SW7110209_HISTORICAL FILE_20110223

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �l(Dijj
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
l❑/
COMPLIANCE EVALUATION INSPECTION
DOC DATE'S
YYYYMMDD

PERMANENT POOL DETENTION PONDS
DESIGN OF POND
EXPRESS
100255 - Twiford Funeral Home
FEB 2 3 M11
10 Yr, 24 Hr Storm
DETENTION POND
NC ®ENR
Hyman & Robey, PC
150-A Hwy 158 East
Camden, NC 27921
(252)-335-1888
02/21/11
SA/DA 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
ACRES
WATERSHED % IMPERVIOUS:
43.56%
PERMANENT POOL ELEVATION:
6.5
FT
PERMANENT POOL AVG. DEPTH:
3.5
FT
SA/DA PERCENTAGE FACTOR:
4.356
%
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH= 43.56 LF
LENGTH = 130.68 LF
Use these dimensions: WIDTH
LENGTH
VOLUME OF 1.5" RAINFALL
AREA OF ROOFS:
0.1056
AC
AREA OF PARKING/CONCRETE:
1.2012
AC
AREA OF GREEN AREAS:
1.6932
AC
VOLUME OF RUNOFF
8632.39
CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF 1.5" RAINFALL = 7.50
5692 SF
1708 SF
6.5 FT
0.3
1.0
1.3
1.8
2.3
2.9
3.4
4.0
4.6
5.1
Page I
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 FACILITIES WORKSHOP MANUAL - PENC 1998)
(BASED UPON MINIMUM SURFACE AREA)
51 LF
153 LF
Normal Pool Elevation 6.5
VOL (CF)=([(ROOF^ 1.0)+(PARKING •.95)+(GRASS-0.2)]'43,560/ 12)^ 1.5
1.00 FT
ACTUAL STORAGE VOLUME PROVIDED AS CALCULATED IN CAD: 9427 CF

DRAWDOWN - WATER QUALITY
Q(2 DAYS)= 0.05455 CFS
Q(5 DAYS)= 0.02182 CFS
1.5" RUNOFF STAGE 1.00 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1.5" RUNOFF OUTLET DEVICE: 1.58702 INCH DIA HOLE
DIAMETER OF HOLE TO USE: 1.75 INCH DIAMETER
DRAWDOWN RATE 0.04643 CFS
1.5" STORM RUNOFF DRAWDOWN TIME 2.34976 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 10.28 cfs
Tc = Time of Concentration =
Calculation of Tp (Time to Peak)
From SCS NEH 4 , page 15-7 Eqn. 15.4
Page 2
A=[Q/(Cd*SQRT(2gh))] * 144
Rad =SQRT(A/PI)
Dia. =2*Rad.
10 min
Lag Time (L) = (1A0.8*(S+l)A0.7)/(1900*YA0.5) for L in Hrs
where: I = hydraulic length of watershed (R)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (1000/CN)-10 = 1.76471
L= 0.27625 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= 0.02217 hrs
Tp =
0.28733
hrs =
17.2398
min
Volume under Hydrograph
= 1.39 *
Qp * Tp =
14780.6
Cubic Feet
600
1.76471
85
0.42

Page 3
Inflow Hydrograph
SCS Dimensionless Hydrograph
Time Discharge Time Discharge Volume
Ratio Ratio hr cfs cf
0.00
0.00
0.00
0.10
0.03
0.03
0.20
0.10
0.06
0.30
0.19
0.09
0.40
0.31
0.11
0.50
0.47
0.14
0.60
0.66
0.17
0.70
0.82
0.20
0.80
0.93
0.23
0.90
0.99
0.26
1.00
1.00
0.29
1.10
0.99
0.32
1.20
0.93
0.34
1.30
0.86
0.37
1.40
0.78
0.40
1.50
0.68
0.43
1.60
0.56
0.46
1.70
0.46
0.49
1.80
0.39
0.52
1.90
0.33
0.55
2.00
0.28
0.57
2.20
0.21
0.63
2.40
0.15
0.69
2.60
0.11
0.75
2.80
0.08
0.80
3.00
0.06
0.86
3.20
0.04
0.92
3.40
0.03
0.98
3.60
0.02
1.03
3.80
0.02
1.09
4.00
0.01
1.15
4.50
0.01
1.29
5.00
0.00
1.44
Volume under hydrograph =
0
0 32
1 106
2 202
3 330
5 500
7 702
8 872
10 989
10 1053
10 t063
10 1053
10 989
9 914
8 829
7 723
6 595
5 489
4 415
3 351
3 298
2 440
2 313
1 228
1 164
f 117
0 85
0 62
0 45
0 32
0 23
0 27
0 0
14039 cf
Based upon runoff volume = 14780.6 cf Depth req'd for minimum area = 1.89422

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
7803
0
0
0
Surface area at normal pool
6.5
8424
4057
4057
0.5
8.31
-0.69
0.54
7
9063
4372
8429
1
9.04
0.00
1.03
7.5
9720
4696
13124
1.5
9.48
0.41
1.51
8
10395
5029
18153
2
9.81
0.69
2.00
8.5
11088
5371
23524
2.5
10.07
0.92
2.50
9
11799
5722
29246
3
10.28
1.10
3.02
9.5
12528
6082
35327
3.5
10.47
1.25
3.56
10
13275
6451
41778
4
10.64
1.39
4.12
10.5
14040
6829
48607
4.5
10.79
1.50
4.69
11
14823
7216
55823
5
10.93
1.61
5.29
11.5
Regression
Output:
Constant
9.34346
Ks
= S/ZAb
= 8185.036
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)
Page 4
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY
WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
50.00
Elev. Top Riser (ft) 8.39
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
0
Number of Holes
Hld =
2
Hole Dia. (in)
EHI =
50.00
Elev. Holes (1)
H2n =
0
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
50.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
50.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
50.00
Elev Invert Barrel (ft) Barrell Adjustment Factor
Cdb =
0.60
Barrel orifice coeff
91

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
750
Elev weir coeff (ft)
Lw
=
5
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir) (orifice)
Spillway
Weir
6.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.51
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.53
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.56
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.61
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.68
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.78
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
6.89
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
7.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
7.13
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
7.25
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
7.36
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
7.47
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
7.57
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
7.65
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
7.71
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.5
7.76
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.0
7.79
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.3
7.81
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.5
7.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.7
7.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.7
7.81
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.6
7.79
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.3
7.76
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.0
7.73
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.7
7.71
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.5
7.69
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.2
7.67
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.0
7.65
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
7.64
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
7.60
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5
7.58
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3

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
of
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
6.50
0.00
0.00
0.00
0.00
0.00
0.00
0.029
0
0
6.50
0.00
0.00
0.00
0.00
0.00
0.00
0.057
1
31.9005
6.51
0.00
0.00
0.00
0.00
0.00
0.00
0.086
2
138.236
6.53
0.00
0.00
0.00
0.00
0.00
0.00
0.115
3
340.272
6.56
0.00
0.00
0.00
0.00
0.00
0.00
0.144
5
669.911
6.61
0.00
0.00
0.00
0.00
0.00
0.00
0.172
7
1169.69
6.68
0.00
0.00
0.00
0.00
0.00
0.00
0.201
8
1871.5
6.78
0.00
0.00
0.00
0.00
0.00
0.00
0.230
10
2743.45
6.89
0.00
0.00
0.00
0.00
0.00
0.00
0.259
10
3732.36
7.01
0.00
0.00
0.00
0.00
0.00
0.00
0.287
10
4785.08
7.13
0.00
0.00
0.00
0.00
0.00
0.00
0.316
10
5848.43
7.25
0.00
0.00
0.00
0.00
0.00
0.00
0.345
10
6901.15
7.36
0.00
0.00
0.00
0.00
0.00
0.00
0.374
9
7890.06
7.47
0.00
0.00
0.00
0.00
0.00
0.00
0.402
8
8804.54
7.57
0.25
0.00
0.00
0.00
0.00
0.25
0.431
7
9608.02
7.65
0.87
0.00
0.00
0.00
0.00
0.87
0.460
6
10241.6
7.71
1.49
0.00
0.00
0.00
0.00
1.49
0.488
5
10682.7
7.76
1.99
0.00
0.00
0.00
0.00
1.99
0.517
4
10966.1
7.79
2.33
0.00
0.00
0.00
0.00
2.33
0.546
3
11139.7
7.81
2.55
0.00
0.00
0.00
0.00
2.55
0.575
3
11227.1
7.82
2.66
0.00
0.00
0.00
0.00
2.66
0.632
2
11272.4
7.82
2.72
0.00
0.00
0.00
0.00
2.72
0.690
2
11150.3
7.81
2.56
0.00
0.00
0.00
0.00
2.56
0.747
1
10933.1
7.79
2.29
0.00
0.00
0.00
0.00
2.29
0.805
1
10686.9
7.76
1.99
0.00
0.00
0.00
0.00
1.99
0.862
1
10438.1
7.73
1.71
0.00
0.00
0.00
0.00
1.71
0.919
0
10201.6
7.71
1.45
0.00
0.00
0.00
0.00
1.45
0.977
0
9986.7
7.69
1.23
0.00
0.00
0.00
0.00
1.23
1.034
0
9794.45
7.67
1.04
0.00
0.00
0.00
0.00
1.04
1.092
0
9624.29
7.65
0.88
0.00
0.00
0.00
0.00
0.88
1.149
0
9474.19
7.64
0.75
0.00
0.00
0.00
0.00
0.75
1.293
0
9146.33
7.60
0.48
0.00
0.00
0.00
0.00
0.48
1.437
0
8923.24
7.58
0.33
0.00
0.00
0.00
0.00
0.33
7.8202 = maximum stage elevation
2.71783 = maximum discharge

