level -and-the
voter level -to the -south and east increased approximately one- to two feet to- between 2 to 3 feet by
Qctober (Figure Nos. 5-A through 5-L, Water Level Elevations).
The mounding models (Figure Nos. 6-A through 6-L, Mounding Model) do not appear to reflect the
expected evapotranspiration for the period between April and October. The mound is controlled
-by a recommended ditch as to the north east and south of the infiltration basin. The depth to water
,during the winter will }probably be less than one foot in some of the area mapped as Duckston soils,
therefore irrigation should not occur at the time when conditions result in a water table depth less
than 1.0 feet from the land surface.
All of the hydraulic and solute models reflect low rate disposal for the infiltration pond throughout
the year, however, the infiltration pond should be pumped to provide irrigation water during most
of the growing season. It is expected that there will be times throughout the growing portion of the
year that several days of (storage) disposal in the spray will be needed It is also expected that
there will be several days in which irrigation can occur during January and February.
These hydraulic models are configured to showtbe
worst y using high rainfall values and low
evapotranspiration values. A model should noconsi red as an absolute prediction; rather, a
relative response to a loading.
A second model evaluates solute transport, using projected nitrat tratlo the key
parameter of interest Nitrates are entered into the spray irrigatiOn at 20 milligrams per liter. A� 3.1
4-3

ICINNA%EET SHORES -DEVELOPN[ENT -DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REIISI
PROJECT EAA WW - SIC -"
inches pew=ltthe:te =concentration -_will. bg aproximately�20, milligrams per titer for
irrigation. and ves t *tude t ut fftlEgems a
tt$% trPBtKIIeIIt a T31ode1 3 O �IS1tlg,tl t li&tr8t1021 por - loadmg
from the infiltration pond will be less than a month based on the water balance. During the spring,
�Y ummer and fall water will be pumped from the infiltration pond for irrigation.
The modeling is conservative by applying 3 50,000 gallons per day throughout the year (Figure Nos.
7A - 7L, Nitrates Model). It is expected that the volume of reclaimed water will become reduced
during the winter months. During wet summers, it will be necessary to rely on the infiltration pond,
area temporarily.
It should also be noted that this design configuration using reclaimed water results in dispersed
loading. The Eon ' will be less with the short term spray beds than the existing rotary
distributors, which would have operated continuously. The continuous use ofthe rotary distributors
would create very high nitrates because "rotary distributors" will not properly convert effluent
(denitrify) in the highly permeable sand. Vegetative uptake, dispersion and some derutrification
will occur in the irrigated areas where water reuse is implemented-
4-4

EINNAKEET SHORES DEVELOPMENT-DARTZ-COUNTY
HYDROGWLOGIC ANALYSIS FOR WATER REUSE
PROJECT FAA WW - 01C - 00
5.0 )QADMG ANALYSIS:
5.1 Water Balance Analysis:
The water balance is an analysis used to determine the amount of storage needed to accommodate
the lack of evapotranspiration and th a ect o gh rate rainfall vents during winter months. The
hydrogeologic components of infiltration and unsaturated flow define the drainage -component of
the water balance. ltration rates a used to determine average irrigation rates, drainage times -
and re -aeration cycle times. Using the malts of the water balance, a loading analysis was Prepared
nitrogen, phosphorous, salt, organic and heavy metal loading.
Typically, the nitrogen loading and the hydraulic loading determine site limiting con 'lions. In the
event that nitrogen becomes the limiting constituent, additional treatment such as artificial wetlands
or mechanical treatment may be a solution to the nitrogen limitation. Notwithstanding additional
treatment, nutrient or chemical limitations can be characterized by groundwater solute modeling to
determine if a contravention of 15 A NCAC 21 standards will potentially occur. ,
The 6ld ca i estimated for the underlying well sorted sand using data derived from
hydraulic conductivity and ated specific yield. The surface soil over most of the site is -well
sorted fine to medium sand .(typically described as fine sand - described by Ed Andrews,
N.C.L.S.S.). These soils would be expected to exhibit field capacities in the range of 15 to 20 per
cent on the 0.3 bar suction (field capacity should not be considered constant). This is an estimate
of the amoun�of ertical drainage occurs until the drainage rate becomes small enough to
necessitate more irrigation (near wilting point). To accommodate the root zone to a depth of 10
inches, the site can accommodate at least 1--5 inch a = 1.5 inch). The recommended
loadin r for the excessively drained soil 's 3.1 inch der week ' hort doses up to 0.4 inch-
5-1

KINNAKEET SHORES DEVELOPWM - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT KAA WW-01C-00
A typical fine sand will vertically drain in approximately 0.5 day. For conventional land application
this would require reaeration time, estimated to be less than 1 day (at 0.2 to 0.4 ft per hour). As
stated in the hydrogeologic analysis, the urface materfii�exhibits extremely high infiltration rates,
particularly in the higher elevations because of the regressive beach ridge and dune sequences.
Water reuse of reclaimed water is not conventional land a lication because there has been
additionaltreatment, which converts ammonia -to nitrate mechanically_ Organic content, uptake and
reducing environments will be the significant treatment processes needed for denitrification. The
irrigated effluent needs to be available to the root zone, requiring more frequent loadings of small
doses. At the Kinnakeet Shores Development Area, the loading can be made on even intervals of
0.4 inch per dose (not to exceed the average annual loading of 3.1 inches per week for the
excessively well drained Newhan/Corolla complex). Note that during periods of drought and
excessive evapotranspiration, the loading should be increased accordingly. Conversely, during
periods of extreme cold and wet conditions, the loading should be decreased accordingly, using the
storage capacity in the irrigation/infiltration pond.
The loading f 0.3 inch er dose ould be used in the areas o�ckstonwith an average
annual loading of 3.1 inches per w During periods of drQ t and exce��ive Pvaspiration,
Conversely, during periods of extreme cold and wet
conditions, the loading should be decreased accordingly, using the storage capacity in the
inigation/infiltration pond
Because of difficulties and common misconceptions with the concept of field capacities, EPA -
derived a simple method for drainage determination in the 'Process Design Manual ,for Land
Treatment ofMunicipal Waste Water.": EPA 62611-77-008,1981_ From this report, the drainage
5-2

