SW7070411_HISTORICAL FILE_20070614

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 7D7(`I
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE)7�-�
YYYYMMDD

Consulting Engineers and Land Surveyors
P. 0. Box 339, Camden, NC 27921
Transmittal
Ln,
[phone] Office
[phone] Office
[phone] Fax
JUN 14 2007
Date
6/13/2007
Number of pages including cover sheet
To
Roger Thorpe
Phone
Division of Water Quality -Surface
Fax
Water Section
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
From
Angela M.Welsh
Phone
[phone]
Planner
Fax
[phone]
[e-mail]
Subject/
Knotts Island Fire Station
Sent Via
Ground Track
Project #
#060085
Enclosures
1 copy of the boundary survey and I copy of the revised sheet I of the stormwater permit
X
Please call
For your review
For your Approval
As you requested
for further
and comment
discussion
As we
For your Files
For your use
Other
discussed
Message:
Roger,
As requested. If you have any questions, please do not hesitate to call me at 335-1888.
Thank you,
Angela

Human & Rnhev. PC
Consulting Engineers and Land Surveyors [phone] Office
[phone] Office
[phone] Fax
April 16, 2007
Bill Moore
Division of Water Quality -Surface Water Section
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Permit
Knotts Island Fire Station
Project # 060085 lflll�
APE 17 "l,UOI
Dear Mr. Moore: W
Enclosed for your review and approval, please find the following items:
1. Two (2) copies of sheets 1-5 for the above referenced project.
2. The original and one copy of the Stormwater Permit Application and
required attachments.
Two (2) copies of the project description and calculations.
4. Check in the amount $420.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
cc: file
Dan Scanlon
Sincerely,
Sean C. Robey, P.E.
Kimberly D. Hamby
Project Manager
P. O. Box 339, Camden, NC 27921

Knotts Island Fire Department
Currituck County - North Carolina �,)VV14
Q ARO
141arch 30, 2007
Knotts Island Fire Department is to be constructed on a 9.72 acre site located in
Knotts Island on NC 615, Knotts Island Road, between Capps Creek Lane and Bufflehead
Court. Construction of the fire station will involve only the front 3.58 acres of the site
and will include a new fire station building, a maintenance/storage building, required
parking, water storage tank, septic system, and a detention pond.
Development of the site will separate the site into two drainage basins: the front of
the site, Drainage Area 1, which will be developed as the fire station and the rear of the
site, Drainage Area 2, which will remain vacant.
The front 3.58 acres, Drainage Area 1, will contain 1.57 acres of impervious
surface (44%) which will consist of 15,249 sf of building (including a future bay
expansion), 1,051 sf of concrete sidewalk, a 312 sf dumpster pad, 661 sf of water storage
tank, 51,456 sf of concrete and asphalt parking and drives (including the future parking).
Stormwater will be collected in a combination of a piped system grass lined swales that
will drain to a wet detention basin designed for 90% TSS removal. According to the soil
survey of Currituck County, the soils on site are Altavista and Augusta. According to the
results of soil borings performed by GET Solutions, Inc., the water table is approximately
2.5' below existing grade. While the on -site soils have permeability rates that would
accommodate an. infiltration basin, the high water table makes a wet detention basin the
most appropriate treatment method. Based on existing elevations of almost 10' in the
area of the proposed detention pond, the permanent pool elevation has been set at 7.50.
Currituck County's regulations require that the post -development runoff be limited to pre -
development levels. Rational Method analysis of the 10 year storm indicates a pre -
development runoff from Drainage Area 1 is 6.9 cfs. Peak discharge out of the detention
pond during a 10 year storm will be 4.85 cfs. The pond will discharge into the existing
ditch in the NC DOT right-of-way. An encroachment agreement has been filed.
Drainage Area 2 will contain no impervious area and will continue to sheet flow
across the grassed land to adjacent swales. A swale is being installed to the east and
north of the site to intercept runoff from the vacant land and the northern landscape buffer
and route it to the front of the site. Any future development in Drainage Area 2 will
require additional permitting.
The disturbed area for this development will not exceed 5 acres. Limits of
disturbance have been shown on the plans.

Page I
PERMANENT POOL DETENTION PONDS
DESIGN OF POND
Knotts Island Fire Department
10 Yr, 24 Hr Storm
DETENTION POND
Hyman & Robey, PC
150-A Hwy 158 East
Camden, NC 27921
(252)-335-1888
03/22/07
SAIDA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
% IMPRV
3.0 FT
3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
WATERSHED AREA:
3.58
ACRES
WATERSHED % IMPERVIOUS:
44
%
PERMANENT POOL ELEVATION:
7.5
FT
DESIGN PERMANENT POOL DEPTH:
5
FT
SAIDA PERCENTAGE FACTOR:
3.2
%
POND SURFACE AREA REQD:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH = 40.7849 LF
LENGTH = 122.355 LF
Use these dimensions: WIDTH
LENGTH
VOLUME OF V RAINFALL
AREA OF ROOFS:
0.37
AC
AREA OF PARKING/CONCRETE:
1.2
AC
AREA OF GREEN AREAS:
2.01
AC
VOLUME OF RUNOFF
6940.56
CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF I" RAINFALL = 8.20
4990 SF
1497 SF
6.5 FT
0.3
1.0
1.3
1.8
2.3
2.9
3.4
4.0
4.6
5.1
APR 17 2007
7.0 FT
0.2
0.9
1.1
1.4
1.9
2.4
2.9
3.4
3.9
4.3
(FROM ABOVE TABLE- TAKEN FROM DESIGN OF STORM WATER
CONTROL FACILUI S WORKSHOP MANUAL- PFNC 1988)
(BASED UPON MINIMUM SURFACE AREA)
48.77 LF
203.5 LF
Normal Pool Elevation 7.5
VOL (CF)=[(ROOF- 1.0)+(PARKING*.95)+(GRASS"0.2)1'43,560/12
112017w1
18550 =
Av
Nt� uB�g N

Page 2
DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.04017 CFS
Q(5 DAYS) = 0.01607 CFS
I" RUNOFF STAGE 0.70 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 1.34556 INCH DIA HOLE A=[Q/(Cd*SQRT(2gh))j* 144
Rad: SQRT(A/PI)
Dia. =2*Rad.
DIAMETER OF HOLE TO USE: 1.5 INCH DIAMETER
l" STORM RUNOFF DRAWDOWN TIME 2.29907 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 12.8 cfs
Tc = Time of Concentration = 20 min
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag Time (L) = (I^0.8*(S+l)^0.7)/(] 900*Y^0.5) for Lin Hrs
where: I = hydraulic length of watershed (ft) = 580
S = (1000/CN)-10 = 2.5
CN = approximately same CN from TR-55 = 80
Y = avg. watershed land slope in % = 0.67
S=(1000/CN)-10= 2.5
L= 0.25107 hrs
From SCS NEH 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where: D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4, page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.04433 hrs
Tp = 0.27324 hrs = 16.3943 min
Volume under Hydrograph = 1.39 * Qp * Tp = 17501.3 Cubic Feet
18550
�F�N I u nRos

Page 3
Inflow Hydrograph
SCS Dimensionless Hydrograph
Time Discharge Time Discharge Volume
Ratio Ratio hr cfs cf
0.00 0.00 0.00 0
0.10 0.03 0.03 0 38
0.20 0.10 0.05 1 126
0.30 0.19 0.08 2 239
0.40 0.31 0.11 4 390
0.50 0.47 0.14 6 592
0.60 0.66 0.16 8 831
0.70 0.82 0.19 10 1032
0.80 0.93 0.22 12 1171
0.90 0.99 0.25 13 1246
1.00 1.00 0.27 13 1259
1.10 0.99 0.30 13 1246
1.20 0.93 0.33 12 1171
1.30 0.86 0.36 11 1083
1.40 0.78 0.38 10 982
1.50 0.68 0.41 9 856
1.60 0.56 0.44 7 705
1.70 0.46 0.46 6 579
1.80 0.39 0.49 5 491
1.90 0.33 0.52 4 415
2.00 0.28 0.55 4 353
2.20 0.21 0.60 3 521
2.40 0.15 0.66 2 370
2.60 0.11 0.71 1 269
2.80 0.08 0.77 1 194
3.00 0.06 0.82 1 138
3.20 0.04 0.87 I 101
3.40 0.03 0.93 0 73
3.60 0.02 0.98 0 53
3.80 0.02 1.04 0 38
4.00 0.01 1.09 0 28
4.50 0.01 1.23 0 31
5.00 0.00 1.37 0 0
Volume under hydrograph = 16624 cf
Based upon runoff volume = 17501.3 cf Depth req'd for minimum area = 1.76341
•F'v�INEEP.

