SW7100113_HISTORICAL FILE_20210719

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
ALA 41 Z�2
YYYYMMDD

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
BRIAN WRENN
Director
Mr. Chris Fulcher
P.O. Box 250
Oriental, NC 28570
Dear Mr. Fulcher:
NORTH CAROLINA
Environmental Quality
July 19, 2021
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7080113
Gideon Creek Marina
Pamlico County
jJnIz0
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7080113 for a stormwater treatment system consisting of an
infiltration basin serving the Gideon Creek Marina located at 4146 Orchard Creek Road,
Oriental, NC expires on December 30, 2021. This is a reminder that permit renewal
applications are due 180 days prior to expiration. We do not have a record of receiving
renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Also, it was noted in the file review that a designer's certification that the
project was constructed in accordance with the approved plans as required by the
permit has not been submitted. Please include this with your application. Permit
application forms for renewal can be found on our website at:
https://deq. nc.gov/about/divisions/energy-mineral-and-land-
resources/stormwater/stormwater-program/post-construction-2. North Carolina General
Statutes and the Coastal Stormwater rules require that this property be covered under a
stormwater permit.
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 forms. You can request a copy by e-mailing me at
roger.thorpe(a.ncdenr.gov.
Sincerely,
Roger K. Thorpe
Environmental Engineer
�� North Carolina Department of Environmental Quality I Division of Energy. Mineral and Land Resources
Washington Regional Office 1943 Washington Square Mall I Washington, North Carolina 27889
mnpnmt I�a�n'nrwn
252,946.6481

Zn7�3
a
April 1, 2008
AVOLIS ENGINEERING, P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
Mr. Bill Moore
Environmental Engineer
Washington Regional Office
NCDENR - Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
RE: Gideon Creek Marina - Permit No. SW7080113
Pamlico County, North Carolina
Dear Bill:
APR 0 2 2008
Pursuant to our conversation yesterday regarding the stormwater submission for the proposed
Gideon Creek Marina, please accept this letter documenting measures undertaken on the project
to improve the quality of stormwater runoff for this project.
Enclosed with this letter is one copy of project plan C2 and C3 on which annotations have been
made. Additionally, please find one copy of Sheets 1, 2, 3, of the Stormwater Calculations for
the project.
As you can see based upon a review of our plans, the project basically has two separate drainage
basins. Drainage Basin #1 is located on the eastern side of Orchard Creek Road. The second
drainage basin is located on the western side of Orchard Creek Road.
For Drainage Basin #1, we are proposing a net increase in impermeable surfaces within this
drainage basin of approximately 523 square feet over that which exists today. However, the
arrangement and placement of the impermeable surfaces in this area will dramatically improve
runoff conditions beyond those which presently exist. This drainage basin is submitted as a low
density basin with a proposed total built -upon percentage of 12.4%. The impermeable surfaces
are proposed to be installed in such a manner that the majority of the surface water runoff is
being directed away from the surface water and towards vegetated areas on the site and
ultimately to the vegetated swales located parallel to Orchard Creek Road. Additionally, the
impermeable areas are disbursed throughout the drainage basin. The Neuse Riparian Buffer
areas are being honored and a significant amount of impermeable surfaces have been removed
from the Neuse Riparian Buffer areas.

Drainage Basin #2, located on the western side of Orchard Creek Road is designed to employ an
engineered stormwater system. Considering the adjacent SA waters, an infiltration system is
required. All stormwater runoff from the impermeable surfaces within this drainage basin are
being direction to the proposed infiltration basin. A bypass system is proposed for directing
excess runoff beyond the design treatment volume to a vegetated buffer located upgradient of the
Neuse Riparian Buffer area. As designed, the engineered stormwater system captures and treats
the required design volume for this drainage basin.
It is requested that you consider this additional information and proceed with the issuance of the
Stormwater Permit for this project. Should you have any questions relating to this matter, please
do not hesitate to call.
Sincerely,
UK'olis, P.E.
President