laNNAERU SHORESDEYEd.OPMENT-DAREACOUNTY
HYDROGEOI,OGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - Nt - 00
�rangfrom 4a/o to 10% of the by c condactivity in the least permeable horizon. in the
.case of the the water reuse sites at the Kinnakeet Shores Development Area., the site -consists of
water and wind reworked soils, which are a composite of soils specifically analyzed by the Soil
Conservation Service to be greater than 20 inches per hour, in the more restrictive horizons. For the
purpose of this evaluation, a reasonable short term loading rate is 0.2 to 0.4 inch per dose for all of
the areas as suggested -
A) E.P.A. Formula:
Excessively well drained Newhan/Corolla soils - (estimate greater thani0 in/hr)
480.0 in./day, x 30 days x 0.02 — 28.8.6 in./30 days
B) E.P.A. Formula:
Well drained Corolla soils -{estimate greater thantO in/hr)
480.0 in./day. x 30 days x 0.02 = 28.8 in.A0 days
C) E.P.A. Formula:
Moderately to well drained Duckston soils - (estimate greater than2 in/hr)
480.0 in./day. x 30 days x 0,02 = 28.8 in./30 days
The potential evapotranspiration was derived from "Evaluation of Soil Systems for Land Disposal
of Industrial and Municipal Effluents." Report # 118, Water Resources Research Institute, Carlile,
B.L. and Phillips, J.A, 1976 for the Wilmington area of the state. It is noted that transpiration is
expected to be greater at the Kinnakeet Shores Development Area than the Wilmington region of
the state due to the influence of the ambient wind conditions near Hatteras.
5.1.1 Site Configuration:
W4a- p.
The area selected fo application approximatel 30 acres in area sgrbv ground watez
sources developed by Dare Caunty in the Yorktown Semi -Confined Aquifer. Because of the nature
of the develQpm=Lthe soil will need to -have the nutrient balance maintained. Small irrigation
5-3

IQNNA10M SHORES DEVELOPMENT -DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01C - 00
doses will help to maintain nutrients near the root zones.
The site consists ofpermeable sand ridges and divergent drainage flowing as groundwater directly
to the Pamlico Sound and the Atlantic Ocean to the east.
5.1.2. Water Balances:
The water balance is based on an estimate of the restrictiv�horiz�o using a factor developed
by the U.S.E.P.A. of 0.04 to 0.1. Therefore, typical drainage values do not take into account the
maximum effect of both lateral flow in the more permeable surface soil (Darcy equation to lateral
drainage, Q = T * W * dh/dl), and interstitial storage. In most cases, the actual infiltration rate will
be significantly higher than used in the water balance analysis, which is defined as "drainage." In
many Piedmont soils it becomes necessary to use the "A" horizon to store and transmit water during
the early stages after dosing, however, this surficial storage is not needed on the sandy soil of the
Outer Banks beach ridge complex.
The water balance analysis shows that storage is not required for the well to excessively drained
soils (Table # 6-A, Water Balance Analysis - Excessively Well Drained Duckston/Newhan/Corolla
Soils) From this water balance, it can be seen that storage is not needed. There is no environmental
risk or significant storage requirement for loading 3.1 inch per week on Excessively Well Drained
Duckston/Newhan/Corolla Soils. A MODFLOW simulation was used to evaluafe,-r cy flow of
the disposal to the Pamlico Sound and the Atlantic Ocean. The actual infiltration rate will be,
si " cantl :erhandefined in the water balance anal sis as "drainage The value f r drainageis actual 2% r than the EPA recommend 4.0 0 : or an infiltration rate of 2.0 inch per hour.
A storage capacity o three day should be used as a minimum design, coupled with 60 days using
disposal from the storage pond.
5-4

JQ[KNAIUET SHORES DEVE1,OPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
In order for this water balance analysis to be conservative, drainage (including ET) must effectively
drain the water table surface and the Darcy Equation must be satisfied. The standard water balance
typically does not take into account lateral saturated flow (Darcy Flow). Based on the MODFLOW
analysis for 350,000 gallons per ,mounding�be minimized to between 1 to 2 feet throughout
most of the site and the Darcy Equation will be satisfied with the existing drainage and
evapotranspiration Additional drainage is being recommended around the 1.49 gallons per day
infiltration pond.
5.2 Nitrogen Loading:
EXCESSIVELY WELL DRAINED - Duckston & Newhan/Corolla Complex - ThQstimate
nitro en concentrationforthetertiarytreated efIluent is expectedto §qP mg1or less. The expected
average nitrogen loading from the irrigation pond/storage pond is .expected to be less 10 mgy
using tertiary treatment, however, 0 mg/1 i used for the loading analysis and subsequent MT3D
model simulation. Using 20 mg/1(conservative number), a 350,000 gallons per day discharge wild
produce 15,981.5 pounds of nitrogen per year. Using a Qrassed area an estimated 100 pounds per
acre uptake can be expected for the nitrogen after 50% denitrification in the thatch horizons (Table
9 7-A, Loading Analysis). The irrigated areas should be planted with grasses between the natural
vegetation. From this, it appears that the site is nitrogen limiting, requiring 79-9 acres which is
greater than the 30 acres that are being irrigated. However, since the soil is droughty, the nitrates
will migrate below the root zones at less than 20 milligrams per liter (Figures No. 7A - 7L, Nitrates
Model). on toward s ace sinks
The modeled nitrates t be less than 10 milli s r liter. 'This is not a issue, -.7A
use nitrate concentrations will be low 10 milligrams per liter, in accordance with 15A NCAC
2L .0200 standards for ground water. , A'�WIWI- 'G, -7
5-5