Page 4
STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE In s
S Z
sf cf cf ft
Pond Side Slope (M) =
In Z Z est Elevation
9925
0
0
0
Surface area at normal pool
7.5
10691
5154
5154
0.5
8.55
-0.69
0.55
8
11474
5541
10695
1
9.28
0.00
1.03
8.5
12276
5938
16633
1.5
9.72
0.41
1.51
9
13096
6343
22976
2
10.04
0.69
2.00
9.5
13934
6757
29733
2.5
10.30
0.92
2.50
10
14790
7181
36914
3
10.52
1.10
3.02
10.5
15663
7613
44527
3.5
10.70
1.25
3.55
11
16555
8055
52582
4
10.87
1.39
4.10
11.5
17465
8505
61087
4.5
11.02
1.50
4.67
12
18393
8964
70051
5
11.16
1.61
5.26
12.5
Regression
Output:
Constant
9.34346
Ks
= S/Z^b
= 10345.55
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
H I n =
5
Number of Holes
Hld =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
20.00
Elev Invert Barrel (ft)
Cdb =
0.60
Barrel orifice coeff
9.26
3
JtAL
�/ 1BS50
• �'•�'OINEEQ': • • ��
sF4N C
Barrell Adjustment Factor

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
8.20
Elev weir coeff (ft)
Lw
=
5
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser Riser
Barrel
(1)
(2)
(3)
(weir) (orifice)
7.50
0.0
0.0
0.0
0.0
0.0
7.50
0.0
0.0
0.0
0.0
0.0
7.51
0.0
0.0
0.0
0.0
0.0
7.53
0.0
0.0
0.0
0.0
0.0
7.56
0.0
0.0
0.0
0.0
0.0
7.61
0.0
0.0
0.0
0.0
0.0
7.67
0.0
0.0
0.0
0.0
0.0
7.76
0.0
0.0
0.0
0.0
0.0
7.87
0.0
0.0
0.0
0.0
0.0
7.98
0.0
0.0
0.0
0.0
0.0
8.09
0.0
0.0
0.0
0.0
0.0
8.21
0.0
0.0
0.0
0.0
0.0
8.31
0.0
0.0
0.0
0.0
0.0
8.41
0.0
0.0
0.0
0.0
0.0
8.49
0.0
0.0
0.0
0.0
0.0
8.55
0.0
0.0
0.0
0.0
0.0
8.60
0.0
0.0
0.0
0.0
0.0
8.63
0.0
0.0
0.0
0.0
0.0
8.64
0.0
0.0
0.0
0.0
0.0
8.64
0.0
0.0
0.0
0.0
0.0
8.64
0.0
0.0
0.0
0.0
0.0
8.63
0.0
0.0
0.0
0.0
0.0
8.60
0.0
0.0
0.0
0.0
0.0
8.57
0.0
0.0
0.0
0.0
0.0
8.54
0.0
0.0
0.0
0.0
0.0
8.51
0.0
0.0
0.0
0.0
0.0
8.48
0.0
0.0
0.0
0.0
0.0
8.45
0.0
0.0
0.0
0.0
0.0
8.42
0.0
0.0
0.0
0.0
0.0
8.40
0.0
0.0
0.0
0.0
0.0
8.38
0.0
0.0
0.0
0.0
0.0
8.34
0.0
0.0
0.0
0.0
0.0
8.31
0.0
0.0
0.0
0.0
0.0
Principal Emergcy
Spillway Weir
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.6
0.0
0.00
1.4
0.0
0.00
2.3
0.0
0.00
3.1
0.0
0.00
3.8
0.0
0.00
4.2
0.0
0.00
4.4
0.0
0.00
4.4
0.0
0.00
4.4
0.0
0.00
4.2
0.0
0.00
3.8
0.0
0.00
3.4
0.0
0.00
3.0
0.0
0.00
2.5
0.0
0.00
2.2
0.0
0.00
1.9
0.0
0.00
1.6
0.0
0.00
1.4
0.0
0.00
1.2
0.0
0.00
0.8
0.0
0.00
0.5
q.Z-u�+
3 SEAL
- ias;o
i •'F'fri1NEEP:.r
�FgNtC n%OSX

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
7.50
0.00
0.00
0.00
0.00
0.00
0.00
0.027
0
0
7.50
0.00
0.00
0.00
0.00
0.00
0.00
0.055
1
37.7726
7.51
0.00
0.00
0.00
0.00
0.00
0.00
0.082
2
163.681
7.53
0.00
0.00
0.00
0.00
0.00
0.00
0.109
4
402.907
7.56
0.00
0.00
0.00
0.00
0.00
0.00
0.137
6
793.224
7.61
0.00
0.00
0.00
0.00
0.00
0.00
0.164
8
1384.99
7.67
0.00
0.00
0.00
0.00
0.00
0.00
0.191
10
2215.99
7.76
0.00
0.00
0.00
0.00
0.00
0.00
0.219
12
3248.44
7.87
0.00
0.00
0.00
0.00
0.00
0.00
0.246
13
4419.39
7.98
0.00
0.00
0.00
0.00
0.00
0.00
0.273
13
5665.89
8.09
0.00
0.00
0.00
0.00
0.00
0.00
0.301
13
6924.97
8.21
0.01
0.00
0.00
0.00
0.00
0.01
0.328
12
8170.81
8.31
0.58
0.00
0.00
0.00
0.00
0.58
0.355
II
9284.38
8.41
1.45
0.00
0.00
0.00
0.00
1.45
0.383
10
10224.8
8.49
2.34
0.00
0.00
0.00
0.00
2.34
0.410
9
10976.7
8.55
3.14
0.00
0.00
0.00
0.00
3.14
0.437
7
11523.7
8.60
3.77
0.00
0.00
0.00
0.00
3.77
0.465
6
11858.2
8.63
4.17
0.00
0.00
0.00
0.00
4.17
0.492
5
12027.5
8.64
4.37
0.00
0.00
0.00
0.00
4.37
0.519
4
12088.3
8.64
4.45
0.00
0.00
0.00
0.00
4.45
0.546
4
12066.3
8.64
4.42
0.00
0.00
0.00
0.00
4.42
0.601
3
11901.7
8.63
4.22
0.00
0.00
0.00
0.00
4.22
0.656
2
11592.8
8.60
3.85
0.00
0.00
0.00
0.00
3.85
0.710
1
11205.7
8.57
3.40
0.00
0.00
0.00
0.00
3.40
0.765
1
10806.2
8.54
2.95
0.00
0.00
0.00
0.00
2.95
0.820
1
10418.8
8.51
2.54
0.00
0.00
0.00
0.00
2.54
0.874
1
10057.4
8.48
2.17
0.00
0.00
0.00
0.00
2.17
0.929
0
9730.78
8.45
1.85
0.00
0.00
0.00
0.00
1.85
0.984
0
9438.87
8.42
1.58
0.00
0.00
0.00
0.00
1.58
1.038
0
9179.99
8.40
1.36
0.00
0.00
0.00
0.00
1.36
1.093
0
8950.94
8.38
1.16
0.00
0.00
0.00
0.00
1.16
1.230
0
8447.84
8.34
0.77
0.00
0.00
0.00
0.00
0.77
1.366
0
8098.18
8.31
0.54
0.00
0.00
0.00
0.00
0.54
8.64468 = maximum stage elevation
4.448= maximum discharge

Page 7
Knott's Island Fire Dept
Currituck County
10yrSTORM
14
_ __ ____.
W
.
12
Nil
r
10
i
a)
8
t6
U
_y
I
1
�
4
°
2lol
'
.6-� ■-
0
vtl ,400"b0
i'
- B
0.000
0.500
1.000
1.500
Time (hrs)
s INFLOW (cfs)
° OUTFLOW (cfs)

POND VOLUME CALCULATIONS
FOR
S:Wyman & Robey 'OM060085 - Knotts Is/anMexce11060085 POND VOLUME CALCULATIONS (1 POND template).xls
POND CALCULATIONS
AREA F2
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1"STORAGE
7,061.16
2,864.26
3,792.45
1,016.28
1,163.74
653.20
11,336.54
F
7.50
5.83
2.50
5.83
4.50
8.20
VOLUME CALCULATIONS F3
MAIN BASIN VOLUME 17,069.30
FOREBAY VOLUME 4,571.65
PERMANENT POOL VOLUME 21,640.94
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME 21.12%
TEMP. STORAGE VOLUME (1" RUNOFF) 7,441.69
OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 2.10
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION 3.75
PP DEPTH READS ... SEDMENT SHALL BE REMOVED 3.75
FOREBAY
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDMENT SHALL BE REMOVED
IBE50
...:..;n�..
fF4N c. Roe,
5.25
2.25
3/22/2007 8:29 AM PAGE 1 OF 1

