SW7061025_HISTORICAL FILE_20070717

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWI(���
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

July 16, 2007
Mr. William Moore
13nviroumental Engineer
NCDENR
Division of Water Quality Section
943 Washington Sq. Mall
Washington, NC 27889
Dear Mr.: Moore
A155i'LL
7heGoastalf-xlierlo
JUL 17 2007
DWQ-WARD
SUBJECT: SI"ORNnvivCER13EIZMI:I'SW7061025-VILLAS n KiLMARLIC-S'I'01ZM\GrY1'13R
NIANAGENIEN'CPLAN MODIFICATIONS
On behalf of Seagrass, LLC, Bissell Professional Group requests review of the revised stormwater
management plans, for the existing high -density residential development wvith associative road,vay
improvements, located in Spot, Currituck County, N.C.. The developer had requested that: "Value
Engineering" be performed on the proposed development plans in order to reduce some of the
overall site development and infrastructure costs. The following outlines the modification that:
resuited,fromthis analysis; f
The stormwater management collection system was modified in order to reduce the number
of "catch points" within the drainage network. This was accomplished by redefining the
finished grades along the proposed roadways to sheet flow greater distances to the proposed
catch basins. Based upon this review, the number of catch basins .has been reduced by
approximately on -half.
2. As described in item #1, the proposed finished grades have been altered slightly to account
for the reduction in catch basins. This is mainly limited to the proposed roadway finished
grades in order maintain continuous slopes from specified break point, to flL proposed•
structures. The grading modifications proposed are consistent with drainage flow previously
defined within the approved drainage basin limits.
3. The following items remain unchanged from the approved high density permit SW7061025;
The proposed impervious coverage remains unchanged
The proposed project area remains unchanged
The proposed storage & treatment devices remain unchanged
Bissell Professional Group is forwarding (2) sets of the modified construction plans that outline the
items as described above. Based upon our previous conversation in regards to this matter, it is our
understanding that a permit modification will not be necessary to accommodate these changes.
If you should have any comments or questions, or if we may be of assistance in any way, please do
not hesitate to contact our office. We thank you for your time and consideration in this matter.
Sincerely,
H
Bissell Professional Group
David M. Ryan, P.E.
Projrct Engineer
P.O. Box 1068 ■ 3512 N. Croatan Hwy. ■ Kitty Hawk, NC 27949
252-261-3266■ Fax:[phone] ■ E-mail: [e-mail]

http://www. sec retary.state.nc. us/corporations/Corp. aspx? P iteml d=7705 873
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PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 1 /10/2007
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Corporation Names
Name Name Type
NC Seagrass LLC Legal
Limited Liability Company Information
SOSID:
0770405
Status:
Current -Active
Date Formed:
3/4/2005
Citizenship:
Domestic
State of Inc.:
NC
Duration:
12/31/2099
Registered Agent
Agent Name:
Registered Office
Address:
Registered Mailing
Address:
Principal Office
Address:
Principal Mailing
Address:
Geraghty, James
4326 Shady Lane
Kitty Hawk NC 27949
4326 Shady Lane
Kitty Hawk NC 27949
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I of 1 1/10/2007 1:53 PM

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JUL 17 2017
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PROFESSIONAL GROUP
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Hand Delivered ❑ Over-Nite Mail ❑x Faxed ❑ Mailed 11
To: Mr. Roger Thorpe Date: October 27, 2006
Water Quality Section
NCDENR
943 Washington Sq. Mall
Washington, NC 27889
Project: Villas at Kilmarlic
We Transmit:
Herewith: E1
FOR YOUR:
x Approval
review & comments
Use
Other
Project No.: 4290
OCT 3 7 2006
DWQ-WARD
Copies Description Date
2 Stormwater management plans 10-27-6
1 Stormwater Management Application w/ supplement 10-27-6
Narrative, & Calculations
1 $420 Application Fee
Comments:
Roger,
On behalf of Sea Grass, L.L.C., BPG requests your review of the proposed
stormwater management plan for the Villas at Kilmarlic Mult-family residential
town home development located in Powels Point, Currituck County, NC. If you
have any comments or questions pertaining to this information, please do not
hesitate to contact me.
Sincerely,
Bissell Professional Group
q� ,r
David M. Klebitz
P.O. Box 1068 ■ 3512 N. Croatan Hwy. ■ Kitty Hawk, NC 27949
252-261-3266■ Fax:[phone] ■ E-mail: [e-mail]

