SW7070212_HISTORICAL FILE_20201028

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATEa�JlOo28l
YYYYMMDD

ROY COOPER
Governor
MICHAEL S. REGAN
Serretary
BRIAN WRENN
Daector
Mr. Don S. Williams, Sr.
P.O. Box 28
Currituck, NC 27929
Dear Mr. Williams:
NORTH CAROLINA
Environmental Quality
October 28, 2020
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7070212
Savin Woods
Pasquotank County
JA
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SV 7070212 for a stormwater treatment system consisting of a wet
detention pond to serve a proposed Savin Woods Subdivision located at the end of
Savin Road in Elizabeth City, NC expires on March 1, 2021. This is a reminder that
permit renewal applications are due 180 days prior to expiration. We do not have a
record of receiving a renewal application.
If you wish to keep this permit active, please submit a completed permit renewal
application along with a $505.00 fee for permit renewal. If the development has not
been constructed and you do not intend to develop it in the future, you may submit a
request to have the permit rescinded. Permit application forms for renewal can be
found on our website at:
littps://deq.iic.gov/about/divisions/energy-niiiieral-land-resources/energy-mineral-lanci-
rules/stormwater-program/post-construction. North Carolina General Statutes and the
Coastal Stormwater rules require that this property be covered under a stormwater
permit if it has been developed. Failure to maintain a permit during and after
development subjects the owner to assessment of civil penalties.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger.thorpe(cDncdenr.gov.
Sincerely,
Roger K. Thorpe
Environmental Engineer
North Carolina Department of Environmental Quality 1 Division of Energy -Mineral and Land Resources
Washington Regional Office 1043 Washington Square Mall I Washington. North Carolina 27889
252.g4th481

n
/z Savin Woods
FEB -7-ff 2007 Pasquotank County — Elizabeth City - North Carolina
®�v�'NV!'{�� February6 2007
Savin Woods is a proposed 45 lot residential subdivision located off of Savin
Road (SR 1147). The tract to be subdivided contains 19.52 acres, of which 4.40 acres
along the eastern edge of the property are 404 wetlands. There is also a FEMA non -
encroachment zone in the vicinity of the wetlands. The land is currently vacant and is
zoned R-10 (Residential 10,000 sf lots).
Development of this subdivision will include construction of approximately 2,185
If of curb and guttered streets with sidewalks, water main, sewer main, related drainage,
and one detention pond. The streets will contribute 1.37 acres of impervious surface and
the sidewalks will be another 0.34 acres. Coverage on each lot will be limited to 5,500 sf.
The maximum coverage for the development is 7.39 acres or 37.86%.
According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on this site are predominately Dragston with small areas
of Nimno. The soils in the wetlands are Dorovan. An on site soil boring in the detention
pond location indicates a sandy loam with modeling. A single soil boring was performed
in the detention pond area by Sean C. Robey, PE and Kimberly Hamby on January 23,
2007. The soil boring was conducted with an AMS 2-3/4" diameter 6' long hand mud
auger. We encountered wet soil at approximately 36", but the coloration indicated that
we were still above the seasonal high water table. The soil was too wet to stay in the
auger below 38-40". We feel this is due to the rain on the previous day. Based on this
information, we estimate the seasonal high water table to be at about 40". The elevation
at the bore location is approximately 7.00'; therefore, the seasonal high water table is
estimated to be 3.67'. Normal water surface elevations in the adjacent swamp are
approximately 2.00'. Our permanent pool elevation has been set at 3.00'. While
Dragston soils have a moderate permeability rate, the high water table makes wet
detention the most appropriate stormwater treatment method to use in this area. The pond
will discharge to the existing wetlands on the east side of the property. The wetlands are
part of a tributary of that drains northwesterly into Knobbs Creek.
In addition to meeting state requirements for stormwater treatment, this site will
comply with the City of Elizabeth City's Stormwater Ordinance. This ordinance requires
that post development runoff not exceed pre development runoff during a 10 year storm
event. Rational method analysis indicates a pre development peak runoff of 25.3 cfs.
The post development runoff is 38.7 cfs into the pond and a peak pond discharge of 19.67
cfs.