SOSID: 0081809
STATE OF NORTH CAROLINA Date Filed: 5/26/2005 2:12:00 PM
DEPARTMENT 00 THE SECRETARY OF STATI Elaine F. Marshall
North Carolina Secretary of State
STATEMENT OF CHANGE OF REGISTERE C200512500028
OFFICE AND/OR REGISTERED AGENT
Pursuant to §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpos,
changing its registered office and/or registered agent in the State of North Carolina.
INFORMATION CURRENTLY ON FILE
The name of the entity is: KNOTTS ISLAND VOLUNTEER FIRE DEPARTMENT INC.
Entity Type: Corporation, ❑Foreign Corporation, ONooprofit Corporation, ❑Foreign Nonprofit Corporation,
❑Limited Liability Company, []Foreign Limited Liability Company ❑Limited Partnership, ❑Foreign Limited Partnership,
❑Limited Liability Partnership, ❑Foreign Limited Liability Partnership
The street address and county of the entity's registered office currently on file is:
Number and Street 153 SOUTH END ROAD
City, State, Zip Code: KNOTTS ISLAND, NC 27950 County: CURRITUCK
The mailing address if different from the street address of the registered office currently on file is:
PO BOX 115 KNOTTS ISLAND NC 27950
The name of the current registered agent is: H. O. CAPPS JR.
NEW INFORMA7iON�
1. The street address and county of the new registered office of the entity is:
(complete this item only if the address of the registered office is being changed)
Number and Street: 125 WILLIAMS DRIVE
City, State, Zip Code: KNOTTS ISLAND, NC 27950 County: CURRITUCK
2. The mailing address ifdt,Qeerent from the street address of the new registered office is:
(complete this item only if the address of the registered office is being changed)
PO BOX 85 KNOTTS ISLAND NC 27950
3. The name of the new registered agent and the new agent's consent to appointment appears below:
(complete this item only if the name ofthe registered agent is being changecO
TERRY H. KING, Q
Type or Print Name of New Agent Signature & Title
4. The address of the entity's registered office and the address of the business office of its registered agent, as changed,
will be identical.
5. This statement will be effective upon filing, unless a date and/or time is specified
This is the _day of 20_ KNOTTS ISLAND VOLUNTEER FIRE DEPARTMENT
F.n`ity Name
Sign e
TERRY H. KING, PRESI ENT
Type or Print Name and Title
Notes: Filing Im Is $5.00. Thu document must be filed witb the Secref ey of State.
CORPORATIONS DIVISION P. O. BOX 29622 RALEIGH, NC 27626-062
Revised January 2002 Form BE -Of

�L�' Q
- FiNANC1AL RESPONSIBILITYIOWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more acres as
form and an acceptable erosion and sedimentation control plan have been c
Land Quality Section, N.C. Department of Environment and Natural Resourc(
the question is not applicable or the e-mail and/or fax informatiomunavaila6leP
Part A.
1. Project Nam
Knotts Island Fire Station APR ' 0 2007
2. Location of land -disturbing activity:
APR a 2001
F 2001
LAND QUALiTy
OFFICE
Highway/Street NC 615 'Latitude 75' 55' Longitude 360 30'
3. Approximate date land -disturbing activity will commence: August 2006
4. Purpose of development (residential, commercial, industrial, institutional, etc.): public facility
i
5. Total acreage disturbed or uncovered (including off -site borrow and.waste areas): 5
6. Amount of fee enclosed: $ 250. 00 . The application fed 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 sediment control plan been filed? Yes XX No Enclosed XX
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Barbara Hill E-mail Address
Telephone ( 757) 202-9703 Cell # Fax #
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Knotts Island Volunteer Fire Dept. [phone]
Name Telephone
P.O. Box 115 153 South End Road
Current Mailing Address Current Street Address
Fax Number
Knotts Island, NC 27950 Knotts Island, NC 27950
City State Zip City State Zip
10. Deed Book No. 586 Page No. 25 Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) .who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Knotts Island Volunteee Fire Dept.
Name E-mail Address
P.O. Box 115
Current Mailing Address
Knotts Island, Ne 27950
City State Zip
153 South End Road
Current Street Address
Knotts Island, NC 27950,.
City
State
Zip
Telephone [phone] Fax Number

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name
Current Mailing Address
t-mall Address
Current Street Address
City State Zip City
Telephone Fax Number
Zip
(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 rinancially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent
Current Mailing Address
City State Zip
Telephon
t-mail Address
Current Street Address
City State Zip
Fax Number
The above information is true and correct to the best of 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 attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there by any change in the information provided herein.
Barbara Hill
Type or print name
Signature
Chair of the Board
Title or Authority
Date
I, IQ) e✓f' a Notary Public of the County of (__may/
State of North Carolina, hereby certify that r- ha, appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
Witness my hand and notarial seal, this /D day of rr 20 ® 7

n llLZC;ztl J >�
APR 1 9 2007
DWQ-WARD
REPORT OF SUBSURFACE INVESTIGATION
AND GEOTECHNICAL ENGINEERING SERVICES
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No. EC05-351G
January 13, 2006
Prepared For: County of Currituck
C/O Edmond P. Virgili, R.A. - Architect
Solutions; lnc���� (;>'

Soluttons;'Inc
January 13, 2006
TO: County of Currituck
CIO Edmond P. Virgili, R.A. — Architect
720 Norfolk Avenue
Virginia Beach, VA 23451
Attn: Mr. Edmond.Virgili, A:I.A.
RE: Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
.GET Project No: EC05-351G
Dear Mr. Virgili:
In compliance with your instructions, we have completed our Geotechnical Engineering
Services for the referenced project. The results of this study, together with our
recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its
role as Geotechnical Engineer during the project implementation.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.
WGeraldW. Stalls,
Project Engineer
Camille A. Kattan, P.E.
Principal Engineer
NC Reg. # 14103
Copies: (2) Client
(1) County of Currituck; Attn: Mc
(1) Hyman and Robey; Attn: Mr.
(1) NRW Engineering, Inc.; Attn
`%,,, 111111,, 1j'
CARO
F SSI�C/r'-
SEAL r
01410
,�..A
Dan Scanlon
Sean Robey, P.E.
Mrs. Lou Mortimer
504 East Elizabeth Street, Suite 2 • Elizabeth City, NC 27909 • Phone [phone] • Fax [phone]
[e-mail]

Report of Subsurface Investigation and Geotechnical Engineering Services 1/13/06
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
EXECUTIVE SUMMARY
The proposed construction at this site will consist of building a new single -story
fire station, as well as associated asphalt paved drive lanes and parking areas,
and other associated site infrastructure. The project site is located within the
southeast quadrant of the Capps Creek Lane and Knotts Island Road
intersection in Knotts Island, Currituck County, North Carolina. A brief description
of the anticipated characteristics of the community center's structures are listed
below:
• Building to be approximately 7,500 square feet in plan area.
• First floor finish grade elevations anticipated to be slightly above the
existing site grade elevations.
• Pre -Engineered metal frame building design.
• Slab -On -Grade first floor.
■ Slab loads not expected to exceed 150 psf.
• Noted maximum foundation wall loads generally not expected to exceed 2
klf.
• Noted maximum foundation column loads not expected to exceed 50 kips
Our field exploration program included a total of three (3) 20 to 50-foot deep
Standard Penetration Test (SPT) borings and two (2) 5-foot deep hand auger
borings that were drilled within the proposed construction areas. A brief
description of the subsurface soil conditions is noted below:
AVERAGE
RANGES OF
DEPTH (Feet)
STRATUM
DESCRIPTION
SPTI'I N-
VALUES
x,,°Bor�ngsi,`B,1„through
0 to 0.8
TOPSOIL
0.8 to 50
1
SAND (SP, SP-SM, SM, SM-SC) with varying
amounts of silt and clay
5 to 33
12 to 18
IA
Fibrous PEAT (PT) with varying amounts of silt and
sand
5 to 7
18 to 31
IIA
CLAY (CL, CH) with varying amounts of sand
W.O.H (2) to 7
wore (i) ar-i = sranaaro Penetration l est, N-values in (slows -per -foot
W.O.H.= Weight Of Hammer
• Groundwater was encountered at depths of about 2.5-feet below existing
grades at the boring locations.