IQNNAJQM SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT FAA W W - 01 C - 00
5.3 Phosphorous Loading:
Phosphorous will not receive the same degree of plant uptake as nitrogen. For the purpose of this
analysis, the grassed area -is expected to uptake 80-poundsper acreper. year. However, phosphorous
is relatively immobile. Soil sampling is made several times per year to insure phosphorous buildup
does not occur. Irrigation of additional areas such as individual water reuse irrigation at each house
will disperse the phosphorous in a larger area This loading will be absorbed in the thatch and soil.
(Expected phosphorous concentrations from the waste water plant are less than 2.0 milligrams�er
liter - with the phosphate ban in North Carolina)
Duckston/Newhan/Corolia soils - Assuming an initial concentration of 5 ppm would result in5,327.2
pounds of phosphorous per year (Table # 7-A, Loading Analysis). The land requirement for 5 ppm
of phosphorous is 66.6 acres. The site does appear to be phosphorous limiting, assuming the initial
concentration of 5.0 parts per million is valid, however, much of the gsjih-Mhorous will
ed�_A-
ELther-Additionally; phosnhorolis v�cill lie-atrP i�at d`during taferal ficswpa�st the wetl'aitd -
_�—
iv'th '. p2 p4io ps reduction, larger land area,or lower volume ' needed to.be
ablg io o aft ize the site if additional phosphorous becomes a problem.
5.4 Organic Loading -
The organic loading is typically reduced at the pretreatment facility to=an-efuent-T-OD-of 3-5--pArts
er gifflion-1 This of is loading -will be largely filtered near the-surface.during-infiltration: (Table
# 7 - C2, Loading Analysis Continued). The oxygen diffusion rate is very high -after the spray
5 -'6
0

HINNAKEET SHORES -DEVELOPMENT -DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
irrigation is ceased, subsequently, inorganic decomposition will occur. The hydraulic limitation -on
the site will allow for an irrigation cycle of 0.4 inch per dose depending on the weather.
ORGANIC LOADING CALCULATIONS:
WELL DRAINED (Table # 7-C2)-
TOW estimated at 35 ppm or 37,290pounds of TOD per year for 350,000 gallons per day
Assuming: 5 Is TOD/acre for grassed areas 20.4 acres is necessary *(this analysis does not consider the effect on
grasses.) The remaining organic loading is projected to be removed during the lateral migration of groundwater. It
is also expected that the TOD should be further reduced in the tertiary treatment.
5.5 Salt Loading:
The sodium concentration in this effluent is expected to be relatively high. However, the impact of
a low sodium absorption ratio (SAR) is low to moderate for the surface quartzitic sand, which
generally have extremely low shrink swell potential. The vegetation on the outer banks of North
Carolina is salt tolerant due to ambient chloride concentration from wind and storm events.
Because of the nature of the reworked soils, which lack moderate shrink -swell clays, the maximum,
safe SAR is 10. Using a typical chemical analysis of tertiary treated waste water analysis for the
Town of Long Beach, California, "Irrigation with Reclaimed Municipal Wastewater -A Guidance
Manuel", G. StuartPettygrove and Takashi Asano, Lewis Publishers 1986, Sodium is expected at230
mg/1 (milligrams per liter), Calcium at 66 mg/l and magnesium at 21.2 mgl. Using the
equation, sAR=
SAR is less than seven. This will not affect the quartzitic
(0. 5 *(ca 20)+(Mg 12)
s= d_The excess sodium will migrate from the sites as total dissolved solids less than ambient
Na123
found on the barrier island complex.
5-7

KINNAKEET SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01 C - 00
5.6 Heavy Metals Loading:
Heavy metal loadings are generally limited based on the ionic activity of associated clay minerals
and organic deposits comprising the quartzitic surface soils. The Kinnakeet Shores Development
area contains a very low percentage of clay. For the purpose of this analysis, a useful cation exchange
capacity of 5 meq/100 g is applied as a minimum. It is expected that the potential heavy metal
concentrations will be very low in treated domestic effluent_ The heavy metals should be
predominantly removed with the sludge.
HEAVY METALS LOADING CALCULATIONS
EXCESSIVELY WELL DRAINED - (TABLE NO.7-A2)
MINIMUM CEC = 5 meg/100 grams CEC (32,500) = <0.15* + (<O.1 * x 2 + (<0.1 * x4)
216,667 tons of waste water/acre, 20 yr. (minimum analysis)
350,000 G.P.D. x 8.34 x 365 x 20 yr/2000 #/ton — 10,654,350 tons of waste water
10,654,350 tons/216,667 tons/acre=4Lacres* - note heavy metals will be reduced by tertiary treatment
The site can accommodate typical tertiary treated effluent at a loading rate of more than 3.1 inches
per week relative to heavy metal loading. It should be noted that oxidation, precipitation and plant
uptake are processes that will further reduce heavy metal Ioadings. Heavy metal concentration
should be insignificant from a tertiary treatment plant with sludge removal and use of an irrigation
pond to allow for precipitation and dilution.
5.7 Loading Alternatives:
It is recommended that water reuse be made available on 30 acres+/- to minimize any possible
5-8