1
Drainage Area 1 contains 14.12 acres that are designed to drain to the Detention
Pond. This drainage area includes 59,800 sf (1.37 ac) of roads and 14,997 sf (.34 ac) of
sidewalks. It includes all of lots 1-16 and 29-45 and a majority of lots 17-28. The
maximum impervious area allowed per lot is 5,500 sf or a total of 247,500 sf (4.29 ac) for
this drainage area. The resulting maximum impervious area for this drainage area is 7.39
acres or 52.34%. Runoff from the lots will sheet flow across grassed yards into rear lot
line ditches with 3:1 side slopes that will be piped down side lot lines and into the
underground pipe system. Front yards will sheet flow across the yard and over the curb
and into the curb and gutter system. All of the roadway drainage will be collected in curb
and gutter and an underground pipe system that drains to the detention pond. The
Detention Pond has been designed for 90% TSS removal.
7 Drainage Area 2 contains approximately 5.40 acres, including the backs of lots
��jj�-��- 4—z? 29-45 and all of the wetlands, which will continue to sheet flow to the existing wetlands.
�C'This drainage area will not include any impervious areas.
The total disturbed area for development will not exceed 16 acres. This includes
the entire tract, except for the area in 404 wetlands and the FEMA non -encroachment
zone, plus a portion of the existing street right-of-way as necessary for road construction
and utility connection. Limits of disturbance have been shown on the plans.

(PERMANENT POOL DETENTION PONDS
Hyman & Robey.
PC
DESIGN OF POND
150-A Hwy 158 East
Camden, NC 27921
Savin Woods
(252)-335-1888
10 Yr,24 HrStorm
01/24/07
DETENTION POND
SA/DA PERCENTAGES FOR
90%
TSS REMOVAL WITHOUT
VEGETATIVE
FILTER
% IMPR V 3.0 FT 3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT 6.5 FT
7.0 FT
10% 1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
20% 2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
30% 3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
40% 4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
50% 5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
60% 7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
70% 8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
80% 9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
90% 10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
100% 12.0
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
WATERSHED AREA:
14.12
ACRES
WATERSHED % IMPERVIOUS:
52.34
PERMANENT POOL ELEVATION:
3
FT
DESIGN PERMANENT POOL DEPTH:
4
FT
SA/DA PERCENTAGE FACTOR: ,
4.6
%
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH = 97.1135 LF
LENGTH = 291.34 LF
28293 SF
8488 SF
Page I
(MOiIABOVE'MILE fAR1iN IliOM UISION OP STORM \VA'niR
CONTROL I'ACILMIS W ORASIIOI'NIANUAL- Br:NC 1988)
(BASED UPON MINIMUM SURFACE AREA)
Use these dimensions:
WIDTH
92.37
LF
LENGTH
325
LF
VOLUME OF 1" RAINFALL
Normal Pool Elevation 3
AREA OF ROOFS:
2.84
AC
AREA OF PARKING/CONCRETE:
4.55
AC
AREA OF GREEN AREAS:
6.73
AC
VOLUME OF RUNOFF
30885.9
CF
VOL (CI-)=I(R00PI.0)+(PARKING".05)+(GRASS'0.2)1'43,560/I2
STORAGE DEPTH FOR MINIMUM
AREA =
1.03
F"l'
ELEVATION OF I" RAINFALL =
4.03'
FEB 1 0 2007
18550 _
' FN�INEEs" `
DWQ-WARD

Page 2
DRAWDOWN - WA-rGR QUALITY
Q(2 DAYS) = 0.17874 CPS
Q(5 DAYS) = 0,0715 CFS
1" RUNOFF STAGE 1.03 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET. 1.5 Ff
I" RUNOFF OUTLET DEVICE: 2.57731 INCH DIA HOLE
A=[ Q/(Cd *SQRT(2gh))1 * 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: 3 INCH DIAMETER
1" STORM RUNOFF DRAWDOWN TIME 2.10875 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 38.7 cfs
Te = Time of Concentration = 20 min
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag'rime (L) = (IA0.8*(S+I)A0.7)/(1900*YA0.5) for L in Hi s
where: I = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (1000/CN)-10 = 1.90476
L= 0.7039 hrs
From SCS NEH 4 , page 16-7 Eqn. 16.7
'rp=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=
0.72606
his =
435637
min
Volume under Hydrograph
= 1.39 *
Qp * Tp =
140605
Cubic Feet
1012
1.90476
84
0.16