Report of Subsurface Investigation and Geotechnical Engineering Services 1/13/06
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351 G
The following evaluations and recommendations were developed based on our
field exploration and laboratory -testing program:
• Field testing program during construction to include compaction testing,
subgrade inspection, and foundation excavation observations for bearing
capacity verification.
• A minimum cut depth of approximately 8 to 12-inches will be required to
remove the existing organic materials, low lying vegetation, and
associated root mat from within the construction areas. This should be
substantiated during the subgrade evaluations (proofroll) to ensure that all
organic soils have been removed within the proposed structural and
pavement areas.
• In preparation for shallow foundation support, the footing excavations
should extend into firm natural soil or well compacted structural fill.
• Shallow foundations designed using an allowable bearing capacity of
2,000 psf (24-inch embedment, 24-inch width). A maximum column
foundation size of 6-feet and a foundation bearing elevation at a depth no
deeper than 2-feet below existing site grade elevations should be
implemented for the shallow foundations. This is considered necessary in
order to prevent foundation loads from influencing the highly compressible
subsurface organic layer and significantly increasing the foundation
settlements.
• Estimated total and differential settlements up to 1-inch and Yz-inch,
respectively. However, as previously indicated, a subsurface organic soil
deposit (PEAT; PT) was encountered at a depth of approximately 12-feet
below existing grades. Accordingly, long-term settlement magnitudes,
estimated to be on the order of about 2 to 3-inches within the 10-years of
building completion, cannot be precisely substantiated, as the rate of
organic decomposition cannot be determined. The settlement associated
with the organic decomposition is anticipated to be generally uniform
within the building area, as the depth of the PEAT was found to occur at
consistent depths and the relative density was also noted to be generally
consistent.
This summary briefly discusses some of the major topics mentioned in the
attached report. Accordingly, this report should be read in its entirety to
thoroughly evaluate the contents.
Solutions,

TABLE OF CONTENTS
EXECUTIVESUMMARY..........................................................................................
1.0 PROJECT INFORMATION................................................................................... 1
1.1 Project Authorization............................................................................. 1
1.2 Project Description................................................................................ 1
1.3 Purpose and Scope of Services............................................................ 1
2.0 FIELD AND LABORATORY PROCEDURES....................................................... 2
2.1 Field Exploration.................................................................................... 2
2.2 Laboratory Testing................................................................................ 3
3.0 SITE AND SUBSURFACE CONDITIONS............................................................ 4
3.1
Site Location and Description................................................................ 4
3.2
Subsurface Soil Conditions................................................................... 4
3.3
Groundwater Information....................................................................... 5
4.0 EVALUATION AND RECOMMENDATIONS........................................................ 5
4.1
Clearing and Grading............................................................................
6
4.2
Subgrade Preparation...........................................................................
7
4.3
Structural Fill and Placement................................................................
8
4.4
Building Foundation Design Recommendations ....................................
8
4.5
Foundation Excavations........................................................................
9
4.6
Building Foundation Settlements...........................................................
9
4.7
Building Floor Slabs............................................................................
10
4.8
Pavements..........................................................................................
11
5.0 CONSTRUCTION CONSIDERATIONS.............................................................. 13
5.1 Drainage and Groundwater Concerns ................................................. 13
5.2 Excavations.........................................................................................14
6.0 REPORT LIMITATIONS..................................................................................... 14
APPENDIX I -BORING LOCATION SKETCH
APPENDIX II - LOG OF BORINGS
APPENDIX III - SOIL BORING PROFILE
Solutions; Inc., "` • `

Report of Subsurface Investigation and Geotechnical Engineering 1/13/06
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351 G
1.0 PROJECT INFORMATION
1.1 Project Authorization:
G E T Solutions, Inc. has completed our Geotechnical Engineering study for the proposed
Knotts Island Fire Station project. The Geotechnical Engineering Services were conducted
in general accordance with G E T Solutions, Inc. Proposal No. PEC05-194G, dated
November 17, 2005. Authorization to proceed with the services was received in the form of
our original proposal signed by Mr. Edmond Virgili on the date of December 1, 2005.
1.2 Project Description:
It is our understanding that the proposed development at this site is planned to consist of
building a single -story 7,500 square foot (foot print) fire station and its proposed asphalt
paved drive lanes and parking lot areas, as well as other associated site infrastructure.
The fire station is proposed to consist of a pre-engineered metal frame building design
supported by shallow foundations and slab -on -grade members. The maximum wall and
column loads associated with the proposed structure were not expected to exceed about 2
kips per linear foot and 50 kips, respectively, as noted by the project structural Engineer,
NRW Engineering. The proposed finish floor elevation of the structure is anticipated to be
slightly above the existing grade elevations. Accordingly, it is anticipated that fill operations
necessary to establish the design grades will not exceed about 2 to 3-feet.
If any of the noted information is incorrect or has changed, please inform G E T Solutions,
Inc. so that we may amend'the recommendations presented in this report, if appropriate.
1.3 Purpose and Scope of Services:
The purpose of this study was to obtain information on the general subsurface conditions
at the proposed project site. The subsurface conditions encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering
assessments for the following items were formulated:
General assessment of the soils revealed by the borings performed at the
proposed development.
General location and description of potentially deleterious material
encountered in the borings that may interfere with construction progress or
structure performance, including existing fills or surficial/subsurface organics.
Solutions;,Irict`�` ,'.�r'

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
3. Soil subgrade preparation, including stripping, grading, and compaction.
Engineering criteria for placement and compaction of approved structural fill
material.
4. Feasibility of utilizing a shallow foundation system for support of the
proposed building. Design parameters required for the foundation systems,
including foundation sizes, allowable bearing pressures, foundation levels,
and expected total and differential settlements.
5. Typical pavement sections based on the laboratory test results of the
encountered surficial soils as well as our experience with similar soil
conditions. CBR sampling and testing was not a part of our scope of
services.
1 I13I06
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock,
surface water, groundwater or air, on or below or around this site. Any statements in this
report or on the boring logs regarding odors, color, unusual or suspicious items or
conditions are strictly for the information of the client. Prior to development of this site, an
environmental assessment is advisable.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration:
In order to explore the general subsurface soil types and to aid in developing associated
foundation design parameters, three 20 to 50-foot deep Standard Penetration Test (SPT)
borings (designated as B-1 through B-3) and two (2) 5-foot deep hand auger borings were
drilled by G E T Solutions, Inc. within the proposed building and pavement areas,
respectively.
Due to the encountered subsurface soil conditions, boring B-1 was extended to a depth of
50-feet below existing grades. This was considered to be necessary in order to obtain
sufficient subsurface soil characteristics for deep foundation design, should it be
requested. Additional information regarding the subsurface soil conditions as they relate to
the proposed structure is presented in Section 4.0 of this report.
0
Solution3;�lnc:+l3i ;�;

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 /13/06
The SPT borings were performed with the use of a power drill rig using mud (rotary wash)
drilling procedures. The soil samples were obtained with a Split -Spoon Sampler in general
accordance with the Standard Penetration Test (SPT) ASTM D-1586. These samples
were taken continuously from the ground surface to a depth of 10 feet, and at 5-foot
intervals thereafter. The boring schedule noting the boring depths and locations is
presented in Table I.
Table I — Boring Schedule
Iv 7VF..�
j BOrin i it
5�Ixr ' iea
Numb604,
��+fi i
1 F
�`"4+iYi $'l da 'Yn 48 p$M( ? ...5. 'M k✓X.M x,Y`s.VY $ IPA' G V 1 i1"0
13� �" S',n y,�i 7 Boning:
an ;s d a
bra'
B-1
50
Approximate Northeast Building Corner
B-2
20
Approximate Center of West Wall; Southwest Corner
of Garage Bay Area
B-3
20
Approximate Southeast Building Corner
HA-1
5
Approximate Center of South Parking Lot Area
HA-2
5
Approximate Center of the Garage Bay Entrance/Exit
Drive Lane; West Side of Building
The boring locations were established by Edmond P. Virgili R.A. —Architect and identified
in the field by G E T Solutions Inc. personnel by measuring from existing landmarks, and
are shown on the "Boring Location Plan" attached to this report (Appendix I, Figure 1). The
sketch was developed based on site observation performed by the G E T Solutions, Inc.
representative.
2.2 Laboratory Testing:
Representative portions of all soil samples collected during drilling were sealed in glass
jars, labeled, and transferred to our Elizabeth City laboratory for classification and analysis.
The soil classification was performed by a Geotechnical Engineer in accordance with
ASTM D2488.
A total of three (3) representative split spoon soil samples were selected and subjected to
natural moisture, and 4200 sieve wash, and Atterburg Limits testing and analysis in order
to corroborate the visual classification of the granular soils. These test results are
tabulated on the following page and are also presented on the "Log of Boring" sheets
(Appendix II).
c