Villas at Kilmarlic Drainage Area #2 10/27/2006
Wet -Infiltration Calcs�
Stormwater Management Calculations �ll�z,o tI C9®
Design Storm Event 1.0 in, rainfall event
Stornnvater Management 15A NCAC 21L1005 3(b) OCT 3 12006
Total Drainage Area
On -site Drainage Area 192,613 s.f. or 4.42 ac. ®WQ_WAR®
Off -Site Drainage Area 0 s.f. or 0 ac.
Total Drainage Area 192,613 s.f. or 4.42 ac.
Soils Report Data
Soil Type* Conetoe/Bojac Loamy Sand
Infiltration Rate* (IR) 6 in/hr.
Seasonal High Water Table Elev. ** 6.5 ft. msl
*Taken from the Soil Survey Manual, U.S. Dept. of Agriculture
**Data taken from On -Site Field Investigation
Drainage Basin Area 192,613 s.f. or 4.42 ac.
Drainage Basin Coverage
Description
Area
(FT 2)
Factor
©
Adj. Impervious
Area (FT 2 )
Proposed Building
48,002
1.0
48,002
Proposed Drive
23,217
1.0
23,217
Proposed Concrete parking
5,696
1.0
i5,696
Proposed Concrete WalkslPads
3,540
1.0
3,540
Adjusted Impervious Coverage Total
Total Basin Area (ft 2 )
Calculated Impervious Coverage
Percent Impervious(I)
Rv = .05+ .009(I)
Required Pond Volume (ft3) = (1.0"112")xR ,xDA tx43,560
Proposed Top Elevation
Propered Max. Storage Elev. Area
Proposed Penn. Pool Elevation (TP e4 )
Proposed Perm. Pool Elevation Area
Proposed Storage Depth
Total Storage Volume Provided (SV)
Design Storage Elevation (S e ev )
Design Storage Elev. Area
SlorageVolume Provided>Storage Volume Req'd
Ratio of storage volume provided to storage volume required
Drawdown Calculations
Qdl.down = (SV/SAb.,,..)/1R
Design Storage Volume Provided
Side Slope Infiltration Area (Perm. Pool elev. To Design Storm elev.)
Soil Infiltration Rate 6.00 in/hr
Drawdown Period
Drawdown Period
Drawdown Period is < 5 days
10a14
80,455
192,613
80,455
42
0.43
6,902
10.00
12,250
6.50
7,570
3.5
34,685
7.20
8,525
O.K.
5.03
1.10 ac.
0.53 ac.
0.13 ac.
0.08 ac.
1.85 ac.
4.42 ae.
1.85 ac.
alc
ft3
ft. msl
s.f.
ft. msl
S.f.
ft.
ft3
ft. msl
s.f.
6,902 ft3
955 ft2
0.50 ft3/hr/ft2
14.51 hrs
0.60 days
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Villas at Kilmarlic Drainage Area #1 10/27/2006
Wet -Infiltration Calcs
Stormwater Management Calculations
Design Storm Event 1.0 in. rainfall event
Storrttivater Management 15A NCAC 211.1005 3(b)
Total Drainage Area
On -site Drainage Area 311,219 s.f. or 714 ac.
Off -Site Drainage Area 0 s.f. or 0 ac.
Total Drainage Area 311,219 s.f. or 7.14 ac.
Soils Report Data
Soil Type* ConetoeBojac Loamy Sand
Infiltration Rate* (IR) 6 in/hr.
Seasonal High Water Table Elev. ** 6.5 ft. msl
*Taken front the Soil Survey Manual, U.S. Dept. of Agriculture
**Data taken from On -Site Field Investigation
Drainage Basin Area 311,219 s.f. or R14 ac.
Drainage Basin Coverage
Description
Area
(FT')
Factor
©
Adj. Impervious
Area (FT i )
Proposed Building
64,367
1.0
64,367
Proposed Drive
45,389
1.0
45,389
Proposed Concrete Parking
8,684
1.0
8,684
Proposed Concrete Walks/Pads
7,264
1.0
7,264
Adjusted Impervious Coverage Total
Total Basin Area (ft Z)
Calculated Impervious Coverage
Percent Impervious(I)
Rv=.05+.009(1)
Required Pond Volume (ft3) = (1.0"112")xR vxDA Ix43,560
Proposed Top Elevation
Propesed Max. Storage Elev. Area
Proposed Perm. Pool Elevation (TP ere )
Proposed Perm. Pool Elevation Area
Proposed Storage Depth
Total Storage Volume Provided (SV)
Proposed Design Storage Elevation (S ere )
Design Storage Elev. Area
StorageVolume Provided>Storage Volume Req'd
Ratio of storage volume provided to storage volume required
Drawdown Calculations
Qd,.down = (SV/SAb.t,om)/IR
Design Storage Volume Provided
Side Slope Infiltration Area (Penn. Pool elev. To Design Stonn elev.)
SoillnJ'illration Rate 6.00 in/hr
Drawdown Period
Drawdown Period
Drawdown Period is < 5 days
125,704
311,219
125,704
40
0.41
10,633
10.00
20,350
6.50
14,150
3.5
60,375
7.12
14,992
O.K.
5.68
1.48
1.04
0.20
0.17
2.89
7.14
2.89
ft3
ft. msl
s.f.
ft. msl
s.f.
ft.
ft3
ft. msl
s.f.
10,633 ft3
842 ft2
0.50 ft3/hr/ft2
25.36 hrs
1.06 days
O.K.
OCT 3 1 2006
®WQ-WARQ
ac.
ac.
ac.
ac.
ac.
ac.
ac.
ARO 7
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OCT 3 1 2006