3
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
0.07
1
303
0.20
0.10
0.15
4
1012
0.30
0.19
0.22
7
1922
0.40
0.31
0.29
12
3136
0.50
0.47
0.36
I8
4754
0.60
0.66
0.44
26
6676
0.70
0.82
0.51
32
8295
0.80
0.93
0.58
36
9407
0.90
0.99
0.65
38
10014
1.00
1.00
0.73
39
10115
1.10
099
0.80
38
10014
1.20
0.93
0.87
36
9407
1,30
0.86
0.94
33
8699
1.40
0.78
1.02
30
7890
1.50
0.68
1.09
26
6879
1.60
0.56
1.16
22
5665
1.70
0.46•-
1.23
18
4653
1.80
0.39
1.31
15
3945
1.90
0.33
1.38
13
3338
2.00
0.28
1.45
11
2832
220
0.21
1.60
8
4188
2.40
0.15
1.74
6
2974
2.60
0.11
1.89
4
2165
2.80
0.08
2.03
3
1558
3.00
0.06
2.18
2
1113
3.20
0.04
2.32
2
809
3.40
0.03
2.47
1
587
3.60
0.02
2.61
1
425
3.80
0.02
2.76
1
303
4.00
0.01
2.90
0
223
4.50
0.01
3.27
0
253
5.00
0.00
3.63
0
0
Volume under
hydrograph
=
133555 cf
Based upon runoff volume
=
140605
cf
Depth rcq'd for mioinnun area = 4.68369
.yr7dcl.•0 t �'` -
_ d/ `SEAL
= 18E50 -

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUMEVOL•UMF,STAGE In s
S Z
sf cf cf ft
Pond Side Slope (M)-=
In Z Z est Elevation
V® �0 2� 0
0
0
Surface area a[ normal pool
3
31281 15325
15325
0.5
9.64
-0.69
0.58
3.5
j 32560 15960
31286
1
10.35
0.00
1.07
4
33858 16605
47890
1.5
10.78
0.41
1.55
4.5
35173 17258
65148
2
1E08
0.69
2.02
5
36506 17920
83068
2.5
11.33
0.92
2.50
5.5
37857 18591
101658
3
11.53
1.10
298
6
39226 19271
120929
3.5
11.70
1.25
3.46
6.5
40613 19960
140889
4
11.86
1.39
3.95
7
42018 20658
161547
4.5
11.99
1.50
4.45
7.5
43441 21365
182912
5
12.12
1.61
4.96
8
Regression
Output
Constant
9.34346
Ks = S/ZAb
= 28903.17
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)
Etgp =
20.00
Elev. Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riscr orifice coeff
H I n =
5
Number of Holes
I1Id =
2
Hole Dia. (in)
EI-II =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
I-12d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
Han =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
9.50
Elev Invert Barrel (ft)
Cdb =
0.60
Bat rel orifice coeff
7.68
Barreil Adjustment Factor
3
Page 4
Fah c. Ilna�" .

EMERGENCY WEIR
Page 5
Elevation
Cw
3
Weir coeff
Ecr.
=
4.06
Elev weir coef f (ft)
Lw
=
4.0
Weir Length
(ft)
Riser
Riser
Riser
Hole
Hole
Hole
Riser
Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir)
(orifice)
Spillway
Weir
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.07
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.15
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.27
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.44
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.66
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.92
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
4.20
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.6
4.48
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.3
4.74
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.7
4.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.3
5.14
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.5
5.28
0.0
0.0.-.
_ 0.0
0.0
0.0
0.0
0.00
16.2
5.38
0.0
0.0
0.0
0.0
0.0
0.0
0.00
18.2
5.43
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.3
5.45
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.7
5.44
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.4
5.41
0.0
0.0
0.0
0.0
0.0
0.0
0.00
18.8
5.37
0.0
0.0
0.0
0.0
0.0
0.0
0.00
17.9
5.27
0.0
0.0
0.0
0.0
0.0
0.0
0.00
15.9
5.16
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.8
5.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
11.7
4.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.9
4.84
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.3
4.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.9
4.67
0.0
0.0
0.0
0.0
0.0
0.0
0.00
5.8
4.61
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.8
4.55
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.1
4.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.4
4.38
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.2
4.31
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.5
SEAL
1K,u
J'�.;t'GMEEQ'.
�� 111 Rt�e��\\\`