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351 G
Table II - Laboratory Test Results
1 /13/06
y w> e
Boring
,w:.n...ru scars,
E ample
n t'
g epth
r s xgeryra"
Natural
#200
LL/PL/PIS
Cla"sslflcatlona
',�5(uyg+.
L o
{ ..L .
A`Nk... 4Y
.ram •h
�h
XYx.'fi.u�i.7�q, ° •�°n
��@ @ tw" w4m �i'tt
B-1
S-9
28-30
45.0
73.1
35/10/25
CL
B-2
S-1
0-2
15.1
33.1
NIT
SM-SC
B-3
S-3
4-6
18.6
2.2
NIT
SP
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Location and Description:
The project site is generally located within the southeast quadrant of the Capps Creek
Lane and Knotts Island Road intersection in Knotts Island, Currituck County, North
Carolina. At the time of our field exploration services the site was observed to consist of an
open agricultural field. Existing site grade elevations were visually estimated to vary less
than 1-foot in 50-linear feet.
The site is bordered to the east by open agricultural fields. The northern boundary consists
of Capps Creek Lane (an existing dirt road) followed by an open agricultural field. The
western boundary consists of Knotts Island Road followed by an open agricultural field. The
southern boundary consists of a combination of an existing single story residential structure
and open agricultural fields.
3.2 Subsurface Soil Conditions:
Topsoil encountered at the boring locations ranged in thickness from 8 to 12-inches.
Underlying the surficial organic soils, the natural subsurface soils recovered at the boring
locations were uniform and consistent throughout the site, and to the explored depths.
These soils were primarily comprised of a poorly graded SAND with varying amounts of silt
(SP, SP-SM, SM, SM-SC). The Standard Penetration Test (SPT) results, N-values,
recorded within this soil layer ranged from 5 to 33 blows -per -foot (BPF) indicating a loose
to dense relative density.
0
�Solutions,'Incm J , `,�'

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 /13/06
A deposit of soft to medium stiff Silty Fibrous PEAT (PT) was encountered at the location
of borings B-1 through B-3. These subsurface organic deposits were encountered at a
depth extending from 12 to 18-feet below existing grades. Additionally, a deposit of very
soft to medium stiff Silty CLAY (CH) was encountered beneath the subsurface organic
layer and generally extended to a depth of about 31-feet.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration included in Appendix II (Log
of Boring sheets) and the Generalized Soil Profile presented in Appendix III should be
reviewed for specific information as to individual borings. The stratifications shown on the
records of the subsurface exploration represent the conditions only at the actual boring
locations. Variations may occur and should be expected between boring locations. The
stratifications represent the approximate boundary between subsurface materials and the
transition may be gradual.
3.3 Groundwater Information:
The groundwater table depth was measured at each boring location during drilling
operations and was found to occur approximately 2.5-feet below the existing site grades.
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains, and areas of covered soil (paved
parking lots, side walks, etc.). It is estimated normal seasonal high groundwater level will
fluctuate within 1.5 to 2 feet above the current levels. We recommend that the contractor
determine the actual groundwater levels at the time of the construction to determine
groundwater impact on this project, if needed.
4.0 EVALUATION AND RECOMMENDATIONS
Based on the previously presented information, it is our opinion that with minor shallow
subgrade soil modifications and improvements, this site will be suitable to support the
proposed new structure by means of a shallow foundation system (footings). However, the
proposed construction area does contain a subsurface organic deposit extending from
depths of approximately 12 to 18-feet below existing grades.
5
=So1utionslnc.'-"-­

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1/13/06
This subsurface organic deposit is expected to be generally located beneath the depth of
influence contributed by the foundation loads of the proposed structure. However, some
settlement may be experienced from this subsurface organic deposit, which will consist
primarily of organic decomposition, and is anticipated to be generally uniform in nature.
Settlement magnitudes, estimated to be on the order of about 2 to 3-inches within the next
10-years, cannot be precisely substantiated as the rate of organic decomposition cannot
be determined. In order eliminate the potential settlement associated with the subsurface
organic layer, it is considered necessary to support the proposed structure and slabs by
means of a .deep foundation system. Additional design consideration and
recommendations can be provided by G E T Solutions, Inc. should a deep foundation
system be preferred.
The settlements associated with the footings will be minimized with the recommended site
improvements included in this report. Accordingly, proper site quality control (subgrade
evaluation and compaction testing) is considered necessary to ensure that the allowable
foundation bearing capacity provided in this report is achieved. All foundation design and
construction recommendations are presented in the following sections of this report.
4.1 Clearing and Grading:
The proposed construction areas should be cleared by means of removing the existing low-
lying vegetation (grass), associated root mat, and surficial organic soils (Topsoil). A
minimum cut depth ranging from approximately 8 to 12-inches below existing site grade
elevations will be required to remove the low-lying vegetation, associated root mat, and
surficial organic soils (Topsoil).
The subsurface soils recovered at the boring locations contained appreciable amounts of
fines (SAND with varying amounts of silt and clay; SM, SM-SC). Also, based on the
laboratory testing, the current (natural) moisture contents of the surface soils at the
explored locations were near their respective optimum moisture. Accordingly, combinations
of excess surface moisture from precipitation ponding on the site and the construction
traffic, including heavy compaction equipment, may create pumping and general
deterioration of the bearing capabilities of the surface soils. Therefore, undercutting to
remove very soft soils should be anticipated. The extent of the undercut will be determined
in the field during construction, based on the outcome of the field testing procedures
(subgrade proofroll). In this regard, and in order to reduce undercutting, care should be
exercised during the grading and construction operations at the site.
on
Sol uti onsJnci 3;'" °;;'

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 /13/06
Furthermore, inherently wet subgrade soils combined with potential poor site, drainage
make this site particularly susceptible to subgrade deterioration. Thus, grading should be
performed during a dry season if at all possible. This should minimize these potential
problems, although they may not be eliminated. The project's budget should include an
allowance for subgrade improvements (undercut and backfill with select fill).
Control of surface water is very important to the successful completion of the proposed
construction. The contractor should plan his grading activities to control surface water and
minimize erosion of exposed cut or fill material. This may include constructing temporary
berms, ditches, flumes and/or slope drains to intercept runoff and discharge it in a
controlled fashion, while complying with state and local regulations.
The project's budget should include an allowance for subgrade improvements (undercut
and backfill with select fill). It is recommended that the clearing operations extend laterally
at least 5 feet beyond the perimeter of the proposed building area.
4.2 Subgrade Preparation:
Following the clearing operations, the exposed subgrade soils should be densified with a
large vibratory drum roller. After the subgrade soils have been densified, they should be
evaluated by G E T Solutions, Inc. for stability. Accordingly, the subgrade soils should be
proofrolled to check for pockets of very loose material hidden beneath a crust of better soil.
Several passes should be made by a large rubber -tired roller or loaded dump truck over
the construction areas, with the successive passes aligned perpendicularly. The number of
passes will be determined in the field by the Geotechnical Engineer depending on the soils
conditions. Any pumping and unstable areas observed during proofrolling (beyond the
initial cut) should be undercut and/or stabilized at the directions of the Geotechnical
Engineer.
Following the successful completion of the proofroll operation, it is recommended that,
within the construction areas, natural soils below stripped grade should be compacted to a
dry density of at least 95 percent of the standard Proctor maximum dry density (ASTM
D698), as tested to a depth of at least 24 inches.
7
Soldtioris,Mnc- c ,-.. ',

Report of Subsurface Investigation and Geotechnical Engineering 1/13/06
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
4.3 Structural Fill and Placement:
Any material to be used for backfill or structural fill should be evaluated and tested by G E
T Solutions, Inc. prior to placement to determine if they are suitable for the intended use.
Suitable structural fill material should consist of sand or gravel containing less than 20
percent by weight of fines (SP, SM, SW, GP, GW), having a liquid limit less than 20 and
plastic limit less than 6, and should be free of rubble, organics, clay, debris and other
unsuitable material.
All structural fill should be compacted to a dry density of at least 95 percent of the standard
Proctor maximum dry density (ASTM D698). In general, the compaction should be
accomplished by placing the fill in maximum 10-inch loose lifts and mechanically
compacting each lift to at least the specified minimum dry density. A representative of G E
T Solutions, Inc. should perform field density tests on each lift as necessary to assure that
adequate compaction is achieved.
Backfill material in utility trenches within the construction areas should consist of structural
fill (as described above), and should be compacted to at least 95 percent of ASTM D698.
This fill should be placed in 4 to 6 inch loose lifts when hand compaction equipment is
used.
Care should be used when operating the compactors near existing structures to avoid
transmission of the vibrations that could cause settlement damage or disturb occupants. In
this regard, it is recommended that the vibratory roller remain at least 15 feet away from
existing structures; these areas should be compacted with small, hand -operated
compaction equipment.
4.4 Building Foundation Design Recommendations:
Provided that the construction procedures are properly performed, the proposed structure
can be supported by shallow spread footings bearing over firm natural soil or well
compacted structural fill material. The footings can be designed using a net allowable soil
pressure of up to 2000 pounds per square foot (psf). In using net pressures, the weight of
the footings and backfill over the footings, including the weight of the floor slab, need not
be considered. Hence, only loads applied at or above the finished floor need to be used
for dimensioning the footings.
E3
Soludonsranci.'`� �'F '