IONiNANM SHORES DEVELOPMENT - DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EM W W - 01 C - 00
environmental impact. Denitrification will reduce the impact from the loading. The site will
function as modeled up_ to 3.1 .inches -per_ week.-_ The lower the loading rate, the less the
environmental impact.
The degree of treatment can be determined based on final tlitrogen,,phosphorous, and organic loading
(BOD, NOD & COD). It is important that either the reclaimed water quality be sufficiently better
than the quality assumed in the loading calculations or additional land be available for irrigation.
Analysis of the existing waste water should show that organic and heavy metals loading are
significantly lower than used in this loading analysis.
It is feasible that variations in T-Qtal Dissolved Solids in the existing ground water system (beach
environment with salt overwash and northeasters), will make the utilization of TDS as an indicator
parameter difficult to manage. Being a coastal community, chloride concentrations and total
dissolved solids will fluctuate.
The site was modeled for nitrate using MT3D (Zeng, C. And Bennett, G.D., 1995). The value for
denitrification and uptake is 30% for the model. The results are shown on Figure 7A-L, Nitrates
Model Results. The predicted concentrations are all less than 10 mg/1 after 360 days of continuous
loading. There will not be a contravention of 15A NCAC 2L limits at the compliance boundaries for
nitrates based on design loading of 15 mg/l nitrates from a tertiary treatment plant.

KINNAIMT SHORES DEVELOPMENT - DARE COUNTY
HYDBOGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECTTAA WW-elC-on
b.l CONCLUSIONS:
This analysis has evaluated the soils and hydrologic characteristics of the proposed water reuse site
for the Kinnakeet Shores Development Area, Dare County, North Carolina The environmental
impact from water reuselandXtransient state infiltration pond will be significantly less than septic
tank drainfields. The area calculations are based on an inspection of the proposed plan. The actual
loading area for thedevelopment will be -refined by Bissell Professional Group for the project. The
loading and storage volumes should be adjusted once the final area is designed -
This evaluation consists oftwo components: th�omponent evaluates waterreuse on Green area
along the road rights -of -way; and, th seco d component evaluates infiltration pond to be used as
story a and wet weather infiltration. MODFLOW simulations of the irrigation revealed that the
mounding will be approximately l to 2 feet in the central portion of the site for irrigation from
March through October and 3.5 feet for the infiltration pond area. In the model simulation the
reclaimed water should actually
from January through February. In reality there will
be man__u a d� this-2gri in which irrigation will be desirable, on warmer dry days.
Inversely, there will be periods during unusually wet summers, where infiltration wouldbe erred
to- ation.
The use of an infiltration site to dispose of the upset water will have less impact, than the existing
permitted rotary distributors because the effluent will be treated to reclaimed water standards and
the loading will be transient rather than continuous (5 days). This report evaluates the loading from
spray beds, for the upset loading as well as the storage.
6-1

KINNAKEET SHORESDEVELOPMENT -DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECTEAA W W - 01 C - 00
6.2 RECOMMENDATIONS:
The recommendations resulting from this analysis are summarized as follows:
• Use a loading rate 6inches per week for all of the reuse area in the excessively drained
Duckston/Newhan/Corolla soils to accommodate 350,000 gallons per day.
• Use up to an instantaneous loading rat 0.4 in�perdoseor all of the reuse area in the
excessively drained soils.
Use a loading rate of 10.0 gallons per day per square foot for the proposed spray beds (rotary
distributors) for storage disposal of 5 day upset load..
Use a -loading rate of up to 1.5 gallons per day per square foot for the infiltration basin for
water balance storage disposal
Additional drainage is needed around the existing disposal site to provide a ground water
as modelled initially.
In summary, the site can be used safely for a discharge of 350,000 gallons per day at a loading rate
up to 3.1 inches per week with suitable tertiary treatment. A storage -capacity of 5 days or
1,750,000 gallons is recommended, to accommodate several rainfall events, by using the spray beds
(rotary distributors). The water balance shows that a loading rate seater than 1.9 inch ner week will
add nitrates to the water table aquifer. A modflow simulation revealed that nitrogen is not a limiting
factor on the excessively drained soils areas based on an initial concentration of 20 mg/l. It is
anticipated that effluent quality is expected to be less than 10 mg/l for nitrogen. The solute transport
model for the irrigation -confirmed that contravention at the compliance boundaries for the site is
unlikely. The solute transport model for the spray beds shows that th ncentrate ' 1 not reach the
property boundary if the effluent quality is less than 20 milligrams per liter and th drain is
provided. Generally, the movement of the Irrigated w7ateell be toward the maritime forest. rTre
maritime forest and associat wetlands 11 polish this groundwater. The solute transport model
6-2
�7

WMAKEET SHORES DEVELOPMIENT — DARE COUNTY
HYDROGEOLOGIC ANALYSIS FOR WATER REUSE
PROJECT EAA W W - 01C - 00
was made for the spray beds and infiltration basin at 20 milligrams per liter.
6.3 LDWS OF INVESTIGATION:
Data presented in this investigative report represent isolated data points. Conclusions of thus report,
including maps, calculations and models, are based on extrapolations between data points and on
subjective hydrogeologic, soils and geologic interpretation, therefore, may not be completely
representative of all conditions in the study area..
Conclusions and recommendations of this report are based on best available data, collected within
budgetary constraints -of the original proposal. It is the premise of this effort that the information
collected and analyzed is representative of a reasonable effort to understand and solve the existing
problem. No guarantee is expressed or implied that new or additional data will not be required at
a later time.
Submitted December 7, 2000
AS so
��� d►°01O°O 4/ �i� NOaoe�
C�\s7 E R .9�' o,.e'° kCAF
33 SEAL o z
Edwin E. Andrews III, P. G, N. C.L. S. S.. "'•,� ��� < <„ �, .
Consulting Hydrogeologist and Soil Scientist for 0�
EDWIN ANDREWS & ASSOCIATES, P.C.
MM