POND VOLUME CALCULATIONS
FOR
J:IHyman & Robey'f01100255 - Twi(ord Funeral HomelExcellf00255-Pond Vol Calcs (1 Pond)
100255 - TW IFORD FUNERAL HOME - POND CALCULATIONS
A Fz
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 1.5" STORAGE
AREA AT TOP OF SHELF
7,717
5,465
2,252
4,212
805
1,629
514
10,45E
9.767
ELEVATIONS F
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 TOP OF SHELF
ELEVATION OF 1.5" STORAGE
6.50
6.00
1.00
6.00
3.00
7.00
7.50
VOLUME CALCULATIONS
F3
MAIN BASIN VOLUME BELOW SHELF
12,543
FOREBAY VOLUME BELOW SHELF
3,215
TOTAL VOLUME BELOW SHELF
15,757
AVERAGE POND DEPTH 3.20
MAIN BASIN VOLUME
14,962
FOREBAY VOLUME
4,185
PERMANENT POOL VOLUME
19,147
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
21.86%
VOLUME BELOW TOP OF SHELF
23,518
TEMP. STORAGE VOLUME (1.5" RUNOFF)
9,427
2/15/2011 5:04 PM PAGE 1 OF 1

e•

Project: TWIFORD FUNERAL HOME
Date: 2/21/2011
POST -DEVELOPMENT Q10:
Drainage Area
% Impervious:
Weighted C value:
3.00 1 Acres
43.56
IIIYr]
Time of concentration using Figure 8.03a (E&S Manual):
Project #: 100255
By: DAA
sub -region: 1 Overland (parking area) L= 100 ft
Upper Elevation = 11.25 ft
Lower Elevation = 10.00 ft
Tc per Figure = 0.4 minutes
Adjusting Factor = 1.5
sub -region Tc = 0.6 minutes
2 Upper Swale (from parking) L= 50 ft
Upper Elevation = 10 ft
Lower Elevation = 8.95 ft
Tc per Figure = 1.0 minutes
Adjusting Factor = 1
sub -region Tc = 1 minutes
3 Lower Swale (to basin) L= 450 ft
Upper Elevation = 8.95 ft
Lower Elevation = 6.50 ft
Tc per Figure = 6.0 minutes
Adjusting Factor = 1
sub -region Tc = 6 minutes
Total Tc for farthest point tributary to Basin = 7.6 minutes
Rainfal Intensity from local Rainfall data: 5.75 in/hr
Post -Development Q10 using rational method (ciA): 10.28 CFS
CAIpO�i �.
4 SEAL33
ON
}�4 p 1
2 �(-l(

'e .•+c0'�, r��{ ,',mac`
• �� fJ OT

Project: TWIFORD FUNERAL HOME
Date: 2/21/2011
Project#: 100255
By: DAA
TEMPORARY SEDIMENT BASIN CALCULATIONS
Drainage Area: 3.00 Acres
Disturbed Area: 4.00 Acres
Q10 Peak Inflow: 10.28 CFS (See Post -Development calcs)
Minimum Basin Volume Required (@ 3,600 cf per disturbed acre)
14,400 CF
Volume Provided as Designed: 15,757 CF
(Below Shelf)
(See Pond Volume Calcs) OK
Minumum Basin Surface Area (SA) Required (@ 435 SF per CFS of Q10 inflow):
4,472 SF
Surface Area Provided as Designed: 7,717 CF
(See Pond Volume calcs)
OK
\v�1111111//ll
CAR
4 SEAL =
0
INN F��8

TWIFORD FUNERAL HOME - CURRITUCK COUNTY
2/18/2011 DAA
NORMAL DEPTH CALCULATIONS
TRAPEZIODAL CHANNEL
channel description
Q(10/24)= 10.28 CFS
n= 0.03 (Mannings "n" for channel) Z(REQ'D)= 3.778918048
S= 0.003 FT/FT (drainage slope)
m= 3 (ditch side slope)
B = bottom width
Y = depth of Flow
A = cross sectional area
P = welted perimeter
B Y A P R Zav REM
0 1
3
6.32455532
0.474341649
1.924656062
0 1.1
3.63
6.957010852
0.521775814
2.352673421
0 1.2
4.32
7.589466384
0.569209979
2.967093743
0 1.3
5.07
8.221921916
0.616644144
3.673079546
0 1.4
5.88
8.854377448
0.664078309
4.475651508
0 1.305
5.109075
8.253544693
0.619015852
3.710873053 OK
VELOCITY
IN CHANNEL
2.012106 FPS
USE RIP -RAP APRON FOR VELOCITIES IN EXCESS OF 4.5 FPS
G AI�Q
as
4e.'SEAL 9 =
33(}a 7��
Z-ZHI

EXPRESS HYMAN Oo
ROBEY-
FEB 2 3 2011 PROJECT DESCRIPTION
HC DENR Twiford Funeral Home
Currituck County - North Carolina
February 15, 2011
Twiford Funeral Homes, LLC, is proposing to construct a funeral home on a 3 acre site in Poplar
Branch Township of Currituck County. The site is located on NC Highway 136, a.k.a Macedonia Church
Road, just east of US Hwy 158. It is currently vacant and being maintained (mowed), and is zoned GB
(General Business).
Development will include the construction of one (1) building, required parking and driveways,
grassed swales, septic field, wet detention basin, the installation of required landscaping and the
construction of a 6" water main from US Hwy 158. There currently is no public water supply or gas
service to this area. The septic tank and septic field are located on the east side of the building. The site
is a high density site and thus requires stormwater detention in the form of a wet basin.
The proposed building including the canopy will contribute 4,610 sf of impervious area. The
proposed parking and driveways will contribute 26,327 sf, and concrete sidewalks will contribute another
998 sf for a total of 31,935 sf of proposed impervious coverage which is 24.43% of the total tract. An
allotment of 25,000 sf of impervious area has been included for future expansion, bringing the ultimate
build -out impervious coverage to 56,935 sf which is 43.56% of the total tract. A small area of offsite
coverage is created by the proposed driveway connection to the existing road.
Drainage Area 1 encompasses the entire tract of 3.00 acres (130,705 sf) including all proposed
on -site impervious areas. Runoff from Drainage Area 1 will be collected in grass lined swales with
minimal necessary pipes that will route all runoff to the proposed wet detention basin. Outflow from the
basin will be directed to an existing drainage ditch which runs along the west side of this tract north to
Maple Swamp. Existing gravel drives which lead in and around existing sections of grave sites in the
cemetery are on adjacent property and are not part of this drainage area.
Off -site existing roadside ditches will continue to drain as before but will be cleaned out in areas
shown on the plans. The existing 18" RCP that crosses Hwy 136 to the south side drains the majority of
the off -site roadside ditch along the front of this project and eventually flows to Laurel Swamp.
Soil evaluations were performed by GET Solutions, Inc., and results were published in a report
dated January 12, 2011, which focused on two possible BMP (detention basin) locations on the site.
From the data it was determined that the water table is approximately at elevation 6.5. Therefore, the
permanent pool elevation in the wet basin was set at that value (6.50). The runoff from the site upon
maximum build -out requires 5,692 sf of surface area and 8,632 cf of storage volume. In designing the
basin, the depth required for the basin increased the surface area of the permanent pool to 7,717 sf and
the volume to 9,427 cf. Travel length through the basin is at a 3:1 ratio to its width.
The total disturbed area for this development will not exceed 4 acres. Limits of disturbance have
been shown on the plans.
!C A ROl
\� o 'trESS�p may';
_ .4 SEAL
33 -
�% G : t•Gf �7
P. O. Box 339 Camden, North Carolina 27921
[phone] License C-0598
www.hymanrobey.com

GET
Onffe-�� EXPRESS
Cmtahniral.Enaronmrnml.hsling FEB 2 3 2011
TO: A R Chesson Construction NC DENR
P.O. Box 46
Edenton, NC 27932
Attn: Mr. Adam Hughes
January 12, 2011
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
Proposed Twiford Funeral Home — Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
Dear Mr. Hughes:
As requested, G E T Solutions, Inc. has completed our shallow subsurface exploration
and field testing services associated with the proposed BMP pond area, as well as the
alternate pond location. Accordingly, as requested by A R Chesson Construction,
G E T Solutions, Inc. personnel performed the following tasks:
Performed a series of six (6) 4- to 6-foot deep hand auger borings within the
proposed pond location and the alternate pond location. Additionally, a total of two
(2) monitoring wells were installed at the site to a depth of approximately 6 feet
below the existing site grade elevations. The hand auger borings were performed in
order to determine the current static groundwater level and to estimate the seasonal
high ground water level.
Performed a series of two (2) infiltration tests with the use of a Precision
Permeameter. The test depth was established in the field by representatives of
G E T Solution, Inc. based on the estimated seasonal high groundwater levels at
each of the test locations.
Field Exploration:
In order to explore the general subsurface soil types and to determine both seasonal high
and current groundwater levels, a total of six (6) 4- to 6-foot deep hand auger borings
(designated as BMP-1 through BMP-6) were drilled within the proposed BMP construction
areas. Additionally, a total of two (2) monitoring wells were installed at the site to a depth
of approximately 6 feet below the existing site grade elevations. The depth of the hand
auger borings and monitoring well installations were limited due to the encountered
groundwater levels and associated cave-ins.
106 Capital Trace: Unit E • Elizabeth City, NC 27909 • Phone: [phone] • Fax: [phone]
[e-mail]