OCT 3 1 2006
®WQ-WAR®
Villas at Kilmarlic
Hydrogeologic Investigation
Poplar Branch Township, Currituck County, North Carolina
July 27, 2006
-7111, 7-1
David E. Meyer, L.S.S.
Soil Scientist/President
Prepared for
Bissell Professional Group, Inc.
Post Office. Box 1068
3512 N. Croatan Highway
Kitty Hawk, North Carolina 27949
Protocol Project No. 06-29
Prepared by
Protocol Sampling Service, hic.
Post Office Box 31133
Raleigh, North Carolina 27622
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Executive Summary
Protocol Sampling Service, Inc. was asked to perform a Soils and Limited Hydrogeologic Study
on a proposed low pressure pipe (LPP) waste water disposal system consisting of seven (7)
subfields that will be installed for the Villas at Kilmarlic project. The seven individual
systems will treat a total daily design flow of 20,520 gpd. The purpose of the study is to determine if
the proposed disposal systems will function as designed and according to site specific ground water
conditions.
Seven (7) hand auger borings were advanced across the study area and four (4) were converted into
'/a -inch piezometers and their locations are shown on the Site Map. These wells were installed to
measure the depth to ground water, determine the ground water flow direction and the unsaturated
thickness across the study area. A majority of the soils encountered were found to belong primarily
to the Bojac loamy sand, a Typic Hapludult, and the Contoe loamy sand series, a Arenic Hapludult
with 0 —2% slopes. These soils formed in sandy alluvial sediments along small streams and rivers in
the Coastal Plain. Both series are very deep and well drained. Subsurface permeabilities range from
0.6 to 6.0 inches per hour and can exceed 20 inches per hour in the underlying sand. Seasonal high
water tables range from 4.0 to 6.0 feet bls in undisturbed landscapes but generally are found around
3.5 feet across the study area due to the removal of some soil in the rear portion of the site. The
highest water table elevation was measured at 30-inches bls in a concave portion of the rear section
of the site. The average seasonal high water table elevation is considered to be 48 inches bls during
our investigation in the areas which have not been altered by cutting and filling. The estimated
average seasonal high water table of 30-inches bls is due to the removal of some soil in the rear
portion of the study area. The soil profiles typical of the Conetoe and Bojac series advanced across
the proposed disposal area are included in Appendix D.
Constant -head permeameters were run to determine the hydraulic conductivity of the most restrictive
or limiting soil horizon even though the water table is below the restrictive horizon (Bt). Information
collected from the 22-hour aquifer test was used to determine transmissivity and run the Colorado
Mound Model. Protocol concludes that the study area can accommodate seven (7) subsurface LPP
waste water disposal systems installed according to specifications as outlined by Mr. David Ryan,
P.E.
Protocol further concludes that the seven (7) proposed drain fields can accept a loading of 1.0 gpd/Rz
with pretreatment. This loading rate should be considered at the upper end of the recommended long-
term acceptance rate (LTAR) for a sandy loam over a well -sorted fine to medium sand.
2