KINNAKEET SHORES
TABLE NO. 2, WATER LEVEL DATA
WATER
DEPTH
WELL'
TOP
LAND
WATER
LEVEL
,TO
NAME
OF
SURFACE
DEPTH
EASTING
NORTHING
ELEV.
WATER'
CASING
ELEVATION
CASING TOP
FEET
FEET
FT. M. S.L.
` - -,FT,-.
FT. M. S.L.
FT. . S.L.
FEET
17444
15104
3.49
3,31
A-0
8.4
6.8
4.91
17303
14780
3.03
i1.17
A-1
10.14
4.2
7.11
17446
14570
2.66
61'54
A-2
9.81
4.2
7.15
18049
14454
2.14
� 1.96
A-4
8.49
4.1
6.35
17985
14025
1.91
,9.79
A-5
12.84
11.7
10.93
17982
14025
1.74
9:96
A-5D
14.32
11.7
12.58
17990
13956
2.85
4:45
A-6
11.37
7.3
8.52
18080
13763
1.5
1.8
A-7
5.27
3.3
3.77
17-773
13713
1.92
3.38
A-8
8.99
5.3
7.07
16848
14607
3.08
1.52
B-1
6.42
4.6
3.34
16472
13779
2.68
2.42
B-3
7.81
5.1
5.13
14504
13988
3.14
1.56
C-1
8.36
4.7
5.22
14688
13510
2.81
2.59
C-2
8.8
5.4
5.99
14821
13200
2.57
2.93
C-3
8.67
5.5
6.1
18111
14235
1.81
3.39
WWTPAE
6.58
5.2
4.77
18110
14232
1.78
3.52
WWTPAW
6.87
5.3
5.09
17866
14407
2.26
2.64
WWTPB
7.4
4.9
5.14
17238
13995
2.27
2.43
MW-5
7.06
4.7
4.79
17646
13966
2.14
4.46
MW-6
8.97
6.6
613
17825
13824
1.93
4.27
MW-7
8.32
6.2
6.39
17810
13823
1.92
4.38
MW-7D
8.73
6.3
6.81
17990
13956
1.63
5.47
MW-8
9.36
7.3
7.53
17357
13764
2.38
2.02
MW-9
6.63
4.4
4.25
17367
13762 -
2.21
2.,19
MW-9D
7.06
4.4
4.85

— Andr --- ' Usoc'--- -i.C.
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mac- ialyap
IEUK trod
co
Unconfined aquifer with
delayed wetertsNe response
C 11.19S' ----jRE t
Protect: IONNAKEET SHORES
gt 1
EvakmmW by eea
Pumpinp Teat No. t-1
Test conducted on: 725119W
PW - 1986
Dlach a 30.00 U.S.paUmin
10"l 100
102
10, 102
1/u
103 104
105 108
107
10D
101
0.01C
aom
10
10o
c]
ni
3
/�
i%-
10z
aeo
1.
z
10"r
/
/;
4.00
10-3
10"2
1
a p-7
10 1 10'e 1 OS
o OW
Transmisalvtty jft'/dt: 6.49 x 103
StoraNty: 7.10 x 10-0
10"� 10�
Spedfleyield 7.10 x 10-2
10,
10"z 10"� 10e

L
ro
co
K
y
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0 0
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d o
0 o
d o
0 0
0 0
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o d
o 0
0
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0 0
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o d
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7,AA
H
TABLE # 6, WATER BALANCE ANALYSIS
HIGH PERMEABILTY SOIL, - COROLLA, NEWHAN & DUCKSTON FINE SAND
MONTH
P.H.T.
DRAINAGE
TOTAL
PRECIPITATION
ALLOWABLE
WASTE
STORAGE
TOTAL
LOSS
IRRIGATION
VOLUME
STORAGE
JAN.
0.93
29.76
30.69
4.95
25.74
13.83
11.91
0
FEB.
1.68
26.88
28.56
4.96
23.6
12.4
11.2
0
MAR
2.79
29.76
32.55
4.93
27.62
13.83
13.79
0
APR
3.6
28.8
32.4
4.08
28.32
13.29
15.03
0
MAY
4.65
29.76
34.41
5.78
28.63
13.83
14.8
0
JUNE
5.1
28.8
33.9
5.58
28.32
13.29
15.03
0
JULY
4.96
29.76
34.72
7.34
27.38
13.83
13.55
0
AUG.
4.34
29.76
34.1
8.16
25.94
13.83
12.11
0
SEPT.
3.6
28.8
32.4
6.28
26.12
13.29
12.83
0
OCT.
2.17
29.76
31.93
5.03
26.9
13.83
13.07
0
NOV.
1.5
28.8
30.3
4.08
26.22
13.29
12.93
0
DEC.
0.93
29.76
30.69
4.52
26.17
13.83
12.34
0
65.69
320.96
MEAN IRRIGATION 26.75
DRAINAGE IS OF 2% FOR THE A Ksat VALUE OF 2 IN/HR
AT DESIGN LOADING OF 3.1 IN/WK ON 29.11 ACRES, 20 DAYS OF STORAGE FOR WATER SPRAYED ON IS MINIMUM FOR FREZE CONDITIONS AND STORM EVENTS
RECOMMENDED TRANSIENT STORAGE IS 60 DAYS - USING A LOW RATE INFILTRATION POND
IT IS FEASIBLE TO LOAD IMMEDIATELY AFTER MANY RAINFALL EVENTS
ESTIMATED LOADING FOR 29.11 ACRES AT 3.1 IN/WK IS 350,000 GALLONS PER DAY