Report of Subsurface Investigation and Geotechnical Engineering Services January 12, 2011
Proposed Twiford Funeral Home - Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
Also, a total of two (2) saturated hydraulic conductivity (infiltration) tests were performed on
the subsurface soils within the proposed pond locations. The results of the field infiltration
testing are presented in Table V - Infiltration Test Results, on the final page of this report.
The approximate boring locations are provided in the following table (Table I - Boring
Schedule).
Table I - Boring Schedule
Boring
Number
Boring
Depth
feet
Boring Location Description
BMP-1
4.5
Proposed BMP location; south end
BMP-2
4
Proposed BMP location; approximate center
BMP-3
5
Proposed BMP location; north end
BMP4
6
Alternate BMP location; north end
BMP-5
6
Alternate BMP location; approximate center
BMP-6
6
Alternate BMP location; south end
The hand auger boring locations were established and identified in the field by
G E T Solutions Inc. personnel by measuring from existing site features. The
approximate boring and infiltration test locations are shown on the site plan attached with
this report (Appendix 1). This plan was provided to G E T Solutions, Inc. by A R Chesson
Construction.
Laboratory Testing:
A total of four (4) representative soil samples collected from the site were selected and
subjected to natural moisture and 4200 sieve wash testing and analysis in order to
corroborate the visual classification of the granular soils. These test results are provided in
the following table (Table II - Laboratory Test Results) and are also presented on the
"Boring Log" sheets (Appendix II).
Table II - Laboratory Test Results
Natural
Boring
Depth
Moisture
4200
Classification
No.
Sample T
Type
(Feet)
Content
Sieve (%)
USCS)
(
BMP-2
Hand Auger
2
15.4
28.6
SM w/clay to SC
BMP-3
Hand Auger
2.5
40.6
57.2
CL mixed w/
organics
BMP-5
Hand Auger
2
17.2
31.4
SM
BMP-6
Hand Auger
1.5
18.6
37.3
SC
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services January 12, 2011
Proposed Twiford Funeral Home - Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
Subsurface Soil Conditions:
The surficial material encountered at each of the boring locations was noted consist of
topsoil ranging in thickness from approximately 8 to 30 inches. Beneath the surficial
Topsoil layer, the underlying soils were primarily granular in nature and noted to consist of
SAND (SP, SP-SM, SM, SC) with varying amounts of silt and/or clay. These granular soils
extended from beneath the topsoil to the boring termination depths ranging from 4 to 6 feet
below existing site grade elevations. As an exception, cohesive soils consisting of CLAY
(CL) mixed with varying amounts of sand and organics were encountered at the location of
borings BMP-2 and BMP-3 at depths ranging from 2.5 to 5 feet below existing grades.
More detailed information regarding the subsurface soil descriptions and thicknesses are
provided in the following table (Table III - Subsurface Soil Summary).
Table III - Subsurface Soil Summary
AVERAGE
STRATUM
DESCRIPTION
DEPTH (Feet)
Borin
s: BMP-1 through BMP-6
0.0
to
TOPSOIL
0.67 - 2.5
SAND (SP, SP-SM, SM, SC) with varying amounts of
0.67 - 1.5
silt and/or clay.
to
I
Not encountered at the location of boring BMP-3.
4.0 - 6.0
Borings BMP-1 and BMP-4 through BMP-6 were
terminated within this stratum.
2.5
CLAY (CL) mixed with organics, with varying amounts of
to
IA
sand.
4.0 - 4.5
Borings BMP-2 and BMP-3 only. Boring BMP-2 was
terminated within this stratum.
4.5
SAND (SM) mixed with organics.
to
IB
Boring BMP-3 only. Boring BMP-3 was terminated
5.0
within this stratum.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The record of the subsurface exploration included in Appendix II
(Boring Log sheets) and in Appendix III (Generalized Soil Profile) should be reviewed for
specific information as to individual soil strata encountered at the boring location. The
stratifications shown on the records of the subsurface exploration represent the conditions
only at the actual boring location. Variations may occur and should be expected at other
unexplored locations. The stratifications represent the approximate boundary between
subsurface materials and the transition may be gradual.
Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services January 12, 2011
Proposed Twiford Funeral Home — Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
Groundwater Information:
At the time of our field drilling activities, the groundwater table level was initially
encountered at depths ranging from about 2.5 to 4.5 feet below existing site grade
elevations at each of the boring locations. However, it is anticipated that "restrictive"
subsurface soil layers (CLAY; CL) are likely to affect the groundwater levels (perched water
levels) encountered at the location of borings BMP-1 and BMP-2. A groundwater
monitoring well was also installed within each of the proposed pond locations and
subsequent 48-hour groundwater readings were recorded.
The soils recovered from the location of borings BMP-1 through BMP-6were classified in
general accordance with ASTM D 2487 test method as well as using the Munsell® Soil
Color Charts to aid in indicating the estimated Seasonal High WaterTable (SHWT). Based
on the soil texture classifications located throughout the site, the soils appeared to be
relatively homogenous consisting of SAND (SP, SP-SM, SM, SC) with varying amounts of
silt and/or clay. Additionally, subsurface deposits of CLAY (CL) with varying amounts of
sand and organics were encountered at the location of borings BMP-2 and BMP-3 at
depths ranging from 2.5 to 5 feet below existing grades. These subsurface cohesive soils
can significantly affect infiltration and cause perched water levels as indicated above.
The "Soil Survey of Pasquotank County, North Carolina" provided by the U.S. Department
of Agriculture indicates that soils located within the project site consist predominantly of the
Munden Loamy (Mu) series and the State Fine Sandy Loam (StA) series. These
associations indicate somewhat moderately well drained to well drained Loamy and Loam
soils. The soils recovered at the project site appear to be consistent with the information
provided on the "Soil Survey of Currituck County, North Carolina".
As previously noted, the soil sample colors were identified using the Munsell®Soil Color
Charts to aid in identifying the estimated normal SHWT. It is noted that soil morphology is
not a reliable indicator of the normal SHWT in drained soils, as indicated in the "Soil
Morphology as an Indicator of Seasonal High Water Tables" (prepared by Peter C.
Fletcher; U.S. Department of Agriculture Soil Conservation Service). However, slight color
distinctions were observed within the soil samples collected at the location of borings
BMP-1 through BMP-6. The normal SHWT depths at these boring locations were
estimated based on the Munsell®color classifications and our experience with similar soil
conditions. Furthermore, the normal SHWT depths were estimated to range from about 2
to 4 feet below the existing site grade elevations at the location of borings BMP-1 through
BMP-6, which corresponds to elevations ranging from about 6.5 to 7 feet MSL. More
detailed information regarding initial, 48-hour, and seasonal high groundwater levels for
each test location is presented in the following table (Table IV — Summary of Groundwater
Information).
I Solutions, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services January 12, 2011
Proposed Twiford Funeral Home — Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
Table IV - Summary of Groundwater Information
Existing
Estimated
Estimated
Site
Initial
Initial
48-Hour
Seasonal
Seasonal
Boring
Grade
Groundwater
GroundwaterGroundwater
High
High
No.
Elevation
Depth (feet)
Elevation
Elevation
Groundwater
Groundwater
(feet
(feet MSL)
(feet MSL)
th (feet)
Depth
Elevation
MSL
feet MSL
BMP-1
9
3
6
Not Tested
2
7
BMP-2
9
3
1 6
6.5
2
7
BMP-3
8.5
2.5
6
Not Tested
2
6.5
BMP-4
11
4.5
6.5
Not Tested
4
7
BMP-5
11
4
7
6.5
3.5
7.5
BMP-6
11
4.5
1 6.5
Not Tested
4
7
Note (1): The seasonal high ground water level within these locations is anticipated to be affected by perched
conditions resulting from subsurface restrictive soil layers.
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, cuts and fills, 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 to 1 foot 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.
Storm Water Ponds:
The infiltration testing was performed at a depth of approximately 2 feet below existing site
grade elevations which corresponds to an elevation ranging from 7 to 9 feet MSL.
Representative samples of the soils to be tested for Hydraulic Conductivity were then
obtained and sealed in glass jars for laboratory analysis, including natural moisture and
#200 sieve wash testing.
A support stand was assembled and placed adjacent to each borehole. This stand holds a
calibrated reservoir (2000 ml) and a cable used to raise and lower the water control unit
(WCU). The WCU establishes a constant water head within the borehole during testing by
use of a precision valve and float assembly. The WCU was attached to the flow reservoir
with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to
the test depth elevation.
Solutions, Inc. �

Report of Subsurface Investigation and Geotechnical Engineering Services January 12, 2011
Proposed Twiford Funeral Home - Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
As required by the Glover solution, the WCU was suspended above the bottom of the
borehole at an elevation of approximately 5 times the borehole diameter. The shut-off
valve was then opened allowing water to pass through the WCU to fill the borehole to the
constant water level elevation. The absorption rate slowed as the soil voids became filled
and an equilibrium developed as a wetting bulb developed around the borehole. Water
was continuously added until the flow rate stabilized. The reservoir was then re -filled in
order to begin testing.
During testing, as the water drained into the borehole and surrounding soils, the water level
within the calibrated reservoir was recorded as well as the elapsed time during each
interval. The test was continued until relatively consistent flow rates were documented.
During testing the quick release connections and shutoff valve were monitored to ensure
that no leakage occurred. The flow rate (Q), height of the constant water level (H), and
borehole diameter (D) were used to calculate Ks utilizing the Glover Solution.
Once equipment setup and subsequent saturation of the subsurface soils to be tested was
complete, the infiltration rate of the soils was recorded. The average field Infiltration test
results including the lab results from the samples obtained from the site for each test
location are provided in the following table (Table V - Infiltration Test Results).
Table V - Infiltration Test Results
Test Depth
Percent Silt
USCS
Average Infiltration Test Results
Test No.
(feet*)
and/or Clay
Classification
Ksat Values
cm/sec
cm/day
in/hour
BMP-2
2
28.6
SM mixed
2.67E-04
23.1
0.378
w/cla
BMP-5
2
31.4
SMc/atrace
1.33E-03
114.8
1.883
' Depths noted above are referenced from the varying existing site grade elevations at the boring locations during
our site testing services.
It is noted that the field measured KsAT values generally correspond to published typical
values for granular soils (SAND; SM to SM mixed with clay) with corresponding fines
content and relative density. The infiltration rates for the deeper subsurface cohesive soils
encountered at the location of boring BMP-2 and BMP-3 are expected to be much lower
than for the granular soils where the infiltration tests were performed. Based on our
experience with similar soil conditions, it is estimated that these cohesive soils will have
infiltration rates ranging from approximately 1.0E-07 to 1.0E-08 cm/sec.
• Soludons, Inc.