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 /13/06
In order to develop the recommended bearing capacity, the base of the footings should
have an embedment of at least 24 inches beneath finished grades, and wall footings
should have a minimum width of 24 inches. In addition, isolated square column footings
are recommended to be a minimum of 3 feet by 3 feet in area for bearing capacity
consideration. The recommended 24-inch footing embedment is considered sufficient to
provide adequate cover against frost penetration to the bearing soils.
Due to the presence of the subsurface organic soil layer, it is recommended to maintain a
maximum column foundation size of 6-feet and a foundation bearing elevation at a depth
no deeper than 2-feet below existing site grade elevations. This is considered necessary in
order to prevent foundation loads from influencing the highly compressible subsurface
organic layer and significantly increasing the foundation settlements.
4.5 Foundation Excavations:
Following the approval of the foundation bearing soils by G E T Solutions, Inc.'s
Geotechnical Engineer and immediately prior to reinforcing steel placement, it is suggested
that the natural granular bearing surfaces in the base of these footing areas be compacted
using hand operated mechanical tampers, to a dry density of at least 95 percent of the
standard Proctor maximum dry density (ASTM D 698) as tested to a depth of 12 inches for
bearing capacity considerations. In this manner, any localized areas, which have been
loosened by excavation operations, should be adequately recompacted.
Soils exposed in the bases of all satisfactory and remedied foundation excavations (if
necessary) should be protected against any detrimental change in condition such as from
physical disturbance, rain or frost. Surface run-off water should be drained away from the
excavations and not be allowed to pond. If possible, all footing concrete should be placed
the same day the excavation is made. If this is not possible, the footing excavations should
be adequately protected.
4.6 Building Foundation Settlements:
It is estimated that, with proper site preparation, the maximum resulting total settlement of
the proposed building foundations should be up to 1 inch. The maximum differential
settlement magnitude is expected to be less than 1/2-inch between adjacent footings (wall
footings and column footings of widely varying loading conditions). The settlements were
estimated on the basis of the results of the field penetration tests. Careful field control will
contribute substantially towards minimizing the settlements.
9
Solutions,rinc=%,:'rr ":

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 /13/06
However, as previously indicated, a subsurface organic soil deposit (PEAT; PT) was
encountered at a depth of approximately 12-feet below existing grades. Accordingly, long-
term settlement magnitudes, estimated to be on the order of about 2 to 3-inches within the
10-years of building completion, cannot be precisely substantiated, as the rate of organic
decomposition cannot be determined. The settlement associated with the organic
decomposition is anticipated to be generally uniform within the building area, as the depth
of the PEAT was found to occur at consistent depths and the relative density was also
noted to be generally consistent.
4.7 Building Floor Slabs:
The floor slabs may be constructed as slab -on -grade members provided the previously
recommended earthwork activities and evaluations are carried out properly. As previously
noted, a subsurface deposit of PEAT (PT) is expected cause settlement as a result of
decomposition. In order to eliminate the potential settlement, pile foundations should be
used to support the structure and its slabs. It is recommended that all ground floor slabs
be directly supported by at least a 4-inch layer of relatively clean, compacted, poorly
graded sand (SP) or gravel (GP) with less than 5 percent passing the No. 200 Sieve (0.074
mm). The purpose of the 4-inch layer is to act as a capillary barrier and equalize moisture
conditions beneath the slab.
It is recommended that all ground floor slabs be "floating" if no turn down slab/foundation
system is implemented. That is, generally ground supported and not rigidly connected to
walls or foundations. This is to minimize the possibility of cracking and displacement of the
floor slabs because of differential movements between the slab and the foundation.
It is also recommended that the floor slab bearing soils be covered by a vapor barrier or
retarder in order to minimize the potential for floor dampness, which can affect the
performance of glued tile and carpet. Generally, use a vapor retarder for minimal vapor
resistance protection below the slab on grade. When floor finishes, site conditions or other
considerations require greater vapor resistance protection, consideration should be given
to using a vapor barrier. Selection of a vapor retarder or barrier should be made by the
Architect based on project requirements.
10
�Soludons

Report of Subsurface Investigation and Geotechnical Engineering 1/13/06
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
4.8 Pavements:
California Bearing Ratio testing was not a part of our scope of services. However, based on
the results of our soil classification testing and our experience with similar soil conditions,
the following minimum pavement sections are typically used in this area:
I. Light Duty Pavements (Parking Bays):
Flexible Pavement
SUBGRADE: Stable, compacted to at least 95% of the standard
Proctor maximum dry density and approved by the
Geotechnical Engineer.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material (ABC)
meeting NCDOT gradation for ABC materials.
ASPHALT SURFACE: Minimum 2.0 inches of Asphalt Concrete, Surface mix
type 1-2 or Superpave S9.5A.
Rigid Pavement
SUBGRADE: Stable, compacted to at least 95% of the standard
Proctor maximum dry density and approved by the
Geotechnical Engineer.
AGGREGATE BASE: Minimum 6.0 inches of Aggregate Base Material (ABC)
meeting NCDOT gradation for ABC materials.
CONCRETE: Minimum 6.0 inches of 4,000 psi 28 day strength and
air entrained Portland cement concrete.
Solutions, Inc %�.gx" .

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knolls Island, North Carolina
GET Project No: EC05-351G
II. Heavy Duty Pavements (Drive Isles)
Flexible Pavement
SUBGRADE: Stable, compacted to at least 95% of the standard
Proctor maximum dry density and approved by the
Geotechnical Engineer.
AGGREGATE BASE: Minimum 8.0 inches of Aggregate Base Material (ABC)
meeting NCDOT gradation for ABC materials.
ASPHALT BASE: Minimum 3 inches of Asphalt Concrete, Base mix type
HB or Superpave 1-19.B.
ASPHALT SURFACE: Minimum 1.5 inches of Asphalt Concrete, Surface mix
type 1-2 or Superpave S9.5A.
Rigid Pavement
SUBGRADE: Stable, compacted to at least 95% of the standard
Proctor maximum dry density and approved by the
Geotechnical Engineer.
AGGREGATE BASE: Minimum 6.0 inches of Aggregate Base Material (ABC)
meeting NCDOT gradation for ABC materials.
CONCRETE: Minimum 8.0 inches of 4,000 psi 28 day strength and
air entrained Portland cement concrete.
1 /13/06
Actual pavement section thickness should be provided by the design civil engineer based
on traffic loads, volume, and the owners design life requirements. The above sections
correspond to thickness representative of typical local construction practices and as.such
periodic maintenance should be anticipated. All pavement material and construction
procedures should conform to North Carolina Department of Transportation (NCDOT)
requirements.
12
Solutions; Inc: Cr.� ."

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 /13/06
In preparation for a stable subgrade support for the pavement section, the following
construction steps are recommended:
1. Following pavement rough grading operations, the exposed
subgrade should be observed under proofrolling. This
proofrolling should be accomplished with a fully loaded dump
truck or 7 to 10 ton drum roller to check for pockets of soft
material hidden beneath a thin crust of better soil. Any
unsuitable materials thus exposed should be removed and
replaced with a well -compacted material. The inspection of
these phases should be performed by the Geotechnical
Engineer or his representative. Based on our laboratory test
results, some subgrade improvements should be anticipated
and budgeted for.
2. If excessively unstable subgrade soils are observed during
proofrolling and/or fill placement, it is expected that these weak
areas can be stabilized by means of thickening the base
course layer to 12 to 14 inches, use of an inter -bedded layer of
geogrid within the base course layer (such as Tensar BX1100).
These alternates are to be addressed by the Geotechnical
Engineer during construction, if necessary, who will
recommend the most economical approach at the time.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns:
It is expected that dewatering will be required for excavations that extend deeper than 2.5-
feet below existing grades. Dewatering at these levels and just into the groundwater level
could probably be accomplished by pumping from sumps (up to a depth of 12-inches below
the groundwater level). Dewatering at depths in excess of approximately 12 inches below
the groundwater level may require well pointing.
13
Solutions;; Inc.".^^�':