Hydrogeologic Investigation
Villas at Kilmarlic
Poplar Branch Township, North Carolina
July 27, 2006
1.0 Introduction
1.1 Location
The Villas at Kilmarlic property lies adjacent to NC 168 and to The Kilmarlic Club, a 605 acre golf
community situated on the Albemarle Sound four miles north of the Wright Memorial Bridge in
Poplar Branch, Currituck County, North Carolina. (Site Location Map - Figure 1). The club contains
a 18 hole championship layout that is surrounded by 300 acres of beautiful natural Outer Banks
wetlands, giving variety and playability to the golf course in a unique natural setting of maritime
forests and sprawling wetlands.
The subject property is located near 36' 6' 54.77" N latitude and 75° 50' 34.63" W longitude at an
average elevation of 11 feet above mean sea level.
The site is located in the Lower Coastal Plain physiographic region on a regressive beach ridge
deposit and slopes generally west from 13.0 feet above msl to 8.3 feet above msl along the 125-foot
Vepco power line easement. The regional ground water flow direction on the course is to the
west/southwest towards the Albemarle Sound and the ground water flow direction in the study area
has been measured to flow westerly towards a former borrow pit which is now a pond and eventually
a wetland area adjacent to the existing Outer Banks Racquet Club (Potentiometric Map — Figure 3).
1.2 Scope
Protocol was asked to perform a Soils and Limited Hydrogeologic Study on seven proposed
subsurface waste water disposal systems that will be installed for the Villas at Kilmarlic project
which will discharge a total daily design flow of 20,520 gpd. The purpose of the study is to
determine if the proposed disposal systems will function as designed and according to site specific
ground water conditions.
1.3 Site History/Previous Investigations
The property currently contains one single story residential structure, a double -wide trailer and
associated outbuildings and is adjacent to a Currituck County fire Station. Two former residential
structures have been removed from the property. Prior to being developed, the study area was
woodland.
3

1.4 Site Topography/Potential Receptors
The site is located in the Lower Coastal Plain physiographic region on a regressive beach ridge
deposit which slopes generally southwest from a high point of approximately 13.0 feet above mean
sea level (msl) to 8.30 feet above msl adjacent to the power line easement. The regional ground
water flow direction is to the west/southwest towards the Albemarle Sound and the ground water
flow direction in the study area has been measured to flow westerly towards the towards a former
borrow pit which is now a pond and the wetland area adjacent to the Outer Banks Racquet Club.
2.0 Soils and Geology
2.1 Regional Geology
The site is located on the Lower Coastal Plain Physiographic Province ofNorth Carolina. According
to the Geologic Map of North Carolina (1985), the site lies in an area characterized by the
undifferentiated surficial sediments of Quaternary age.
2.2 Site Soils and Geology
Seven (7) hand auger borings were advanced across the study area and four (4) were converted into
3/ -inch piezometers and their locations are shown on the Site Map. These wells were installed to
measure the depth to ground water, determine the ground water flow direction and the unsaturated
thickness across the study area. A majority of the soils encountered were found to belong primarily
to the Bojac loamy sand, a Typic Hapludult, and the Contoe loamy sand series, a Arenic Hapludult
with 0 —2% slopes. These soils formed in sandy alluvial sediments along small streams and rivers in
the Coastal Plain. Both series are very deep and well drained. Subsurface penneabilities range from
0.6 to 6.0 inches per hour and can exceed 20 inches per hour in the underlying sand. Seasonal high
water tables range from 4.0 to 6.0 feet bls in undisturbed landscapes but generally are found around
3.5 feet across the study area due to the removal of some soil in the rear portion of the site. The
highest water table elevation was measured at 30-inches his in a concave portion of the rear section
of the site. The average seasonal high water table elevation is considered to be 48 inches bls during
our investigation in the areas which have not been altered by cutting and filling. The estimated
average seasonal high water table of 30-inches bls is due to the removal of some soil in the rear
portion of the study area. The soil profiles typical of the Conetoe and Bojac series advanced across
the proposed disposal area are included in Appendix D.
The geology encountered during aquifer test drilling at the site consists mainly of a well -sorted fine
to medium sand from 3 feet to a depth of 20 feet bls. Protocol advanced two 20-foot deep lithologic
borings and converted these borings into 10 feet deep 11 /4 -inch diameter monitor wells for aquifer
testing. Soil samples were collected at 2.5-foot intervals in order to characterize the underlying soils.
2.3 Site Hydrogeology
The potentiometric surface of the water table was mapped by Protocol as part of this effort. A
synoptic water level effort was performed on Wednesday, March 29, 2006. Localized ground
water flow has been calculated using data from the Outer Banks Racquet Club site to flow
towards the west to the pond and eventually the wetland area behind the Outer Banks Racquet
4