Report of Subsurface Investigation and Geotechnical Engineering Services January 12, 2011
Proposed Twiford Funeral Home — Storm Water Design
Currituck County, North Carolina
GET Project No: EC10-239G
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, o`•+�+"'�"A'"�.,,��
G E T Solutions, Inc. ••.•`o�t� .... �0(��!•,,�
�• �.4�oEE O,vq` q �.
SS/
���� '
� �j(�-g.A—) c SEAL c
—' _ 034336
Gerald W. Stalls Jr., P.E. ;ter •• fH ��.•'�
Senior Project Engineer '••,�9� GINf •. �5.��•`
NC Reg. # 034336 '�,�rWrrS„�+.•`�
'0A .CA&
Camille A. Kattan, P.E. pe:ofESS�o'
Principal Engineer ?;ate �:?'
NC Reg. # 014103 _ SEAL
014103
Copies: (3)Client =,9�•:FN E�``�
GINE..•
�e..A..KPq,•
Attachments: Boring Location Plan
Boring Logs
Generalized Soil Profile
Saturated Hydraulic Conductivity Worksheet
CC: (3) Client
Solutions. Inc.

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TWIFORD FUNERAL HONE
"®
CURRITUCK COUNTY, NORTH CAROLINA
LEGEND
Project No, ECIO-239G Drown Bp GVS
—APPROXIMATE BORING LOCATIONS
Date- I/12/11 Figure No+ I
BORING
LOCATION PLAN SCALE
NOT TO SCALE

GET
®
BORING LOG
BM P-1
PROJECT: Twiford Funeral Home
CLIENT: AIR CConstruction, Inc.
L
PROJECT LOCATION: : Currituck County, North Carolina PROJECT NO.: EC10-239G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9' MSL
DRILLER: P. Lankford LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 12-30-10
DEPTH TO WATER - INITIAL': S 3' AFTER 24 HOURS: S CAVING> L 4.5'
.j x£
m
> N
d
w
C$
a
J
and
Description
0
ic
?
6
E Z
i
v
E>
m
E
0H
N
o y
m
zm
o
VMoisture
TEST RESULTS
Plastic Limit H Liqu•id Limit
Content -
N-Value -
10 20 30 40 50 60 70
s
0
0
HA
HA
8 inches of TOPSOIL
.
....
—.......... —
s.
. ... ........ ..... ... ....
..............................
...:...:...:...:...:... ..:...
...:. ..:...:...:...:..... ..:...
..... ... ...... .. .. ....... ... ..
. ........ ........ ......... ....
0.4
0.7
Tan, moist, Silty fine SAND ISM)
s
I
0.6
2,51
Tan, moist to wet, poorly graded fine to medium SAND(SP)
Wet from 3 feet
6
3
1.2
5
4
Boring terminated at 4.5 ft.
1.6
4
5
3
6
2
2
7
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
L
PAGE 1 of 1 Standard Penetration Tests were performed in the geld in general accordance with ASTM D 1586.

GET
Ruff ®
BORING LOG
BMP-2
PROJECT: Twiford Funeral Home
CLIENT: CConstruction, Inc.
PROJECT LOCATION:
L : Currituck County, North Carolina PROJECT NO.: EC10-239G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 9' MSL
DRILLER: J. Meads LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 12-15-10
DEPTH TO WATER -INITIAL`: 8 3' AFTER 24 HOURS: 3 2.5' CAVING> L 4'
>
w 2
m v
o E
w
o
Description
tj
E Z
E$
in
E
o
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i\
c
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
a
0
0
HA
HA
8.
18 inches of TOPSOIL
-
- -"-'-
..:...:...:...:...:...:...:...
........................
..,:—-,_;— .:...:...:...:...
..... .........
..:. .:...:...:. ..:.......:...
. ... .. ... ... .. ... ..... .... .:. ..
0.4
a
1
1.
Tan -Gray, moist, Silty fine SAND (SM) with clay to Clayey fine SAND
(SC) with sill
Perched water at 2.5 feet
7
2
08
Gray, moist to wet, Lean CLAY(CL) with organics
Wet from 3 feet
6
J
2
6
4
Boring terminated at 4 ft.
1.8
4
5
3
6
2
2
7
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
.a,.ix•axs,,.1•>a+sr
BORING LOG
BM P-3
PROJECT: Twiford Funeral Home
CLIENT: AR CConstruction, Inc.
L
PROJECT LOCATION: Curriluck County, North Carolina PROJECT NO.: EC10-239G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 8.5' MSL
DRILLER: P. Lankford LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 12-30-10
DEPTH TO WATER - INITIAL': S 2.5' AFTER 24 HOURS: a CAVING> S 5'
o ,�
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2
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a
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m n
m
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z
o
TEST RESULTS
Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
0
0
HA
HA
7.
30 inches of TOPSOIL
Perched water at 2.5 feet
:...
.:
...:. ..:...:...:...:...:...:...
. .:. ..: .. .:...:...:...:. ..:...
..:. ..:...:...:...:...:. ..:...
..:.. .: ...:... :.. .:. ..: .. .:...
.:...:...: ...:. ..:...:...:...
e
ga
1
2
0s
2.
Gray,wet, Lean CLAY(CL) mixed with organics--
Brown from 3.5 feel
-
3PM
5
1.2
a
°......................
Brown, wet, Silty fine SAND (SM) mixed with organics
!
1.8
Boring terminated at 5 ft.
3
6
2
2
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
71he initial oroundwater readino may not be indicative of the static BS = Bulk Sample
PAGE 1 of i Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
BORING LOG
BMP-4
PROJECT: Twiford Funeral Home
CLIENT: AR Chesson Inc.
L
PROJECT LOCATION: Currituck County, North Carolina PROJECT NO.: EC10-239G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11' MSL
DRILLER: P. Lankford LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 12-30-10
DEPTH TO WATER - INITIAL': S 4.5' AFTER 24 HOURS: 4r CAVING> f- 6'
o c
>
0
Y°
d y
o E
n d
m m
o
Description
P
g
rj
m
a d
E Z
m
a'
E°
N
_d
n m
E
3 m
o
m n
m
m
Z\
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u
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value -
10 20 30 40 50 60 70
11
0
0
HA
HA
HA
HA
HA
12 inches of TOPSOIL
•••
.......
....................
........,. a ...................
....... s......_. _.............
.......................
a
..:...:...:...:._:,..
...:...:...:...:...:...:...:...
:...:
..............................
. ... ....... .. ... .. ... ... ......
...................:...:...:...
0a........,_
10
1
1
Tan, moist, Silty fine SAND ISM)
..
e
2
o.s
2.
Mottled Tan -Reddish Tan, moist, Silty fine SAND ISM) with clay
Tan -Gray from 3 feet
a
3
1.2
3.
Mottled Tan -Reddish Tan, moist, Clayey fine SAND (SC) with silt
4
Mottled Tan -Reddish Tan, moist, poorly graded fine to medium
SAND (SP-SM) with silt to Silty fine SAND ISM)
.
..
4.5...:'
Tan, wet, poorly graded fine to medium SAND (SP)
1.6
s
s
5
8
2
Boring terminated at 6 ft.
a
�
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
*The initial oroundwater readina may not be indicati BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

GET
®
�•o.+-=.*m•n:ro,r
BORING LOG
BMP-5
PROJECT: Twiford Funeral Home
CLIENT: All C Construction, Inc.
L
PROJECT LOCATION: : Currituck County, North Carolina PROJECT NO.: EC10-239G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11' MSL
DRILLER: J. Meads LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 12-15-10
DEPTH TO WATER - INITIAL': s 4' AFTER 24 HOURS: 4.5' CAVING> L 6'
c
10 �
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o
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
11
0
0
HA
HA
31.4
12 inches of TOPSOIL
...
.:...:...:...:...:...:...:.
...:...:...:...:...:...:...:...
: .
... �:...:...:...:...:...:
:...
...:. ..:...:...:.. .:.. :.. .:. ..
- - - - -
....
............... ........:...
. ... ..... ...... ......... ......
04
10
1
1
Tan -Gray, moist, Silty fine SAND ISM)
Gray -Tan from 1.5 feet
3.
Tan, moist to wet, poorly graded fine to medium SAND (SP)
Wet from 4 feet
..
fff
iiiii
e
2
0.8
9
3
1.2
7
4
1.6
6
5
5
B
2
Boring terminated at 6 ft.
4
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1566.

GET
tw..+ar.ra-m+w•»>�r
BORING LOG
B MP-6
PROJECT: Twiford Funeral Home
CLIENT: AR Chesson Construction, Inc.
PROJECT LOCATION: Currituck County, North Carolina PROJECT NO.: EC10-239G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION: 11' MSL
DRILLER: P. Lankford LOGGED BY: P. Lankford, EIT
DRILLING METHOD: Hand Auger DATE: 12-30-10
DEPTH TO WATER - INITIAL': $ 4.5' AFTER 24 HOURS: a CAVING> L 6'
c,r
m ,�
> N
Wo
a d
N N
E
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Description
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TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content - •
N-Value-
10 20 30 40 50 60 70
11
0
0
HA
HA
HA
7.
6 inches of TOPSOIL
'
......
� �
'
..................._ .....:...
...:_ .:...:...:...:...:...:...
.[... [...:...:... [... �...:, .
_......_.._........._.....
.. .. ... ...... ... .... .... .....
.... .. .. .....
0.4
.7
Reddish Tan, moist, Clayey fine SAND (SC) with silt
10
1
9
2
D.6
Reddish Tan, moist, poorly graded fine to medium SAND (SP-SM)
with silt to Silly fine SAND ISM)
iiii
iiiii
ii
8
3
1.2
3.5
Tan, moist to wet, poorly graded fine to medium SAND (SP)to poorl
graded fine to medium SAND (SP-SM) with silt
Wet from 4.5 feet
Mottled Tan -Reddish Tan from 4.5 feet
Lit it.
:1"!
IZ[I
Li:il'
0:r7.
1 :4'Li
�.I.Ir
Iht1:
r
1:4Lf
....
:'[ r
r
4
6
5
5
B
2
Boring terminated at 6 ft.
4
7
Notes: SS = Split Spoon Sample
ST =Shelby Tuba Sample
HA =Hand Auger Sample
BS =Bulk Sample
PAGE 1 of 1 Standard Penetration Tests were performed in the field in general accordance with ASTM D 1586.