TABLE 7A, NEWHAN COROLLA COMPLEX
LOADING ANALYSES
KINNAKEET SHORES SUBDIVISION
MINIMUM INFILTRATION RATE = 2 IN/HR
COEFFICIENT OF LOADING 0.04 TO 0.1
A) E.P.A. FORMULA: 57.6 in/no 144 in/mo
INFILTRATION RATE * 24 HR. * 30 DAYS * COEFFICIENT OF LOADING (0.02)
< 28.8 - DRAINAGE
RECOMMENDED LOADING 3.1 IN/WK
B) NITROGEN LOADING:
ESTIMATED NITROGEN CONCENTRATION= 15 PPM
DISCHARGE VOLUME= 350000.0 GALLONS PER DAY
LOADING = 15981.525 LBS NITROGEN PER YEAR
LAND REQURZEMENT: 79.91 ACRES
AT 50% DENIIRIFICATION
UPTAKE= 100 POUNDS PER ACRE FESCUE
NITROGEN RESIDUAL MODELED - SEE MT31) RESULTS
C) PHOSPHOROUS LOADING:
ESTIMATED PHOSPHOROUS CONCENTRATION- 5 MG/L
DISCHARGE VOLUME= 350000.0 GALLONS PER DAY
UPTAKE= 80 POUNDS PER ACRE
LOADING m 5327.18 POUNDS OF PHOSPHOROUS PER YEAR
LAND UIRF.Iv1aIT- 66.59 ACRES
L6,

TABLE 7C2, NEWHAN, COROLLA & DUCKSTON FINE SAND
LOADING ANALYSIS - (CON -I)
KINNAKEET SHORES SUBDIVISION
ORGANIC LOADING CALCULATIONS:
TOD= COD+NOD 35 PPM
COD= 60 PPM
NOD= 50 PPM
BOD= 30 PPM
CAPACITY- 350000 GALLONS PER DAY
TOD LOADING- 37290 POUNDS PER YEAR
LAND REQUIREIviENT= 20.4 ACRES
5 POUNIWACRE/DAY GRASSES
HEAVY METAL LOADINGS:
CEC= 5 meq/100 g
.A. FORMULA
OF WASTE WATER= 216666.6667 TONS OF WASPS WATER/ACRFnO YEARS
LOADING= 10654350 TONS OF WASTE WATER
REQUIREMENTS= 49 ACRES
HEAVY METAL LOADING DOES NOT REFLECT TERTIARY TREATMENT

001
■ dloQO�Q��
dld0
d
�dddddd�d
KINNAKEET•
O�dd�
�� .`�.
VIDE�fl� ddlQ
SITE MAP
I
0dOd�d�O

i��

I
z
� -4 � � ,-, -4 r,
KINNAKEET SHORES EDWIN ANDREWS & ASSOCIATES, P.C. FIGURE NO. 3
WATER ELEVATION CONSULTING IIYDROGEOLOGISTS SCALE AS SHOWN
EAA PROD. NO. WW - 01 - 00

Q `ti
r
O O
O L0
00
c.f
5
to 1 O
€c; O
O
O
O
O
O
O
LSD
O
Lo
O
r-
Co
LIi
Lfi
r-i
r-i
r-i
t--i
--i
KI N NA K E ET SHORES EDWIN ANDREWS S. ASSOCIATES, P.C. FIGURE NO. 3B
DEPTH TO WATER CONSULTING =ROGEOLOGISTS SCALE AS SHOWN
EAA PROJ. NO. WW - 01 - 00
8.5FT. L.:
SOFT. L.:
7.5FT. L.:
7.OFT. LA
6.5FT. LA
6.OFT. L.!
5.5FT. L.!
5.OFT. L.f
4.5FT. L.:
4.OFT. L.!
3.5FT. L.:
3.OFT, L.!
2,5FT, L.!
2.OFT, L.!
1.5FT L.:
LOFT. L.:

Kinnikeet Shores
Fig. No. 4A - Calculated vs. Observed Heads: Steady state
95% confiden i erval
-----------
9/0
r ------- 7--
2 2.5 3
Obs. Heads (ft)
Num.Points:
8
Mean Error : 0.003944145 (ft)
Mean Absolute : 0.32OWN (ft)
Standard Error of the Estimate: 0.1415706 (ft)
Root mean squared: 0.3745814 (ft)
Normalized RMS: 22.84033 (%)
EDWIN ANDREWS & ASSOCIATES, P.C.
CONSULTING HYDROGEOLOGISTS

,�.�:',� 1►t���■■„ �/I,n� ��� �':;:'.''�-`�•. �, + � it ,AN P
1200 19UU .i6Uu lovli -1 -
Edwin Andrevvs 8- Associates, P.C. Visual MODFLOW v.2.8.2, (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 4B, CALIBRATION NC: 174 NR 151 NI- 1
Modeller: EEA Current Layer. 1
30 Nov 00

-AWN
4L
ftem

0 1200 2400 3600 huuu 14QU
Edwin Andrews 8r Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 5A, JAN. LOAD
Modeller: EEA
1 Dec 00
Visual MODFEOW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Iizc.
NC: 174 NR: 151 NL• 1
Current Layer: 1