Club. The average hydraulic gradient was calculated to be 0.006 ft. /ft across the site which
indicates a highly transmissive subsurface (Ground Water Potentiometric Map 3/29/2006 —
Figure #3).
2.4 Hydraulic Conductivity Tests
Hydraulic conductivity (KSAT) values were obtained from two (2) sample points across the proposed
disposal area and were performed in different horizons within each profile to determine limiting Ksat
values across the disposal area (Figure 2, Table 1). A total of 2 tests were performed and are
included in Appendix B.
The C horizon described in all four sample points was generally comprised by material falling in the
sand particle -size designation. Based on the BC and CB horizons exhibiting increasing Ksat rates
from the Bt horizons coupled with professional judgment and experience, the C horizon is not
considered to be the restrictive horizon for this site. Consequently, no KSAT measurements were
taken in the C horizon.
Table 1. Average KSAT results (gpdft2)
Horizon
Location E Bt
SB6 23.63
SB7 2.31
Average 13.0
EPA (4%) Average
.52 0.31
As is evident in Table 1, the B/C horizon, the most limiting horizon was the sandy clay loam and was
tested in SB7 at the testing depth of 23 inches bls; the static water table was found at greater than 50
inches at this location. The measured Ksat rate of 2.31 gpd/ft2 (0.1 gpd/ft2 at EPA 4%) for the
reading from the SB7 test site was used as the most limiting horizon for the site, but is relegated to a
very small area behind the existing fire station and is not representative of the complete site. The
majority of the site is underlain by soils with a sandy loam Bt horizon which measured at 1.0 gpd/ft2
at the EPA 4% threshold.
3.0 Aquifer Test Methodology
Aquifer coefficients were obtained by conducting a 22-hour aquifer test on the 13 foot deep well
(designated PW). The aquifer test was performed on the pumping well (PW) on March 28 and 29,
2006 which was installed on the lowest portion of the site adjacent to the proposed disposal area. The
well was screened below the water table with a four -foot section of 0.010' slotted well screen set
from 9 to 13-feet bls. The observation well, OW, was installed fifteen feet east of the PW and was
screened from 6 to 10 feet bls. The recovery response in well OW was measured by a HOBO Water

Level Logger pressure transducer. Pressure transducers measure pressure changes within the well's
water column and the information is stored in the datalogger, which converted and recorded the
pressure reading to changes in the static water level.
The recovery test data was analyzed using a computer type -curve matching program called Agtesoly
developed by Geraghty and Miller (1991). The program utilized type -curves developed by H.
Bouwer and R.C. Rice (1976). Recovery data and the curve generated from the aquifer test are
presented in Appendix B.
3.1 Aquifer Properties
Using the aforementioned method the transmissivity value was determined to be 820 ft2/day in an
aquifer estimated to be 30-feet thick for the pumping and observation wells. Specific yield for a
water table aquifer in this geologic setting ranges between 0.10 to 0.30 (Groundwater and Wells,
Driscoll, 1986). This range is estimated from the site lithologic descriptions. The specific yield
estimate is intended as a representative guideline and is subject to variations due to heterogeneous
site conditions and variable saturated screen intervals.
Ground water seepage velocity (v) is calculated from the formula V = k (I)/n where k refers to the
hydraulic conductivity I refers to the hydraulic gradient and n equals the effective porosity of the
aquifer. Because these parameters can vary within the aquifer, the resultant velocities can also
change. Using an average K value of 27 ft/day, an average horizontal gradient of 0.006 ft. /ft. based
on the March 29, 2006 potentiometric calculations, and an effective porosity of .30, the average
seepage velocity would be 0.54 ft/day or 197 ft/year across the site.
3.2 Mound Modeling
Hydraulic conductivity is a measure of the rate at which water will pass through a soil in response to
a given gradient. Hydraulic conductivity is most directly related to the texture and structure of a
given soil. Relatively homogeneous soils with small pores or small particle size, such as clays,
typically exhibit low hydraulic conductivity rates. Conversely, coarse textured soils with large pores
or large particle size, such as sands or fluvial material which were encountered in the study area can
exhibit extremely high conductivity rates.
At the time of the field investigation, the average water table depth ranged from 5.0 feet in
undisturbed areas to 2.5 feet bls in the disturbed (cut) area. The aquifer test data coupled with a
higher than normal seasonal high water table elevation of 3.0-feet bls was entered into the Artificial
Recharge computer program authored by Dave Molden, D.K. Sunada and Jim Warner with Colorado
State University also known as the Colorado Mound Model, (January 1984). The attached results
printout show that the average proposed total daily waste water volume of 2,931 gpd in the smallest
disposal footprint (50' x 60') at an LTAR of 1.0 gpd/ft2 will create a mound height of only 0.304 feet
at 720 days with a line sink factored at 500 feet from the furthest system location into the model. The
high transmissivity of the underlying sands and a effective line sink (pond) accounts for the low
mound height. A transmissivity of 820 ftz/day was used which is a reasonable transmissivity for this
geologic setting. The specific yield was entered as 0.15 (sand ranges from .10 to .30). As expected, a
0