Symbol
Description
Strata
symbols
Topsoil
Silty Sand
Poorly graded Sand
Lean Clay with
organics
Silty Sand with
organics
Clayey Sand
Poorly graded Sand
with Silt
Misc. Symbols
a Water table during
drilling
Depth to caving
i Water table at
boring completion
Notes:
1. Exploratory borings were drilled on 12-30-10 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.
I5. Results of tests conducted on samples recovered are reported
on the logs.

iz
12
1e
JJJ
JJJ
JJ✓
JJJ JJPA
JJJ JJJ
JJJ
0
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NM-17.2
JJJ
JJJ
JJ
JJJ
a
JJ✓
Jy
JJJ
8
JJJ
JJJ
JJJ
JJJ
JJJ
NM=15A
1 JJ✓
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JJJ
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JJ✓
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Strata Y
smbbol.
Clayey Sand
Topsoil
xp1.
Poorly graded Sand
with Silt
GET Solutions, Inc.
Silty Sand
GENERALIZED SOIL PROFILE
Poorly graded Sand
SCALE; DRAWN BY/APPROVED BY DATE DRAWN
SCALE: r-r GWS 1/13/201I
®Lean
Clay with
Twiford Funeral Home
organics
Currituck Court North Carolina
Silty Sand wth
FIGURE NUMBER
organics
PROJECT NO. EC 10-239G
I

Symbol
Description
Strata
symbols
19
Topsoil
Silty Sand
Poorly graded Sand
Lean Clay with
organics
Silty Sand with
organics
Clayey Sand
;�,t:
Poorly graded Sand
"''''"
with Silt
Misc. Symbols
a
Water table during
drilling
s
Water table at
boring completion
Notes:
1. Exploratory borings were drilled on 12-30-10 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.

G E T Solutions, Ina
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.:
Twiford Funeral Home
Parcel ...............
I Proposed BMP Location
Terminology and Solution
Boring No......:
BMP-2
IDate.................
11213012010
Ksat: Saturated hydraulic conductivity
Investigators.:
P. Lankford
I File Name.........:
O: Steady-state rate of water flow into the soil
Boring Depth.:
2' BEG
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
JWCU Susp. Ht. S: 15.2 cm
r. Radius of cylindrical borehole
Boring Rad. r : 4.15 cm
lConst. Wtr. Ht. H: 30.2 cm
Ksat = O sinh-1 H/r - 2/H2+1 .5 + r/H / 2 H2 Glover Solu
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse Time
Flow Rate O
ml/minfa[b]
----- Ksat Equivalent Values----
hr:min:sec
min
cm/min
cm/sec(cm/day)
in/hr
ft/da
2000
2:30:00 PM
1900
100
2:32:01 PM
0:02:01
2.02
49.59
0.016
2.61E-04
22.6
0.370
0.74
1800
100
2:34:00 PM
0:01:59
1.98
50.42
0.016
2.66E-04
22.9
0.376
0.75
1700
100
2:35:58 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
1600
100
2:37:57 PM
0:01:59
1.98
50.42
0.016
2.66E-04
22.9
0.376
0.75
1500
100
2:39:57 PM
0:02:00
2.00
50.00
0.0161
2.63E-04
22.7
0.3731
0.75
1400
100
2:41:55 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
1300
100
2:43:54 PM
0:01:59
1.98
50.42
0.016
2.66E-04
22.9
0.376
0.75
1200
100
2:45:52 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
1100
100
2:47:50 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
1000
100
2:49:48 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
900
100
2:51:45 PM
0:01:571
1.95
51.28
0.016
2.70E-04
23.3
0.383
0.77
800
100
2:53:43 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.3791
0.76
700
100
2:55:41 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
600
100
2:57:39 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
500
100
2:59:36 PM
0:01:57
1.95
51.28
0.016
2.70E-04
23.3
0.383
0.77
400
100
3:01:34 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
300
100
3:03:32 PM
0:01:58
1.97
50.85
0.016
2.68E-04
23.1
0.379
0.76
Natural Moisture:
15.4%
Init. Satur.Time:
2:00:00 PM
ESTIMATED FIELD KSAT:
0.016
2.67E-04
23.11
0.3781
0.76
Texture/Classif:
SAND (SM w/clay,
Scl
Consistency:
very loose to loose
Depth to an Impermeable Layer: N/A
Notes: K Passing #200 Sieve = 28.6
Estimated Normal Seasonal High Water Depth = 2 feet
BEG
Structure/Fabric:
Slope/Landsc:
Depth to Bedrock ...................: N/A
ksatReponl As Precision Permeameter"
Rev. 4/5/002

G E T Solutions, Inc.
SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET Sheet No.: 1 of 1
Project Name.:
Twiford Funeral Home
Parcel ...............:
A temative BMP Location
Terminology and Solution
Boring No......:
BMP-5
I Date .................:
12/23/2010
Ksat : Saturated hydraulic conductivity
Investigators.:
I P. Lankford
IFile Name.........:
Q: Steady-state rate of water flow into the soil
Boring Depth.:
2- BEG
WCU Base. Ht. h: 15.0 cm
H: Constant height of water in borehole
Boring Dia..... : 8.3 cm
JWCU Susp. Ht. S: 15.2 cm
r: Radius of cylindrical borehole
Boring Rad. r : 4.15 cm
lConst. Win Ht. H: 30.2 cm
Ksat = Q Binh-1 H/r - r2/H2+1 .5 + r/H / 2 H2 Glover Solu
VOLUME
ml
Volume Out
ml a
TIME
hr:min:sec a/
Elapse Time
Flow Rate Q
mI/min Leib
- -- Kest Equivalent Values------
hr:min:sec
min
cm/min
cm/sec
cm/da
in/hr
ft/da
2000
1:30:00 PM
1900
100
1:30:20 PM
0:00:20
0.33
300.00
0.095
1.58E-03
136.5
2.239
4.48
1800
100
1:30:43 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
1700
100
1:31:08 PM
0:00:25
0.42
240.00
0.076
1.26E-03
109.2
1.791
3.58
1600
100
1:31:33 PM
0:00:25
0.42
240.00
0.076
1.26E-03
109.2
1.791
3.56
1500
100
1:31:58 PM
0:00:25
0.42
240.00
0.0761
1.26E-03
109.2
1.791
3.58
1400
100
1:32:23 PM
0:00:25
0.42
240.00
0.076
1.26E-03
109.2
1.7911
3.58
1300
100
1:32:46 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
1200
100
1:33:09 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
1100
100
1:33:32 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
1000
100
1:33:54 PM
0:00:22
0.37
272.73
0.086
1.44E-03
124.1
2.035
4.0
900
100
1:34:18 PM
1 0:00:24
0.40
250.00
0.079
1.32E-031
113.7
1.866
3.73
800
100
1:34:41 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
700
100
1:35:04 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.9471
3.89
600
100
1:35:27 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
500
100
1:35:50 PM
0:00:23
0.38
260.87
0.082
1.37E-03
118.7
1.947
3.89
400
100
1:36:12 PM
0:00:22
0.37
272.73
0.086
1.44E-03
124.1
2.035
4.0
300
100
1:36:53 PM
0:00:41
0.68
146.34
0.0461
7.71E-04
66.6
1.092
2.18
Natural Moisture:
17.2%
Init. Satur.Time:
1:00:00 PM
ESTIMATED FIELD KSAT:
0.080
1.33E-03
114.8
1.883
3.77
Texture/Classif:
SiltySAND (SM)
Consistency:
very loose to loose
Depth to an Impermeable Layer: N/A
Notes: %Passing 0200 Slave = 31.4
Estimated Normal Seasonal High Water Depth a 3.5 feet
IBEG
Structure/Fabric:
Slope/Landsc:
Depth to Bedrock ...................: N/A
ksatReponl.)ds Precision Permeamater " Rev. 4/5I002

Solutiorls. Irx.
c,ma,v.r . r�aA,,,.nw . n+•+•a
Virginia Beach Office
204 Grayson Road
Virginia Beach, VA 23462
[phone]
Williannabwg Office
1592 Penniman Rd. Suite E
Williamsburg, Virginia 23185
[phone]
CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
Elizabeth City Office
504 East Elizabeth St. Suite 2
Elizabeth City, NC 27909
[phone]
Standard Penetration Test (SPT). N-value
Standard Penetration Tests (SPT) were performed in the field in general accordance with ASfM D 1586. The soil samples were obtained with a
standard 1.4" I.D., 2" O.D., 30" long split -spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of
blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the
boring logs. The sum of the second and third penetration increments is termed the SET N-value.
NON COHESIVE SOILS
(SILT, SAND, GRAVEL and Combinations)
Relative Densiry
Very Loose
4 blows/ft. or less
Loose
5 to 10 blows/ft.
Medium Dense
11 to 30 blows/ft.
Dense
31 to 50 blows/ft.
Very Dense
51 blows/ft. or more
Particle Size Identification
Boulders
8 inch diameter or more
Cobbles
3 to 8 inch diameter
Gravel
Coarse 1 to 3 inch diameter
Medium 1/r to I inch diameter
Fine 1/a to % inch diameter
Sand
Coarse 2.00 man to '/, inch
(diameter of pencil lead)
Medium 0.42 to 2.00 man
(diameter of broom straw)
Fine 0.074 to 0.42 man
(diameter of human hair)
Silt
0.002 to 0.074 mm
(cannot see particles)
Coarse Grained Soils
More than 50% retained on No. 200 sieve
GW - Well -graded Gravel
GP - Poorly graded Gravel
GW-GM - Well -graded Gravel w/Silt
GW-GC - Well -graded Gravel w/Clay
GP -GM - Poorly graded Gravel w/Silt
GP -GC - Poorly graded Gravel w/Clay
GM - Silty Gravel
GC - Clayey Gravel
GC -GM - Silty, Clayey Gravel
SW - Well -graded Sand
SP - Poorly graded Sand
SW-SM - Well -graded Sand w/Silt
SW -SC - Well -graded Sand w/Clay
SP-SM - Poorly graded Sand w/Silt
SP-SC - Poorly graded Sand w/Clay
SM - Silty Sand
SC - Clayey Sand
SC-SM - Silty, Clayey Sand
Fine -Grained Soils
50% or more passes the No. 200 sieve
CL - Lean Clay
CL-ML - Silty Clay
ML - Silt
OL - Organic Clay/Silt
Liquid Limit 50% or greater
CH - Fat Clay
MH - Elastic Silt
OH - Organic Clay/Silt
Highly Organic Soils
PT - Peat
COHESIVE SOILS
(CLAY, SILT and Combinations)
Consistency
Very Soft
2 blows/ft. or less
Soft
3 to 4 blows/ft.
Medium Stiff
5 to 8 blows/ft.
Stiff
9 to 15 blows/ft.
Very Stiff
16 to 30 blows/ft.
Hard
31 blows/ft. or more
Relative Proportions
Descriptive
Term Percent
Trace
0-5
Few
5-10
Little
15-25
Some
30-45
Mostly
50-100
Strata Changes
In the column "Description" on the boring log, the horizontal
lines represent approximate strata changes.
Groundwater Readings
Groundwater conditions will vary with environmental
variations and seasonal conditions, such as the frequency and
magnitude of rainfall patterns, as well as tidal influences and
man-made influences, such as existing swales, drainage
ponds, underdrains and areas of covered soil (paved parking
lots, side walks, etc.).
Depending on percentage of fines (fraction smaller than No
200 sieve size), coarse -grained soils are classified as follows:
Less than 5 percent GW, GP, SW,SP
More than 12 percent GM, GC, SM, SC
5 to 12 percent Borderline cases requiring dual
symbols
60
;. sD
S
K 40
0
z 30
U20
q 1D
PlasticiV Chart
CH
Page 1 of 0 10 20 30 40 50 to 70 W 9D 100
GET Revision 12112/D1 LIQUID LIMIT ILL) I%)