0 1200 2100 3600 9F3uU ouuu Izuu
Edwin Andrews &e Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 5B, FEB. LOAD
Modeller: EEA
1 Dec 00
\%isual MODFT.OW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL• 1
Current Layer: 1

0 1200 2900 3600 48u0 6uuu "tuu o— I'll
Edwin Andrews 8e Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 5C, MAR. LOAD
Modeller EEA
1 Dec 00
Visual NIODFL.OW v.2.8.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR 151 Nl- 1
Current Layer: 1

0 1200 2400 36uu ouuu ` —
Edwin Andrews & Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 5E, MAY LOAD
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL• 1
Current Laver: 1

0 1200 2400 3600 'Iauu ouuu 1 �•�� --
Edwin Andrews Sc Associates. P.C.
Project: KINNAKEET SHORES
Description: FIG. 5E, MAY LOAD
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.$.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 Nl- 1
Current Layer 1

A

,Uiiit Mill
to"

.�.
�J

0 1200 2400 3600 1Uuu buuu 11 4- -
Edwin Andrews &c Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 5K, NOV. LOAD
Modeller: EEA
1 Dec 00
Visual MODFLOw v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL: 1
Current Layer: 1

0 1200 2100 36uu Iduu ouuu I�—
EdNvin Andrews & Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 51DEC. LOAD
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2. (C) 1995-1999
Waterloo Hydvogeologic, Inc.
NC: 174 NR: 151 NL• 1
Current Layer: 1

0 1200 2100 3600 1800 6000 7200 89uu yZiIt
-3. 5 -2. 87 -2. 25 -1. 93 -1. 23 -0. 833 -0. 127
Higher Cut off: -0.5 .
Edwin Andrews 8c Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 6A. JAN. MOUND
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NI- 1
Current Layer: 1

0 1200 2400 3600 4800 6000 72UU r-ii!v tILi11
-3.5 -2. 87 -2. 25 -1. 93 -1. 23 -0. 833 -0.127
Higher cur off: -0.5 .
Edwin Andrews 8: Associates. P.C.
Project: KINNAKEET SHORES
Description: FIG. 8B. FEB. MOUND
Modeller: EEA
1 Dec 00
Visual MODFLOW 7.2.8.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL• 1
Current Layer: 1

0 1200 2400 3600 4800 6000 7200 8400 9211
-3.6 -2.87 -2.25 -1.93 -1.23 -0.833 -0.127
Higher Cut off: -0. 5 .
Edwin Andrews Sc Associates. P.C.
Project: KINNAKEET SHORES
Description: FIG. 8C, MAR. MOUND
Modeller: EEA
1 Dec 00
Visual MODFI.OW v.2.8.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL• 1
Current Layer: 1

0 1200 2-100 3600 4800 6000 7200 egoo e211
-3. 5 -2.87 -2. 25 -1. 93 -1. 23 -0. 833 -0. 127
Higher cut off: -0.5 .
Edwin Andrews Sc Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 6D, APR. MOUND
Modeller: EEA
1 Dec 00
Visual MODFIOW v.2.8.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR 151 NL• 1
Current Layer: 1

0 1200 2400 3600 4800 6000 7200 8900 9211
-3. 5 -2. 87 -2. 25 -1. 93 -1. 23 -0. 833 -0. 127
Higher cut off: -0.5 .
Edwin Andrews Sc Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. BE, MAY MOUND
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2. (C) 1905-1999
Waterloo Hydrogeeologic. Inc.
NC: 174 NR: 151 NL: 1
Current Layer: 1

r
0 1200 2400 3600 4800 6000 7200 8400 9214
-3.5 -2.67 -2.25 -1.93 -1. Z3-0.3'_"_'. -0.127
Higher cut off: -0. 5 .
Edwin Andrews & Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. GF, JUNE MOUND
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL i
Current Layer: 1

0 1200 2400 3600 4800 6000 8400 Sz14
-3. 5 -2. 87 -2. 25 -1. 93 -1. 23 -0. 833 -0. 127
Higher cut off: -0.5 .
Edwin Andrews &c Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 6H. AUG. MOUND
Modeller: EEA
1 Dec 00
Visual MODFL OW v.2.8.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 Nl- 1
Current Layer: 1

0 1200 2900 3600 .1800 6000 7200 t34uu d2iIt
-3. 5 -2. 87 -2. 25 -1. 93 -1. 23 -0. 833 -0. 127
Higher cut off: -0.5 .
Edwin Andrews Sc Associates. P.C.
Project: KINNAKEET SHORES
Description: FIG. 81, SEPT MOUND
Modeller: EEA
1 Dec 00
Visual MODFEOW 7.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 Nl- 1
Current layer: 1

0 1200 2100 3600 1800 6000 7�0j_ tsltuu yuIt
-3. 5 -2. 87 -2. 25 1.93 -1. 23 -0. 833 -0. 127
Higher cut off: -0. 5 .
Edwin Andrews Sc Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. 8J, OCT MOUND
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2. (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 Nl- 1
Current Iayer: 1

0 1200 2100 3600 4800 6000 7200 k�4U0 �ttt
-3. 5 -2. 87 -2. 25 -1. 93 -1. 23 -0. 933 -0. 127
Higher cut off: -0.5 .
Edwin Andrews & Associates, P.C.
Project: KINNAKEET S
Description: FIG. 6 NOV. MOUND
Modeller: EEA
1 Dec 00
Visual MODFLOW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic, Inc.
NC: 174 NR: 151 NL 1
Current Layer: 1