Page 6
ROUTING OF INFLOW IIYDROGRAPI-1
THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t (hr)
efs
cf,
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.073
1
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.145
4
303.465
3.02
0.00
0.00
0.00
0.00
0.00
0.00
0.218
7
1315.01
3.07
0.00
0.00
0.00
0.00
0.00
0.00
0.290
12
3236.96
3.15
0.00
0.00
0.00
0.00
0.00
0.00
0.363
18
6372.76
3.27
0.00
0.00
0.00
0.00
0.00
0.00
0.436
26
11127
3.44
0.00
0.00
0.00
0.00
0.00
0.00
0.508
32
17803.3
3.66
0.00
0.00
0.00
0.00
0.00
0.00
0.581
36
26098
3.92
0.00
0.00
0.00
0.00
0.00
0.00
0.653
38
35505.4
4.20
0.60
0.00
0.00
0.00
0.00
0.60
0.726
39
45363.3
4.48
3.25
0.00
0.00
0.00
0.00
3.25
0.799
38
54628.7
4.74
6.69
0.00
0.00
0.00
0.00
6.69
0.871
36
62893.3
4.96
10.31
0.00
0.00
0.00
0.00
10.31
0.944
33
69606.2
5.14
13.55
0.00
0.00
0.00
0.00
13.55
1.016
30
74763.9
5.28
16.20
0.00
0.00
0.00
0.00
16.20
1.089
26
78418.9
5.38
18.16
0.00
0.00
0.00
0.00
18.16
1.162
22
80550.8
5.43
19.33
0.00
0.00
0.00
0.00
19.33
1.234
18
81163.1
5.45
19.67
0.00
0.00
0.00
0.00
19.67
1.307
15
80675.1 -
-, 5.44
19.40
0.00
0.00
0.00
0.00
19.40
1.380
13
79549.7
5.41
18.78
0.00
0.00
0.00
0.00
18.78
1.452
11
77979.7
5.37
17.92
0.00
0.00
0.00
0.00
17.92
1.597
8
74275.8
5.27
15.95
0.00
0.00
0.00
0.00
15.95
1.743
6
70127.7
5.16
13.81
0.00
0.00
0.00
0.00
13.81
1.888
4
65881.3
5.04
11.72
0.00
0.00
0.00
0.00
11.72
2.033
3
61919.1
4.94
9.86
0.00
0.00
0.00
0.00
9.86
2.178
2
58322.6
4.84
8.25
0.00
0.00
0.00
0.00
8.25
2.323
2
55120.5
4.75
6.90
0.00
0.00
0.00
0.00
6.90
2.469
- 1
52324.6
4.67
5.77
0.00
0.00
0.00
0.00
5.77
2.614
1
49894.1
4.61
4.84
0.00
0.00
0.00
0.00
4.84
2.759
1
47786.8
4.55
4.08
0.00
0.00
0.00
0.00
4.08
2.904
0
45957.5
4.50
3.45
0.00
0.00
0.00
0.00
3.45
3.267
0
42005.2
4.38
2.21
0.00
0.00
0.00
0.00
2.21
3.630
0
39375.1
4.31
1.48
0.00
0.00
0.00
0.00
1.48
5.45018 = maxinwm stage elevation
19.6692 = maximum discharge
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SavinVVoodt
PaoquotanCounty 'BzbbothCity
10yrSTORM
45
40
35
30
25
20
[515
10
5
0
0.000
1.000
2.000 3.000 4.080
^
Timo(krn)
a— INFLOW (cfs)
Ot