U.S. ARMY CORPS OF ENGINEERS AOR7&OPY
WILMINGTON DISTRICT
Action ID. 2010-02088 County: Currituck
NO DEPARTMENT OF THE ARMY AUTHORIZATION REQUIRED
Property Owner / Agent: David Twiford®���
Address: Post Office Box 405 EXPall
Elizabeth City, North Carolina 27907 FEB 2 3 2011
Telephone Number:
PVC ®ENR
Size and Location of Property (waterbodv road name/number, town etc.): 2.80 acres located on the
north side of Macedonia Church Road near Poplar Branch in Currituck County North Caroling
Description of Activity: Applicant proposes to build a commercial building on the property
Your work as proposed does not require Department of the Amry authorization for the following
reason(s):
X There are no jurisdictional waters or wetlands within the boundaries of the property.
X The proposed project does not impact jurisdictional waters or wetlands.
_ The proposed project is exempt from Department of the Anny regulation.
Specify:
This Department of the Army determination does not relieve the permittee of the responsibility to obtain
any other required Federal, State, or local approvals/permits. The permittee may need to contact
appropriate State and local agencies before beginning work.
For any activity within the twenty coastal counties, before beginning work, you must contact the N.C.
Division of Coastal Management in Elizabeth City, North Carolina, at [phone] to discuss any
required State authorization.
Any changes in the above described work must be coordinated with the Corps of Engineers prior to
commencement. If you have any questions regarding the Corps of Engineers regulatory program, please
contact Mr. Kyle Barnes at telephone number [phone].
Regulatory Project Manager
Date: 12/13/2010
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE
ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
The Wilmington District is committed to providing the highest level of support to the public. To help us ensue we continue to
do so, please complete the Customer Satisfaction Survey located at our website at http://regulatory.usacestirvey coo/ to
complete the survey online.

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N Melers
0 5 10 20 30
Fee
0 30 60 120 180
M' 16 31'
36'16'25'
USDA Natural Resources Web Soil Survey 12/312010
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Sol Droup- unluck Courtly, forth Cere ine
(TwlfoA Funeral Home sib)
MAPLEGEND
MAP INFORMATION
Am of mt (Am)
Map Scab: 1:839 8 printed on A sin (8.5' • 11') sheet.
Ana A l 4— hkp)
The soil surveys that comprise, your AOl wen mapped M 1:20,000,
$oU.
Please rely on the bar scab on each map shael for accorate map
M
sea Map DMIs
msasuremeres.
Soil Patepa
Sours of Map: Natural Re not s Conservation Service
0
A
Nob Soil Survey URL Np:fM baoilsurvey.mcsusdagov
O
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Coordinale System: UTM Zone 1814 NAD83
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TNs product N generated fmm the USDA-NRCS orli data as of
the version dabs) fisla l habw.
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09
Soil Survey Area: CunBuck County. NortOrolina
C
Survey Aros Daia: Version 11, Sap 26. 6.2 Z00B
138
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N
US Roues
s4
Major Roads
N
Local Reeds
LAM Netunl Ruourcu
;" Conservstlnn Ssrvice
Web Soil Survey
National Cooperative Soil Survey
12/3/2010
Page 2 of 4

Komi la+glt Soil Group-0 m ituok rounly, North Carolina
Tuffonf Funarel Home silo
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Cu"ttuck County, North Carolina
Map unit symbol
Map unit name
Rating
Amos in AOI
percent of Act
j Nht Munden loamy send
I8
1.8
PI rtsmouth fine sandy loam
Po
B/O
0.0
14.6%
SW - State fine sandy loam, 0 to 2 percent 8
0.8
26.1 %
i slopes
j Totals for Arta of Into rest -
----,------,---
3.0
--_---
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, BID, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Natural Resources Web Soil Survey 12/3/2010
Conservation Service National Cooperative Soil Survey Page 3 of 4

TMIo ld Foraral thane sde
1fM, ,TTIM7X=-
Natural Resources Web Soil Survey 12/3/2010
Conservation Service National Cooperative Soil Survey Page 4 of 4

i
1
61N1U 7W0 R1100-__9Mfl_ In RRO
METERS
RVAL 1 METER
ARE APPROXIMATE
IATUM OF 1927
4FARESIn.I METER
4AREST 0.5 METER
DATUM IS MEAN LOW WATER
-ATUMS 15 VARIABLE
MATEL\- u.2 METER
ACCURACY STANDARDS
RESTON. VIRGINIA 22092
tBOLS IS .AVAILABLE ON REQUEST
V111' 1„n ROAD CLASSIFICATION
Primary highway. Light -duty road, hard or
hard surface improved surface
Secondary highway,
hard surface — — _ Unimproved road
_ Trails
--- - Interstate Route U. S. Route State Route
COINJOCK, N. C.
QUADRANGLE LOCATION SIVIC BARCO 15' QUADRANGLE
CONTOURS AND ELEVATIONS N3615— W 7552.5/7.5
IN METERS 1982
DMA 5856 IV SW -SERIES V8420
MO.N
15'

February 21, 2011
Mr. Roger Thorpe
Dept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Permit
Twiford Funeral Home
Proj. # 100255
Dear Mr. Thorpe:
. MW
FEB 2 3 2011
SIC ®ENR
Enclosed for your review and approval, please find the following items:
1. Two (2) copies of the above referenced plans.
2. The original and one (1) copy of the Stormwater Permit Application, the Wet Detention
Basin Supplement and the Wet Detention Basin Operation and Maintenance Agreement.
3. Two (2) copies of the project description, calculations, soils report, printout from the
USDA Web Soil Survey website, a portion of the NFIP maps, a portion of the USGS
Quad Map showing project location, and letter and map of Wetland evaluation performed
by USACE.
4. One (1) copy of the current deed(s) for the property.
5. A copy of the official Corporation Information Report for Laurel Memorial Gardens, Inc.,
(the Owner), obtained from the NC Department of Secretary of State.
A copy of the official Corporation Information Report for Twiford Currituck Properties,
LLC, (the Developer/Permittee), obtained from the NC Department of Secretary of State.
A permission letter from Laurel Memorial Gardens allowing Twiford Currituck Properties
to perform work on their property.
A check in the amount of $4000.00 for the combined Erosion Control and Stormwater
Express Review fee.
If you have any questions, please do not hesitate to call this office at [phone].
Sincerely, r� #b4� fe—r
Doug s A. Abbott, PE
Prol t Engineer
cc: file
Zack Mixon. A R Chesson
P. O. Box 339 Camden, North Carolina 27921
[phone] License C-0598
w .hymanrobey.com

For DENR Use ONLY n
�F-IMA North Carolina Department of Environment and Reviewer: 1-iCC,�wq/
IAM Natural Resources Submit: rye c< t-j-
NCDENR Request for Express Permit Review Time
Confine:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson(g�ncmail net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(rDncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.grogan(dncmail.net
• Washington Region -Lyn Hardison 252-946-9215 ortyn.hardison@,ncmail net EXPRESS
NOTE: • Wilmington Region -Janet Russell 910-350.2004 orLanetrusseii(@.ncmaii.net 3i�o
NOTE: Project application received after 12 noon will be stamped in the following work day. FEB 2 3 2011
Project Name: TWIFORD FUNERAL HOME County: CURRITUCK NC DENR
Applicant: DAVID H. TWIFORD Company: TWIFORD CURRITUCK PROPERTIES LLC
Address: 405 E. CHURCH STREET City: ELIZABETH CITY, State: NC Zip: 27907-405
Phone: [phone] Fax:: Email: [e-mail]
Physical Location:280 MACEDONIA CHURCH ROAD POPLAR BRANCH NC 27923 J�I� 1 IC) zp�
Project Drains into CURRITUCK SOUND waters — Water classification SC (for classification see-
http://h2o.enr.state.nc.us/bims/reports/reportsWB.htm )
Project Located in PASQUOTANK River Basin. Is project draining to class ORIN waters? N , within''/2 mile and draining to class SA waters
N or within 1 mile and draining to class HOW waters? N
Engineer/Consultant: DOUG ABBOTT OR KIM HAMBY Company: HYMAN & ROSEY
Address: 150 US HWY 158 E. City: CAMDEN, State: NC Zip: 27921-_
Phone: [phone] Fax::[phone] Email: [e-mail]
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: _
❑ Stream Origin Determination: # of stream calls —Please attach TOPO map marking the areas in Questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Sio-Retention _ # Treatment Systems ❑ High Density—Stormwater Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MODIFICATION: ❑ Major ❑ Minor ❑ Revision SW _
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts i
❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 4 acres to be disturbed.(CK # Z5 I
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
U rroummo Ivvtf: VneCR all final apply
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No
Permit Received from US ACOE ❑ Yes ❑ No
Fee Split for multinle nnrmitc- trti•, k a oC
(for DENR use))
� �me
Isolated wetland on Property ❑ Yes ® No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ❑ No
DENR use only
----------
- -- • •• �-- --�
SUBMITTAL DATES
tOrat ree Amount 5 *Cr)
O
—CA MA
SUBMITTAL DATES
Fee
4Fee
Variance ❑ Ma'; ❑ Min
$
SW ❑ HD, ❑ LD, ❑ Gen
,
401:$
LQS
Stream Deter,_
$
NCDENR EXPRESS July 2008