very small mound should form beneath the drip disposal field before the effluent begins to migrate
toward the nearest line sink (pond and eventually the wetland area).
4.0 Conclusions
Protocol concludes that the study area can accommodate four subsurface LPP waste water disposal
systems installed according to specifications as outlined by Mr. David Ryan, P.E.
Protocol further concludes that each proposed drain field can accept a loading of 1.0 gpd/ft2 with
pretreatment. This loading rate should be considered at the upper end of the recommended long-term
acceptance rate (LTAR) for a sandy loam over a well -sorted fine to medium sand.
The long-term loading rate (LTAR) was determined by testing the permeability of the most limiting
or restrictive soil layer in areas where the soil profile contained a horizon that could be considered
restrictive. These layers, a sandy loam and a sandy clay loam (Bt), was tested and the lowest
measured rate reduced by 96% to compensate for the organic mat that develops under the lines if pre-
treatment is not installed. The most restrictive field measured CHP was calculated to be 0.1 gpd/ft2 at
the EPA recommended reduction of 96% or 4% of the field measurement, but a majority of the site
contains soils that can accept 1.0 gpd/ft2 at the EPA recommended reduction of 96% or 4% of the
field measurement. The suggested loading rate of 1.0 gpd/ft2 is less then the most restrictive
measured rate with the EPA factor of 4%.
Depending on the drain field location the disposal lines should be set at from 12-inches below land
surface in the disposal area adjacent to the power line easement to 24-inches below land surface in
the disposal areas adjacent to NC Highway 168 and West Side Lane. The observed seasonal high
water table elevation is considered to be between 30 and 48-inches bls, in the cut area and the
undisturbed areas, respectively. This will provide a two foot aerobic treatment zone (the expected
mound under the trench bottom is 0.50 foot) which will further polish the effluent before it enters the
ground water table and migrates off -site.
It is suggested that a curtain drain system be installed around the disposal field located adjacent to
the power line easement to provide a relief valve for any mounding under the disposal lines after
heavy rainfall events. This curtain drain should be tied to the pond. By providing an effective
drainage system which will direct subsurface flow off the site coupled with the highly transmissive
sand aquifer ensures that the disposal system will function properly for the life of the project.
5.0 Limits of Investigation
Conclusions and recommendations of this report are based on best available data, collected within
budgetary and time constraints of the scope of services. It is the premise of this effort that the
information collected and analyzed is representative of a reasonable effort to understand an existing
problem. No guarantee is expressed or implied that new or additional data will not be required at a
later time. The findings presented herein represent Protocol's professional opinion based on our site
and soils evaluation and knowledge of the current laws and rules governing on -site wastewater
systems in North Carolina.
II

References
Bouwer, H. and R.C. Rice, 1976. A Slug Test for Determining Hydraulic Conductivity of
Unconfined Aquifers with Completely or Partially Penetrating Wells. Water Resources
Research, V. 12, No. 3, 423-428.
Fetter, C.W. (1980). Applied Hydrogeology, Charles E. Merrill Publishing Co., Columbus,
Ohio.
Freeze, R.A. and Cherry, J.A. (1979). Ground Water. Prentice -Hall, Englewood Cliffs, New
Jersey.
Hvorslev, M.J., 1951. Time Lag and Soil Permeability in Ground -Water Observations:
United States Corps of Engineers Waterways Experiment Station Bulletin 36, Vicksburg,
Mississippi, 50 pp.
Soil Survey of Currituck County, North Carolina. United States Soil Conservation Service,
1980.