Report of Subsurface Investigation and Geotechnical Engineering 1/13/06
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351 G
5.2 Excavations:
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to
better insure the safety of workmen entering trenches or excavations. It is mandated by
this federal regulation that all excavations, whether they be utility trenches, basement
excavation or footing excavations, be constructed in accordance with the new (OSHA)
guidelines. It is our understanding that these regulations are being strictly enforced and if
they are not closely followed, the owner and the contractor could be liable for substantial
penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor's responsible
person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the
excavations as part of the contractor's safety procedures. In no case should slope height,
slope inclination, or excavation depth, including utility trench excavation depth, exceed
those specified in local, state, and federal safety regulations.
We are providing this information solely as a service to our client. G E T Solutions, Inc. is
not assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
6.0 REPORT LIMITATIONS
The recommendations submitted are based on the available soil information obtained by G
E T Solutions, Inc. and the information supplied by Edmond P. Virgili, R.A. —Architect and
NRW Engineering for the proposed project. If there are any revisions to the plans for this
project or if deviations from the subsurface conditions noted in this report are encountered
during construction, G E T Solutions, Inc. should be notified immediately to determine if
changes in the foundation recommendations are required. If G E T Solutions, Inc. is not
retained to perform these functions, G E T Solutions, Inc. can not be responsible for the
impact of those conditions on the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
14
=SolutionsInc —� -

Report of Subsurface Investigation and Geotechnical Engineering
Proposed Knotts Island Fire Station
Knotts Island, North Carolina
GET Project No: EC05-351G
1 / 13/06
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents,
in order that the earthwork and foundation recommendations may be properly interpreted
and implemented. At that time, it may be necessary to submit supplementary
recommendations. This report has been prepared for the exclusive use of the County of
Currituck and their consultants for the specific application to the Proposed Knotts Island
Fire Station located in Knotts Island, Currituck County, North Carolina.
15
Solutions`,

APPENDICES
BORING LOCATION PLAN
II. LOG OF BORINGS
III. GENERALIZED SOIL PROFILE

KNOTTS ISLAND ROAD
LEGEND
— APPROXIMATE BORING LOCATIONS
APPROXIMATE LIMITS OF THE
PROPOSED STRUCTURE
ProJect Nnne.
Project Na: EC05-3516 I ➢raein Bye G�
nc.
Du te: 1/10/06 1 Floure No.: 1
BORING LOCATION PLAN SCALE.
NUT TO SCALE

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E'nv1 `'mental
Inc.
LOG OF BORING
No. B-1
PROJECT: Proposed Knotts Island Fire Station PROJECT NO.: EC05-3
CLIENT: County of CmTituck: C/O Edmond P. Vii ili Architect
PROJECT LOCATION: Knotts Island. Cunituck County. NC
LOCATION: See Attached Boring Location Plan ELEVATION: INA
DRILLER: J. Bro"m LOGGED BY: G. Stalls. E.LT
DRILLING METHOD: Mud Rotary (wash) DATE: 12-22-05
DEPTH TO - WATER > INITIAL: S 2.5-feet AFTER 24 HOURS: T, CAVING> f
L V
t] w
Description
U
N
N Z
vi
m U
o
O
o
TEST RESULTS
Plastic Limit i
ntent - CoLiquid Limit
Penetration -
10 20 30 40 50 60 70
0
2
2
3
4
6
4
66
4
6
6
5
7
3
3
3
3
3
4
2
2
3
WOH
Won
WOH
6
7
3.1
8-inches TOPSOIL
0.6
Reddish Tan, moist, Silty fine SAND (SM) with clay, very loose
..:.....:... _.............:... _..:....
:. :.... .:. . :..... :.....
_ ..:...:..... .... .
.....: ....:............ ..... ..:. ........
_ ...:..... ...:..... ... .
.
... ..... .. .. ......... . ,.. ..,
................................................
....:.....:.... J...,..:.,,..:.....:. ... :.....
.....:.....:......:......:.....:.....:. .... :.....
... ............. _... .. .................. ......
................................... ...........
........... __ ............................
.... :......... .:......:... .:.. .. :. ....:. .
•
_ . ....
...... ...... _.. .......................
....:......: .. ..:..... :.. .. :.....: .:.
iii::
1
F 4 ' a'
J.I: r r, t
i:Gi'r
.r �.r. [ r 3
r'i: i i .
;I ; I: t t I
:I:I:11 4
i a; r I
:tf
. .. ..
rrrt.l 5
I :11:1
... L .
'
6
.....
8
9
a: is i i
:c is t
10
'L'J:fl.
Tan -Brown, moist, poorly graded fine to mediutn SAND (SP) to
poorly graded fine to medium SAND (SP-SM) with silt, medium
dense
Wet from 2.5-feet
Tan from 4-feet
Grey from 8-feet
1
Black, wet, Silty Fibrous PEAT (PT), mediutn stiff
18
Dark Gray, wet, Silty fine SAND (SM) with clay, loose
5
10
15
20
Gray, wet, Silty CLAY (CL) with trace sand, very soft to soft
Dark Gray -Black, wet, poorly graded fine to medium SAND (SP) to
Poorly graded fine w medium SAND (SP-SM) with silt, medium
dense to dense
25
30
35
W O.H. = Weight Of Hammer
Figure PAGE 1 of 2

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PROJECT: Proposed Knotts Island Fire Station PROJECT NO.: EC05-3d1G
CLIENT: County of Cw'rituck: C/0 Edmond P. Vireili Architect
Lions, Inc
LOG OF BORING
No. B-1
PROJECT LOCATION: Kiiotts lsland. Cunituck County. NC
LOCATION: See Attached Borins Location Plan ELEVATION: INA
DRILLER: J. BroxNm LOGGED BY: G. Stalls. E.I.T
DRILLING METHOD: Mud Rotary (wash) DATE: 12-22-05
DEPTH TO - WATER> INITIAL: $ 2.5-feet AFTER 24 HOURS: Zr CAVING> L
76 �'r
d d
O
Description
L
O.
E Z
m
�i C
o o
m v
0
u
le
It51 Kt5ULlb
Plastic Limit Liquid Limit
Water Content- •
Penetration-
10 20 30 40 50 60 70
9
12
11
15
19
12
15
18
ri[J.
:I •:I: I:1 �
1:1' I'
:I :ICI
..P
7'.CLf
:I:CC L1
I �I F1
n rr
'lll:ri.
.1:I:Lr
t:'. •'
....., ... :......:.....:...... :. ... :.....
....:.....:.....:.. ....:.. ... ;..... ;.....:.....
.....:.....:......:.....:.....'.....:.....
40
12
45
13
so
Boring tenninated at 50 ft.
W.O.H. = Weight OfHannne'
Fioure PAGE 2 of 2

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' a�_ ,,, lions, Inc
LOG OF BORING
No. B-2
PROJECT: Proposed Knotts Island Fire Station PROJECT NO.: EC05-351G
CLIENT: County of Currituck: GO Edmond P. Virgili Architect
PROJECT LOCATION: Knotts Island. Cm7ituck County. NC
LOCATION: See Attached Borinc Location Plan ELEVATION: 1NA
DRILLER: J.Brown LOGGED BY: G. Stalls. E.I.T
DRILLING METHOD: Mud Rotary (wash) DATE: 12-22-05
DEPTH TO - WATER> INITIAL: $1 2.5-feet AFTER 24 HOURS: -T CAVING> f
V u
a"
0
Description
v
E z
rn
N
° o
to do
o
v
o
TEST RESULTS
Plastic Limit i Liquid Limit
Water Content - •
Penetration -
10 20 30 40 50 60 70
0
; ;
"' "'
a :r. t I
is:i'r
.1:.1. i r 3
'r'i: i ii
7;Ct C1
l:Gi 4
ta.�t.
t t r
r�y�ri•i 5
.....
a �F4i
.t:Ct r
.
6
7
3
z
2
s
a
4
4
7
3
5
e
a
5
3
2
3
3
3
4
3.1
10-inches TOPSOIL
Tan, moist, Silty Clayey fine SAND (SM-SC) with clay, very loose
:. e,. _.. ........
--:.....: - - -
_..: _...:.....:_ ...:......... :. .:....
_:...:....:.... :...
..:.. ....... �......:. :.... .
_...,......._....._...................:_.
_..:.....:.....:.....
..... ....10
....... ....................... ................
.:.....:.....:......:.....:.....:..... :.....
....:.....:.....:......:.....:.....:.....:.....
... ............ .... .... ....... ..._.._....
. .:.....:.... .:......:..... :.....:.....:...
Tan -Brown, moist, poorly graded fine to medium SAND (SP) to
poorly graded fine to medium SAND (SP-SM) with silt, medium
dense
Wet from 2.5-feet
Tan from 4-feet
Gray from 8-feet
1
Black, wet, Silty Fibrous PEAT (PT), soft
18
Gray, wet, Silty CLAY (CH) with trace sand, medium stiff
5
15
20
Boring terminated at 20 ft.
25
30
35
Fiaure PAGE 1 of 1