February 17, 2011
To Whom It May Concern:
As the representative of the owner of Parcel Number 0093000140E0000 in Currituck
County, I hereby grant permission to Twiford Currituck Properties, LLC, to apply for an
erosion control permit and perform land disturbing activities on said lands owned by
Laurel Memorial Gardens, Inc., in conjunction with the construction of Twiford Funeral
Home. The land disturbance shall be limited to areas adjacent to an existing ditch on
the eastern property line of the Laurel Memorial Gardens property.
Sincceeepettram ///�//
X�IA± l2�
David H. Twiford
President, Laurel Memorial Gardens, Inc.
405 East Church Street
Elizabeth City, NC 27909
(NOTARY) I,
pains and penalties of
the individual's identity
commission expires on
, as a notary
that (/ itn sed the signature of
this
2011. My

;� North Carolina Secretary of State
Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENT ol-- 'niL7
Secretary SECRETARY oi= STATE
PO;ox 28622 Raleinh, NC 2762.61622 f979tAt1; -2600
Date: 2/15/2011
Click here to:
View Document Filings I Sign Up for E-Notifications I
'J Pre -populated Annual Report Fillable PDF Form I File an Annual Report I
Corporation Names
Name Name Type
INC TWIFORD
CURRITUCK LEGAL
PROPERTIES, LLC
Limited Liability Company Information
SOSID:
1187698
Status:
Current -Active
Effective Date:
2/7/2011
Dissolution Date:
Annual Report Due Date:
4/15/2012
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Registered Agent
Agent Name: TWIFORD, DAVID H., SR,
Office Address: 405 EAST CHURCH STREET
ELIZABETH CITY NC 27909
Mailing Address: POST OFFICE DRAWER 405
ELIZABETH CITY NC 27909
Principal Office
Office Address: NO ADDRESS
Mailing Address: NO ADDRESS
Officers
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2864
http://www.secretary.state.nc.us/corporations/Corp.aspx?Piteinld=9685550 2/15/2011

North Carolina Secretary of State
Page I of I
North Carolina
Elaine F. Marshall DEPARTMENT of. -niL
Secretary }ECRETARY () F :_STATE
up Box 29622 RA! i.:p, NC 77,,264E22 1915iv o?-20IX)
Date: 2/15/2011
Click here to:
View Document Filings I Sign Up for E-Notifications I
mJ Pre -populated Annual Report Fillable PDF Form I File an Annual Report I
Corporation Names
Name Name Type
INC TWIFORD LEGAL
PROPERTIES, LLC
Limited Liability Company Information
SOSID:
0729888
Status:
Admin. Dissolved
Effective Date:
6/11/2004
Dissolution Date:
Annual Report Due
Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
12/31 /2042
Registered Agent
Agent Name:
Office Address: OFFICE DISCONTINUED
Mailing Address:
Principal Office
Office Address: 405 E CHURCH ST
ELIZABETH CITY NC 27906
Mailing Address: PO DRAWER 405
ELIZABETH CITY NC 27907-0405
Officers
Title:
Name:
Business Address:
Title:
Name:
Business Address:
MANAGER
DAVID H TWIFORD TWIFORD
503 CONTINENTAL DR
ELIZABETH CITY NC 27909
MANAGER
SAMUEL TWIFORD
201 COUNTRY CLUB DRIVE
ELIZABETH CITY NC 27909
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2864
http://www.secretary.state.ne.us/corporations/Corp.aspx?PitemId=6481168 2/15/2011

North Carolina Secretary of State Page 1 of 2
EXPRESS
e. North Ciro!ina
°. �._ r FEB 2 3 2011
Elaine F Marshal! I? F A! t I IVi N I
Secretary FCF;FT,r7,F !. >Tc;f NCDENR
Date: 10/20/2010
Click here to:
View Document Filings I Sign Up
for E-Notifications I
'� Print apre-populated Annual Report Form I Annual Report Count I File an Annual Report I
Corporation Names
Name
Name Type
NC LAUREL MEMORIAL
LEGAL
GARDENS, INC.
Business Corporation Information
SOSID:
0233030
Status:
Current -Active
Effective Date:
8/11/1988
Dissolution Date:
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL -
Registered Agent
Agent Name:
TWIFORD, DAVID H
Office Address:
503 CONTINENTAL DRIVE
ELIZABETH CITY NC 27906
Mailing Address: PO DRAWER 405
ELIZABETH CITY NC 27907-0405
Principal Office
Office Address: 405 E CHURCH ST
ELIZABETH CITY NC 27907-0405
Mailing Address: PO DRAWER 405
ELIZABETH CITY NC 27907-0405
Officers
Title:
Name:
Business Address:
Title:
Name:
Business Address:
Stock
Class
PRIES
DAVID TWIFORD
PO DRAWER 405
ELIZABETH CITY NC 27907-0405
SEC
DARLEENE TWIFORD
PO DRAWER 405
ELIZABETH CITY NC 27907-0405
Shares No Par Value Par Value
h tip://www.secretaiy.state. nc.us/corporations/Corp.aspx?Piteni l d=4671651
10/20/2010

North Carolina Secretary of State
Page 2 of 2
COMMON 1000 YES N/A
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version: 168
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitem Id=4671651 10/20/2010

Date Filed: 4/13/2009 12:36:00 PM
CD-479 1) Business Corporation North Carolina An Elxurc F. Marshall
10 2 11 North Carolina Secretary of State
2009 129 02635
This report may be filed online at the Secretary of Slate website
lie Business Corporation: LAUREL MEMORIAL GARDENS, INC
7N
Fiscal Year Ending: 12/31/08
Slate of Incorporation: NORTH CAROLINA
wntWDaylYear
Secretary of State ID Number: 0233030
❑I hereby certify that the information requested below (required by NCGS 55 16.22) has not changed since the most recently tiled annual
report and is therefore complete.
Nature of Business: REAL ESTATE
Registered Agent: DAVID H. TWIFORD
Registered Office Mailing Address: PO BOX 405
County: PASQUOTANK City: ELIZABETH CITY State:
NC Zip Code: 27907-0405
Registered Office Street Address: 503 CONTINENTAL DRIVE
County: PASQUOTANK City: ELIZABETH CITY State:
NC Zip Code: 27907-0405
Signature of New Registered Agent:
(Sipnatve constlhpn consent to the appoln tpe)
Principal Office Telephone Number: 252-335-4395
Principal Office Mailing Address: P. 0. DRAWER 405
City: ELIZABETH CITY State:
NC Zip Code: 27907-0405
Principal Office Street Address: P. 0. DRAWER 405
City: ELIZABETH CITY Slate:
NC Zip Code: 27907-0405
Name, Title. and Business Actress of Principal Officers
Name:
Address:
City:
DAVID H TWIFORD
PO BOX 405
ELIZABETH CITY
Title:
State:
PRESIDENT
NC Zip: 27907-0405
Name:
DARLENE J. TWIFORD
Title:
SECRETARY
Address:
PO BOX 405
City:
ELIZABETH CITY
State:
NC Zip: 27907-0405
Name:
Title:
Address:
City:
State:
Zip:
Certification of ual report (Must be compI d by all Business Corporations).
" ///6t';Z� f'
5:,niave (F rm moat be ned by en oaaer m eoiporalier) p Dale
DAVID H. TWIFORD PRESIDENT
Type a Ptim Namp Tllle
NCCZa5aIL 1111910

—.:;.
Book: 1093 Page:255
TnCollectot Certification That No DeliegacatTa=
FEB 2 3 ..,..� 10 9 3 :,.... 0 2 5
�r'r1
Am Do, Date (.•7Jo'C'1$ Hy5_�: Certification
expire Jan. 60 of the year following cerlifwadon date.
6f C DENR
Ioc O002163320003
TRANSFER TAXAMO
DATFlCOLLECTOR
Type�IICIII�BII
Doc ID: 0021fi3320003 Type: CRP
ID:
Recorded: 06/28/2009 at 08:40:32 AM
Fee Amt: $20.00 Page 1 of 3
Excise Tax: $0.00
Currituck County, NC
Charlene Y Dowdy Register of Deeds
NORTH SAROUNA EXOSS STAMPS : ,..
aK 1093 PD255-257
ATTAOMANDW2CEIIIE 0Ot�—
QUITCLAIM DEED
Mail To: John J. Flora III P.O. Box 369 Moyoch NC 27958
This Instrument was prepared by: John J. Flora, III
STATE OF NORTH CAROLINA, CURRITUCK County.
THIS DEED, Made and entered into this 26th day of May .20 09 , by and between
JAMES M. CLARK and wife, BARBARA C. CLARK
of Cumluck County and State of North Carolina, hereinafter called Grantor, and
LAUREL MEMORIAL GARDENS, INC.
of Pasquolank County County and State of North Carolina, hereinafter called Grantee, whose permanent mailing address
is PO Drawer 405 Elizabeth City
WITNESSETH:
That said Grantor, for and in consideration of the sum of Ten Dollars ($10.00) to him in hand paid, the receipt of which is hereby
acknowledged, has remised and released and by these presents does remise, release, convey, and forever quitclaim unto the Grantee, his heirs
and/or successors and assigns, all right, lige, claim and interest of the Grantor in and to a certain lot or parcel of land lying and being in
Poplar Branch Township, Currituck County, North Carolina,
and more particularly described as follows:
See Schedule A attached hereto and made a part hereof for a complete descriplion.