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Site Map
Villas at Kilmarlic
Protocol Sampling
Service, Inc.
69 KsA-r Poplar Branch Township
Currituck County Post Office Box 31133
l 10 LAiaoIfrl- North Carolina Raleigh, North Carolina 27622
FIGURE: 2
SCALE: 1" =140'
PROJ. #: 06-29

Soil Boring 1
Depth Horizon
0-6" A
6-30" Cl
30- 60" C2
shwt @ 30"; ♦ 48"
Soil Boring 2
Depth Horizon
0-8" A
8-30" Cl
30- 60" C2
shwt @ 30"; ♦ 51"
Soil Boring 3
Depth Horizon
0-10" Apl
10 — 18" Ap2
18 - 24" Ab
24 — 30" E
30 — 36" Bh
36 — 60"+ C
shwt @ 30' ; ® 60"
Soil Boring 4
Soil Boring Log
Villas at Kilmarlic
marcn L6, zvuo
Description
Dark yellowish brown (1 OYR 4/6) loamy sand
loose; single grained
Pale brown (I OYR 6/3) fine sand; single -grained; loose
White (lOYR 8/1) fine sand; single -grained; loose
Description
Dark yellowish brown (1 OYR 3/6) loamy sand
loose; single grained
Yellow (I OYR 7/6) fine sand; single -grained; loose
Dark yellowish brown (1 OYR 3/4) fine sand; single -
grained; loose
Description
Dark yellowish brown (I OYR 4/6) loamy sand
loose; single grained
Grayish brown (1 OYR 5/2) sandy clay loam; subangular
blocky; friable
Yellowish brown (1 OYR 5/6) loamy sand; granular; friable
Very pale brown (1 OYR 7/4) fine sand; single
grained; loose
Strong brown (7.5YR 5/6) loamy sand; granular; finable
Gray (7.5YR 511) fine sand; single -grained; loose

Soil Boring 4
Depth Horizon
0 — 10" A
10-36" CI
36 - 70"+ C2
shwt @ 30"; ♦ 64"
Soil Boring 5
Soil Boring Log
Villas at Kilmarlic
Marcn 28, 2UU6
Description
Yellowish red (5YR 5/6) sandy loam
subangular blocky; friable
Reddish yellow (5YR 6/6) fine sand; single -grained; loose
Gray (5YR 6/1) fine sand; single -grained; loose
Depth Horizon Description
0 — 12" A Very dark yellowish brown loamy sand;
single grained ; loose
12 — 36" A/B Light brownish yellow loamy sand; single -grained; loose
36 - 50" Bt Reddish yellow loamy sand; subangular blocky; friable
50 — 60"+ B/C Yellow loamy sand ; single grained; loose
shwt @ 48"; ♦ >60"
Soil Boring 6
Depth Horizon Description
0 — 12" A Very dark yellowish brown loamy sand;
single grained ; loose
12 — 24" Btl Yellowish brown loamy sand; subangular blocky; friable
24 - 48" Bt2 Yellowish brown sandy loam; subangular blocky; friable
48 — 60"+ B/C Dark yellowish brown loamy sand ; single grained; loose
shwt @ 50"; V >60"

Soil Boring 7
Depth Horizon
0 — 12" A
12-18" Bt1
18 - 40" Bt2
48 — 70"+ B/C
shwt @ 55 ; ♦ >60"
Soil Boring Log
Villas at Kilmarlic
March 28, 2006
Description
Dark grayish brown fine sand; single grained ; loose
Grayish brown loamy sand; subangular blocky; friable
Brownish red sandy clay loam; subangular blocky; friable
Dark yellowish brown loamy sand ; single grained; loose