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tions, Inc.
LOG OF BORING
No. B-3
PROJECT: Proposed Knotts Island Fire Station PROJECT NO.: EC05-351G
CLIENT: Counq' of Currituck: C/0 Edmond P. Vireili Architect _—
PROJECT LOCATION: Knotts Island. Cun-ituck County. NC
LOCATION: See Attached Boning Location Plan ELEVATION: INA
DRILLER: J. Bro"m LOGGED BY: G. Stalls. E.I.T
DRILLING METHOD: Mud Rotan, (wash) DATE: 12-22-05
DEPTH TO - WATER> INITIAL: $ 2.5-feet AFTER 24 HOURS: 3 CAVING> .0
d
p
Description
U
iE
v
fl
E z
N
N
3 �
m o
oo
xt
0
TEST RESULTS
Plastic Limit Liquid Limit
Water Content- •
Penetration -
10 20 30 40 50 60 70
0
3
3
a
5
a
]
5
B
5
5
]
2
3
3
3
a
z 2
8-inches TOPSOIL
- -
...:....• . _:.....:..... :.....:.....:. .
_ ..:.....:.....:.....
.....:. .. .: .....:. :.... :.. ...:..... :.....
...:.. _:.._ ....:.....:.....:. _..:...
....:.. ..:......:... ...:..... :.__.:.....: r..
...............................................
... :.....:.....:......:..... :. ....:..... :.....
....:.....:..........:.................:.....
.............._....._....._...............
...:.....:.....:......:.....:.....:...........
0.61
Tan, moist, Silty Clayey fine SAND (SM-SC) with clay, loose
' `.'I:
:I ;I; r I
......
{ .r F I
r i
. rI
..
7;C.C t1
�I �rfi
C7
Reddish Brown, moist, poorly graded fine to medium SAND (SP) to
poorly graded fine to medium SAND (SP-SM) with silt, loose to
medium dense
Wet from 2.5-feet
Tan from 4-feet
Gray from 8-feet
Black, wet, Silty Fibrous PEAT (PT), medium stiff
18
Gray, wet, Silty CLAY (CH) with trace sand, medium stiff
2
5
3
4
5
10
6
15
20
Boring tenninated at 20 ft.
25
30
35
Figure PAGE 1 of 1

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Envi -"mental
ye.•`llons, Inc.
LOG OF BORING
No. HA-1
PROJECT: Proposed ICnotts Island Fire Station PROJECT NO.: EC05-351 G
CLIENT: Count), dCurrituck: C/O Edmond P. Vireili Architect
PROJECT LOCATION: Knotts Island. Currituck Countv. NC
LOCATION: See Attached Boring Location Plan ELEVATION: INA
DRILLER: G. Stalls LOGGED BY: G. Stalls. E.1.T
DRILLING METHOD: Mud Rotate (wash) DATE: 12-7-05
DEPTH TO - WATER> INITIAL: 4W 2.5-feet AFTER 24 HOURS: S CAVING> .0
s
v w
o
Description
E Z
o o
toc)
o
u
v
TEST RESULTS
Plastic Limit �� Liquid Limit
Water Content - •
Penetration -
10 20 30 40 50 60 70
1
Tan, moist, Silty fine SAND (SM) with trace clay to Silty Clayey
SAND (SM-SC), loose
2.5'.
Tan, wet, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, loose
1:f G r
.1:[:( N.....:.....:......:.__.:..
a a i F i
L'J:
......
i :GL1:
•ia:Lii
- -
..................................... .. ........
_.:, .�:.....:...
..................... ..........................
2
3
s
Boring tenninated at 5 1
6
8
Figure PAGE 1 of 1

^'a -
En')a1
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s.
ons, Inc.
LOG OF BORING
-
No. ESQ-2
PROJECT: Proposed Knotts Island Fire Station PROJECT NO.: EC05-351 G
'
CLIENT:' County Cm of a-ituck: CIO Edmond P. Vireili Architect
PROJECT LOCATION: Knotts Island. Cuii ituck County. NC
LOCATION: See Attached Boring Location Plan ELEVATION: INA
DRILLER: G. Stalls LOGGED BY: G. Stalls. E.LT
DRILLING METHOD: Mud Rotary (wash) DATE: 12-7-05
DEPTH TO - WATER> INITIAL: g 2.5-feet AFTER 24 HOURS: : CAVING> L
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Description
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TEST RESULTS
Plastic Limit Liquid Limit
Water Content- •
Penetration -
10 20 30 40 50 60 70
1
Reddish Tan, moist, Silty fine SAND (SM) with trace clay to Silty
Clayey SAND (SM-SC), loose
2.5..,.
Tan, wet, poorly graded fine to medium SAND (SP) to poorly
graded fine to medium SAND (SP-SM) with silt, loose
..
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its'. �. }i
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_ . .... ... . .. ...
.:.... .:. .. :. ... ....... ........ ...... ...
..............................................
.:.....:......:.... :.....:.....:....
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2
3
s
Boring terminated at 5 ft.
6
a
Figure PAGE 1 of 1

Symbol
Description
Strata
symbols
Topsoil
IMSilty
sand
Poorly graded sand
""
with silt
Peat
Low plasticity
clay
Poorly graded clayey
silty sand
High plasticity
clay
Misc. Symbols
Water table during
drilling
Notes:
1. Exploratory borings were drilled on 12-22-05 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs.

0-
5-
10-
15-
20-
25-
23
32
23
3
2 NM=15.1
3
—
V7.f J.f
46 —'44.
17A-f
55 —
—.
6
....
54
NM=186
i �hF hl
4 6
V�bF bl
4 4
..
V b 4 b l
4 5
.7 ll: C fl
-
1
446
:1:CC 1.i
35
t.]
56
.I:I:L
1:I.Lr
52
.7'.I.Cf
66
d:I:LL
a a
6
6
h+li'
2
33
32
23
3
3
4
33
33
4
4
4
22
3
Strata syn,t"ls
Topsoil
Silly sand
Poorly graded sand
with silt
Peal
plasticity
®Low
clay
WOH NM=45
Poorly graded clayey
silly sand
®High plasticity
clay
—5
— 10
b
T
— 15
— 20
—25
GET Solutions, Inc.
GENERALIZED SOIL PROFILE
)NTAL DRAWN BY/APPROVED BY DATE DRAWN
r-s ws I/IG/2000
Proposed Knotts Island Fire Station
FIGURE NUMBER
PROJECT NO. ECOS-351G

-
:I:r[t
'iI:rLI
.1:1:Lr
-
t]tLl:
IJlL1:
'L'J: r 1.
i X C
I
I:I: L 1:
1
1 T. L'1
'L'J: r 1
.1
'LT r ].
�I :1:LFI
�I �I:4l1
5trala sym Culs
Poorly graded clayey
silty sand
Poorly graded sand
with ;ilt
GET Solutions, Inc.
GENERALIZED SOIL PROFILE
DATE DRAWN
Proposed I notts Island 1-he Station
PROJECT NO. EC05-351 G

. KEY TO SYM
Symbol Description
Strata symbols
Topsoil
Silty sand
r Poorly graded sand
with silt
Peat
Low plasticity
clay
Poorly graded clayey
silty sand
High plasticity
_II clay
Misc. Symbols
4 Water table during
drilling
Notes:
1. Exploratory borings were drilled on 12-22-05 using a
4-inch diameter continuous flight power auger.
2. No free water was encountered at the time of drilling or
when re -checked the following day.
3. Boring locations were taped from existing features and
elevations extrapolated from the final design schematic plan.
4. These logs are subject to the limitations, conclusions, and
recommendations in this report.
5. Results of tests conducted on samples recovered are reported
on the logs.

N
Consulting Engineers and Land Surveyors
P. 0. Box 339, Camden, NC 27921
Transmittal
[phone] Office
[phone] Office
[phone] Fax
APR 19 2007
Date
4/18/2007
Number of pages including cover sheet
To
Roger Thorpe
Phone
Division of Water Quality -Surface
Fax
Water Section
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
From
Angela M. Welsh
Phone
[phone]
Planner
Fax
[phone]
[e-mail]
Subject/
Stormwater Management Permit
Sent Via
Overnight
Project #
Knotts Island Fire Station
Project # 060085
Enclosures
2 copies of the Report of Subsurface Investigation and Geotechnical Engineering Services
X
Please call
For your review
For your Approval
As you requested
for further
and comment
discussion
As we
For your Files
For your use
Other
discussed
Message
Roger,
As requested, following are (2) copies of the Report of Subsurface Investigation and Geotechnical Engineering
Services. If you have any questions, please do not hesitate to call me at 335-1888.
Thank you,
Angela