POND VOLUME CALCULATIONS
FOR
S:IHyman & Robey '051050722 - Don Williams Cooper Propertylexceh050722 POND VOLUME CALCULATIONS.xis
POND CALCULATIONS
AREA
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
ELEVATIONS
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
VOLUME CALCULATIONS
F2
110.019.02
22,528.69
7,490.33
16,166.14
11,675.13
4,452.90
3,264.13
32,858.89
F
3.00
1.33
-1.00
1.33
0.00
4.06
F3
MAIN BASIN VOLUME
64,745.26
FOREBAY VOLUME
15,104.42
PERMANENT POOL VOLUME
79,849.68
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
18.92%
TEMP. STORAGE VOLUME (1" RUNOFF)
33,325.29
TEMPORARY STORAGE OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 3.18
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION 0.00
PP DEPTH READS ... SEDMENT SHALL BE REMOVED 3.00
FOREBAY
SEDIMENT REMOVAL ELEVATION / .5
PP DEPTH READS ... SEDMENT SHALL BE REMOVED l' �� 2.25
18550
1/24/2007 9:31 AM c e��
Rp\\\\\\\\ PAGE 1 OF 1

NCDENR
North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s). Fax or email this completed form along with a narrative
and vicinity man of the project location to the appropriate One -Stop Coordinator;
• Fayetteville or Raleigh Region -David Lee 919.791-4203; [e-mail]
• Mooresville& Asheville Region -Patrick Grogan 704-663.3772orPatric [e-mail]`RECEAVED
• Washington Region -Lyn Hardison [e-mail]
• Wilmington Region -Cameron Weaver 910-350-2004 or Cameron. [e-mail] FEB Wml /
Project application received after 12 noon will be stamped in the following work day. F� 11A�F,,YdQ
APPLICANT Name Don S_ Williams Sr `/-1n J ARO
Company
Address 307 N. Currituck _t_igad City/State Currituck, NC Zip 27929
PROJECT SYSTEM(S) TRIBUTARY TO Knobbs CreekSURFACE WATER CLASSIFICATION CSW
PROJECTName savin Woods County Pas quotank
PRr),IFCT I MATIM (Ar)r)RFRR) End of SAvin Road ( SR 1 1 47 ) on the north side
iWURJbb \A,y/OWM-'-"""-' -- LIFT - - - -
Phone [phone] Fax [phone] Email N/A
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required Yes x No
❑ STREAM ORIGIN Determination: ofStreamcalls; Stream Name
® STORMWATER ❑Low Density ® High Density -Detention Pond ❑. High Density -Other
❑ Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off Site
WETLANDS MUST BE ADDRESSED BELOW
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
® LAND QUALITY ® Erosion and Sedimentation Control Plan with 16 acres to be disturbed.(CK # 5226 (for DENR use))
❑ WETLANDS (401): Check all that aooly
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 401
404 Application in Process w/ US ACOE: ❑ Yes ❑ No /
Perennial, Blue line stream, etc on site ❑ yes ❑ No
Isolated wetland on Property ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
Application required: []Yes ❑ No If YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ❑ No
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application fee, to be
charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
Fee Split for multiple permits: (Check # 92-9 ) Total Fee Amount $ 6M -)
SUBMITTAL
DATES
Fee
SUBMITTAL DATES
Fee
CAMA
1
Variance Ma'; Min
SW HD; LD
2- -c> -7
—1
401:
LDS
Z- D 1
L 33. 3 3
Stream Deter,_

Human & Robey, PC
Consulting Engineers and Land Surveyors [phone] Office
[phone] Office
[phone] Fax
Scott Vinson
Division of Water Quality -Surface Water Section
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Permit
Savin Woods
Project # 050722
Dear Mr. Vinson:
February 8, 2007
09EVE6VED
iy
FEB 2007
DWQ-WARD
Enclosed for your review and approval, please find the following items:
Two (2) copies of sheets 1, 2, 4, 5, and 6 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 $4000.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
cc: file
Don Williams
Sincerely,
Sean C. Robey, P.E.
`4 ` '��
Kimberly Dim
Project Manager
P. O. Box 339, Camden, NC 27921