0 1200 2400 3600 4800 6uuu ituu oluu _ I
- 3. 5 - 2. 87
Higher cut off: -0.5 .
Edwin Andrews & Associates, P.C.
Project: KINNAKEET SHORES
Description: FIG. BK, NOV. MOUND
Modeller: EEA
1 Dec 00
-2. 25 -1. 93 -1. 23 -0. 833 -0. 127
Visual MODFLOW v.2.8.2, (C) 1995-1999
Waterloo Hydrogeologic. Inc.
NC: 174 NR: 151 NI- 1
Current Layer: 1

0 1200 2400 36UU tt5UU buuu /.CUU O vv cca r
3 4 5 6 7 9 10
Lower cut off: I Higher cut off: 16 .
Edwin Andrews Sc Associates. F.C. Visual MODFLOW v.2.8.2, (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeolo,gic, Inc.
Description: FIG. 7A, JAN. NITRATES NC: 174 NR: 151 Nl • 1
Modeller: EEA Current Layer: 1
1 Dec 00

0 1200 2-400 3600
4 t$UU buuu I Gvv
3 4 5 6 7 8 9 10
Lower cut off: I Higher cut off: 16
EdNvirn Andrews 8r. Associates, P.C. Visual MODFLOW v.2.8.2, (C) 1995-1999
Project: KINNAK-EET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7B, FEB. NITRATES NC: 174 NR: 151 NLc 1
Modeller: EEA Current Layer: 1
1 Dec 00

aa�aa •4 �.
I
III-111/►��'- � ;-�� �-If AIM
, , ' � � � !� � �� 1� � �=.�� -...
0 1200 2400 36UV wr5uu r,uuv
3 4 5 6 7 9 10
Lower cut off: 1 Higher cut off: 16
Edwin Andrews & Associates, P.C. Visual MODFLOW v.2.8.2. (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7C, MAR. NITRATES NC: 174 NR: 151 Nl- 1
Modeller: EEA Current Iayer: 1
1 Dec 00

oT
c
N
0
0
0
o-
,o
0 1200 2100 3600
9t5 U ODUu
3 9 5 6 7 g 3 10
Louer cut off: 1 Higher cut off: 16 .
Edwin Andrews &- Associates, P.C. Visual MODFLOW—2.8.2, (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7D, APR. NITRATES NC: 174 NR: 151 Nl- 1
Modeller: EEA Current Layer: 1
1 Dec 00

o�
Gma
i ",,If l+' 1 1 1 11
L�1[111111����1��,,,,,,:�alllllllJ 1
0 1200 2900 3600 lUUU bUUU %tuu a�uw au -r
3 q F 6 ' 8 9 10
Lower cut off: 1 Higher cut off: 16
Edwin Andrews &- Associates. P.C. Visual MODFI.OW v.2.8.2. (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7E, MAY NITRATES NC: 174 NR: 151 NL• 1
Modeller: EEA Current Layer: 1
1 Dec 00

°i
L'-
7
C I
o-
a r. 11 \ �
Pffl, 71(i (lfll[LII�\ _
� 11111 IIIIJl111i ',
0 1200 2100 3600 -15U buuu Izuu ­
3 9 5 6 ' 8 9 10
Lower cut off: 1 Nigher cut off: 16 .
Edwin Andrews 9c Associates, P.C. Visual MODFL.OW-2.8.2, (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7F, JUNE NITRATES NC: 174 NR: 151 NL• 1
Modeller: EEA Current Layer: 1
1 Dec 00

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Edwin Andrews Bc Associates, P.C. Visual MODFLOW v.2.8.2. (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7F. JUNE NITRATES NC: 174 NR: 151 NL• 1
Modeller: EEA Current Layer: 1
1 Dec 00

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Edwin Andrews &- Associates, P.C. Visual MODFLOW v.2.8.2, (C) 1995-1999
Project: KINNAKEET SHORES ` atterloo Hydrogeologic, Inc.
Description: FIG. 7G. JUL'Y NITRATES NC: 174 NR: 151 N1- 1
Modeller: EEA Current Layer: 1
1 Dec 00

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Edwin Andrews & Associates, P.C. Visual MODFLOW v.2.8.2. (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 71-1, AUG. NITRATES NC: 174 NR: 151 NL• 1
Modeller: EEA Current Layer: 1
1 Dec 00

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Edwin Andrews & Associates. P.C. Visual NIODFLOW v.2.6.2, (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7I. SEPT. NITRATES NC: 174 NR 151 NI.: 1
Modeller: EEA Current Layer: 1
1 Dec 00

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Lower cut off: 1 Higher cut off: lE
Edwin Andrews &- Associates, P.C. Visual MODFLOW-.2.6.2, (C) 1995-1999
Project: KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7J, OCT. NITRATES NC: 174 NR: 151 NT_ 1
Modeller: EEA Current Layer: 1
1 Dec 00

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3 4 5 6 7 8 9 10
Lower cut off: 1 Higher cut off: 16 .
Edwin Andrews Sc Associates, P.C. Visual MODFL.OW N'.2.8.2, (C) 1995-1999
Project: FUNNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 7K, NOV. NITRATES NC: 174 NR: 151 NI.z 1
Modeller: EEA Current Layer: 1
1 Dec 00

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Lower cut off: 1 Higher cut off: 16
Edwin Andrews & Associates, P.C. VisLial MODFLOW v.2.8.2, (C) 1995-1999
Project• KINNAKEET SHORES Waterloo Hydrogeologic, Inc.
Description: FIG. 71- DEC. NITRATES NC: 174 NR: 151 NL: 1
Modeller: EEA Current Layer: 1
1 Dec 00