--------------r _..-..-.:-
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U.S. HPo 158 (CAHATOKE
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FINANCIAL RESPONSIBILITY/OWNERSHIP FORN)�, .
SEDIMENTATION POLLUTION CONTROL An —
No (� p� f�
person may Initiate any land -disturbing activity on one or more acres as coverhe Act tore tliis o
and an acceptable erosion and sedimentation control plan have been completed and�� proved b 1'
Section, N.C. Department of Natural Resources. (Please type-or-print.,and rf the q ��st�gn oto p�pli b)e i t
e-mail and/or fax information unavailable, place N/A in the'blank:)1
Part A. NOV — 3 2006 Lc,!0 QuAuly SFCr101d
R?-r-,!pN,4L
1. Project Name Villas at Kilmarlic _ .. ....
UVVy-VVMnU
2. Location of land -disturbing activity: Currituck County City or Township Powells Point
Highway/Street USHWY 158INorth Side Lane Latitude 36deg 7min' Longitude 76deg 50min
3. Approximate date land -disturbing activity will be commenced: November 2006
4. Purpose of development (residential, commercial, Industrial, etc) Residential Muli-Family
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas ,[nZI�
6. Amount of fee enclosed: $ S 5CJ — The application fee of $50.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $450).
7. Has an erosion and sedimentation control plan been filed? Yes No _ Enclosed X
8. Person to contact should sediment control issues arise during land -disturbing activity
Name James Geraghty, Managing Member E-mail Address
Telephone [phone] Cell# [phone] Fax # [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
(See Attached)
Name Telephone Fax #
Current Mailing Address Current Street Address
City State Zip City State Zip
10. Deed Book No. Page No. Provide a copy of the most current deed.
Part B.
Person (s) or firms (s) who are financially responsible for the land -disturbing activity (Provide a comprehensive
list of all responsible parties on an attached sheet):
Sea Grass L.L.0
Name E-mail Address
4326 Shady Lane
Current Mailing Address
Kitty Hawk NC 27949
City State Zip
Telephone [phone]
Current Street Address
City
State Zip
Fax Number [phone]
A

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the Registered Agent.
Name E-Mail Address
Current Mailing Address Current Street Address
City State Zip City State Zip
Telephone Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an assumed
name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible Party is a Corporation,
give name and street address of the Registered Agent:
James Geraghty, Managing Memeber
Name of Registered Agent E-Mail Address
4326 Shady Lane
Current Mailing Address Current Street Address
Kitty Hawk NC 27949
City State Zip City State Zip
Telephone [phone] Fax Number [phone]
The above information is true and correct to the best or my knowledge and belief and was provided by me under
oath. (This form must be signed by the financially responsible person if an individual or his attomey-in-fact or if
not an individual, by an officer, director, partner, or registered agent with authority to execute instruments for the
Financially Responsible Person). I agree to provide corrected information should there be any change in the
information provided herein.
Type or print name
Tittle or Aut unty
Date
I, �ili r'i CL.j Lam, , � ;�c ; E: -., 7 a Notary Public of the County of I --� r.4,:__
State of North Carolina, hereby certify that ...� C-c ; +� ,:,-a rL I
appeared personally before me this day and being duly sworn acknowled d that
executed by him.
1 _.,
Witness my hand and notarial seal,,this,�%�_day of i', 20 C L
Seal
b "OFFICIAL SEAL"
Notary Public, North Carolina
County of Dare
Nancy W. vfp. -
M cornrnissjnn F•
' OFFICIAL SEAL"
}� Notary Public. North Caroline
I h,'a sr County of Dare
`;� ,�� Nancy W. Warren
\� ` M Commission Expires 411012010
,a v
Notary %J I
My commission expires f G
above form was
O1-06

9. Landowner(s) of Record (attach accompanied page to list additional owners):
Harmony Bay, L.L.C.
Name
759 South Bayview Dr.
Current Mailing Address
Jarvisburg NC 27947
City State Zip
[phone] [phone]
Telephone Fax #
Current Street Address
City
State
Zip
10. Deed Book No. 782 Page No. 916-923 Provide a copy of the most current deed.
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Fortune Bav Commercial. L.L.0
Name
1435 Crossways Blvd. Suite 300
Current Mailing Address
Chesapeake VA 23320
City State Zip
[phone] [phone]
Telephone Fax #
Current Street Address
City
State
Zip
IO.Deed Book No. 682 Page No. 500-501 Provide a copy of the most current deed.
Lu.