Book: 1093 Page:256
SCHEDULE A
NOOK 1093PAGE025(;
This description is prepared from a map or plat entitled "Boundary Survey for Laurel
Memorial Gardens, Inc." which plat was drawn by Hyman and Robey, Registered Surveyors,
numbered as project 4080154, dated 5/22/2008 and revised 9/24/2008. The foregoing plat is
duly recorded in Plat Cabinet L, Slide 31 of the Currituck County Public Registry.
BEGINNING at a point or "control comer" which point is located on the Northern
margin of N.C. Highway 136 (formerly N.C. 3)(Macedonia Church Road), and which point of
beginning is located approximately 1,128 feet East of the centerline of Highway 158, and which
point is located in the Southeast corner of that lot or parcel of land now or formerly Forbes
property according to a Deed recorded in Deed Book 88, Page 112 in the office of the Register of
Deeds of Currituck County; thence North 00 degrees 00 minutes 19 seconds West 942.68 feet to
a found iron pipe, referred to on the aforementioned map or plat as "A"; thence North 81 degrees
54 minutes 18 seconds East 70.70 feet to a pipe; thence North 42 degrees 56 minutes 38 seconds
East 54.95 feet to a pipe; thence North 02 degrees 06 minutes 07 seconds East 85.95 feet to a
point; thence South 82 degrees 38 minutes 33 seconds East 735.60 feet to a point, which point is
marked as "B" on the aforementioned map or plat; thence South 41 degrees 14 minutes 27
seconds East 82.31 feet to a point; thence South 58 degrees 36 minutes 55 seconds East 16.75
feet to a point; thence South 23 degrees 35 minutes 18 seconds West 294.26 feet to a point at a
found iron rebar which marked as "C" upon the aforementioned map or plat; thence South 03
degrees 26 minutes 51 seconds East 352.39 feet to a found iron rebar; thence South 83 degrees
34 minutes 03 seconds West 37.65 feet to a found iron rebar; thence South 07 degrees 48
minutes 04 seconds East 28.12 feet to a found iron rebar in the Northern margin of N.C.
Highway 136; thence Westwardly along a curved line described as: Length 279.55 feet, Radius
1,572.48 feet, Delta 10 degrees 11 minutes 09 seconds, Tangent 140.14 feet, Direction South 88
degrees 19 minutes 31 seconds West, Chord 279.18 feet to a point in the Northern margin of
N.C. Highway 136; thence North 86 degrees 34 minutes 50 seconds West 380.01 feet to the
POINT AND PLACE OF BEGINNING.

,{ i
BOOK 277 PAGE 2.43"
BOOK N 16 PAGE J0J
PILED
r90 RUG 10 FPl 4 41
rHAMLEtsE'(, U"J•GY.
RECISTER OF DEEiz
CUKRITUOIt �iUNTY, N.O.
NONM CAROLINA EXCISE STAI Pay
ATTACHED'N OLCANCELLED 8 O
rrLE�
90 AUG 3 AN 11 24
mHAnLEi%-- Y. 661'/rY
KEC!ST-3 OF DEDY.
siUhI;ITUJ 1, G#UNTY. H.I4.
livr.rdioy Time. ❑..ul: and foie
Tax Lot No. ........... ............... ....... ........ ...... ..... ...... „... I'al•tel Idcutitier Nu............
Verified by........................................................................ County fin llw .,... _ day of .
by.. ............. .............. ........................ ..................................... ....... _,...... ... ....,._.
Dluil :t(ter rccurding to .... J oh. n, J. Flora III
P.0 Box 369, Moyock, NC 27958
'11ae instraun l:t',V:ls prepared by ... ..J.9 h.D„J, .,F1„Oia, III, Attorney „a,t.,Law
Brief ;les: ri pliwt fcr the Index 15 acres
NOP\.Ttl CAI:OLINA Gl_Nl--1:A1_ WARRANTY 1)laa
TH16 DEED made this ....'3..L.... day of ......AL. y ..... ...... .. 10. /..'), by auJ Let tveen
GRANTOR
JAMES M. CLARK AND WIFE,
BARBARA C. CLARK
GRANTLG
LAUREL MEMORIAL GARDENS. INC.
F.O. Box 247
Laurel Swamp Road
Grandy, NC 27939
WKSS
FEB 2 340:
IMC DENA
P:uter iu apprupria4• LIac4 run caclr Var4: run... address. any if uVpruyriaty, el.amrtcr er culib, o+y roryura rim, w p:: umnL'y:.
The Jesiy wai.nl Grammand Grantee as used herciu shall im hid, said p:u'lies, their Leis, suer rs:kurs. and as:ul:tis, an.l
sL.al inrlwlo A-Igmlel', plural, nlnstulimu, fmnininu fir neuter u:., reyuifed by cmrtexL.
I
N'ITNpi,4S2111. that i.h¢ Gi- tor, let' If VaItlllblc cuusidm':LL i.w paid Ly the Craulee, tilereceipt o! .,Lich is h,t.:Ly
aeknuwicdge.d. ban slid by these presenls does grout. La rgai u, ,ell :old curtvcy mltu Lhe lisle. i.: :_v siu,pla, all That
ee.tliu I.,r fir :•:.rca of land Situated in the City of .. .. .... .. Poplar Branch 'fut.aaLip,
GLrri CuCk Cuunq•, Nurdl Carulina still more p:u Licul:u'ly dcnvriLud as Calla tvv:
See Schedule A attached for description
7—�
/s a. CoRRecTion/ 7iEr D.
This is being
re -recorded due
to the fact that the recordation of this deed and another
were not put
to record in the
corn ct.order.,
LAND TRANcf Lit TAX
/
nmlDDiar
DATE r•AID.2,3.9a
COLLECTOR
r. i. I,,, A...... ,"'rw le. lo7a 1116,Ati1197;

BOOK277 PAGE 244 BOOK 6 PAGE
A '-',C!HEl)LJLE
Derjinmng rL c)jint il, LJ.,.2 L r -r F k. C. Hic1l,wa"
kjhi,f-, poj nt is in the S,!,.,,hecAstprn corner of a cer't:ain lot r. r
Par'LC-) (Jf: lan(j
f C, us, and d l(,r,ac&d "Lot No.
J 0 r-, a P 1 at. t- 0, r, I- dr d in r 1 at Cab i net D Slide -76 w f- t hrt
CLAk-l'iLuck County Put", is and w h i ch pc-int nP bkginning
FLet Eo -j t u iron p 4 F., in the
;� i st i 11cl
;-mentioned No.
I " . ze n d w I . i eY
t i nq iron Pir.),-, ic, U F.; I a t o 1 y I I I .13. 4 f 'It t i: hl..' I I I I I I
line o-F U S. Hi a J-1 W,t, I N. 00 clecjrcc-•_ 19"
Feet. to E. p o i n, N. .-7 d,-c4rLf.,T, t,-,
lIc''; It tl)anrE- N. C)(, I a P o i -, t
�--. ' �(' ' I West 617. 4,') 'e,ei
LhencE N. 69 do r' ., 4. A , - v- .- a, 4rC2 nt her:.
!J, 17 degrees 1 C7,* Ea s 'L -4 . -'47 to p, I [It Z L hwnre 14.
Cl L- CJ I - .0c, 45 0 t , klcst 8 16 Foul to a a j r, L the n c , N. 51 degree,:,
West 120.77 f er to pftintz thence H. "i degj,rc-s i)9
E L 7'-f� � 5 1 f-�.,ct to a p: u I Lhencca N. 7 -?l EcL.s L
64 -Feet to a point: S. 86 degrees 17-- East 7
to a poi
rcl:. Itc,
a point; thence S. 66 07'24" F&Tt 132.. S- Feet to E�
pcil),L; L )erce N- 5 7 1557" 55.77. �c,, i. I o �.% pri lit
thence N. 34 clegree�: 1"-,'c" Eaut 60.39 Feet to a point; thence
N. 87. ().S17" Fcact to a poilit; .!ler,cc. Z; C IL
den r e w.� :,-, .1 7 .12 " East: r,: I Peel. to a r., c, 4 n t z i. h,-nc,? 'Cl cleurc-cr
S. '4 E a c, L 30 . 06 t i.) u, point; tlhelnre 3. 11 -1(�nruea 5,V42"
E a a, t (=,pt to r pr -
j nI, thence S. 4(.) der. a prEr 46.' 43 " East
L o hc-lnrt S. S", drgrces I --,. , Ei�TA:
Fer-mL to a point; Ll-,Pnc:o. degrees 14' 12" East 347. 17 -=upj- to
at pin; thence: N. S4 clr,!l 4 c 9 " Wrst 26E% 57 -�cret 'to a
t h e I-, c r-.- S . C)- 257 l-)S' rr, l ;52, 17 Feet to i n tI e n c r-
07. dc Q r F, es 7-4 , C,y. .. W,,t 3 7, 7 f-c-, i to a pin; thc!rw,_ ',5. (7,7 dkgl rx�L-
2.c;. 12 feel, t lq & S- t:
line described as
.-A Fee't ,
-lu 21 27., , I
j 7
p i f, fj,:C, I o 4 C) We t 1-5 . !�.�7, t F,
point and plz-c? of
aForede-;cribecl 1 o' - cur'p-, - L� c, r land cont& i:'is c
4::ribcd uj,or, a � jil pc,l -16 !-.y I & P, ,rid clE,t ;i
tember 19, 19c9 ci'd 412"Orlhc-,ocop!
r L "' Plena: hc t .: 1: 'n n d i n -- o r hr r r? i F, t%
I - e -.-. w I - i, n

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FLOOD INSURANCE RATE MAP
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EFFECTIVE BATE MAP NUMBER
DECEMBER 16, 2005 01209902001
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