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Hydrograph Summary Reort
f o� Page 1
Hyd.
No.
Hydrograph
type
(origin) .
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(cult)
Return
period
(Yra)
Inflow
hyd(s)
Maximum
elevation
(h)
storage
(Cuft)
MaximumLDev.1
1
SCS Runoff
4.42
1
724
12,997
1
—
2
SCS Runoff
5.9
2
724
17,913
1
-
POST D� .? Y��S — /J o /7
3
Reservoir
1.99
2
742
12,486
1
2
4.08
7,264
PostDPostev.1 �'7.idCLl+ 11
1,R5�•%
Proj. file: 03148_GIDEON CRE11KADIF
file: NEW BERN.IDF
Run date: 01-16-2008
0
w

Hydrograph Report
Page 1
ly
Hyd. No. 1
Pre Dev. 1 Year Storm
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 2.37 ac
= 0.4 %
= TR55
= 3.70 in
= 24 hrs
English.
Peak discharge = 4.42 cfs
Time interval =
1 min
Curve number =
76
Hydraulic length =
580 ft
Time of cone. (Tc) =
4.3 min
Distribution =
Type III
Shape factor =
484
Total Volume = 12,997 tuft
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
10.45
0.04
16.85
0.14
23.25
0.06
10.65
0.06
17.05
0.13
23.45
0.06
10.85
0.08
17.25
0.13
23.65
0.06
11.05
0.11
17.45
0.12
23.85
0.06
11.25
0.15
17.65
0.11
11,45
0.22
17.85
0.11
11.65
0.48
18.05
0.10
...End
11.85
1.17
18.25
0.10
12.05
4.41
18.45
0.10
12.25
1.96
18.65
0.10
12.45
1.13
18.85
0.09
12.65
0.61
19.05
0.09
12.85
0.52
19.25
0.09
13.05
0.42
19.45
0.09
13.25
0.39
19.65
0.09
13.45
0.37
19.85
0.09
13.65
0.34
20.05
0.08
13.85
0.32
20.25
0.08
14.05
0.29
20.45
0.08
14.25
0.28
20.65
0.08
14.45
0.27
20.85
0.08
14.65
0.26
21.05
0.07
14.85
0.24
21.25
0.07
15.05
0.23
21.45
0.07
15.25
0.22
21.65
0.07
15.45
0.20
21.85
0.07
15.65
0.19
22.05
0.14
15.85
0.18
22.25
0.07
16.05
0.16
22.45
0.07
16.25
0.16
22.65
0.07
16.45
0.15
22.85
0.06
16.65
0.14
23.05
0.06

TR55 Tc Worksheet
Page 1
Iy
Hyd. No. 1
Pre Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 150.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 0.3 %
Travel Time .....................................
Shallow Concentrated Flow
.. = 3.6 min
Flow length
= 50 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................ = 0.7 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 1.0 %
Manning's n-value
= 0.030
Velocity
= 3.02 ft/s
Flow length
= 0.0 ft
Travel Time ........................................
= 0.0 min
Total Travel Time, Tc ........................ = 4.3 min

Hydrograph Report
Page 1
13/
English
2
)
POST Dev. 1 Year
POST De
_.
Storm N 1 L)
$ Ae7)�J
Hydrograph type
= SCS Runoff
Peak discharge =
5.99 cfs
Storm frequency
= 1 yrs
Time interval =
2 min
Drainage area
= 2.81 ac
Curve number =
81
Basin Slope
= 0.4 %
Hydraulic length =
580 ft
Tc method
= TR55
Time of conic. (Tc) =
3.9 min
Total precip.
3.70 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Total Volume = 17,913 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
9.77
0.06
22.57
0.08
10.17
0.09
22.97
0.08
10.57
0.14
23.37
0.07
10.97
0.20
23.77
0.07
11.37
0.34
11.77
1.31
12.17
3.49
...End
12.57
0.91
12.97
0.60
13.37
0.49
13.77
0.42
14.17
0.36
14.57
0.33
14.97
0.30
15.37
0.26
15.77
0.23
16.17
0.20
16.57
0.18
16.97
0.17
17.37
0.15
17.77
0.14
18.17
0.13
18.57
0.12
18.97
0.12
19.37
0.11
19.77
0.11
20.17
0.10
20.57
0.10
20.97
0.09
21.37
0.09
21.77
0.08
22.17
0.09

TR55 Tc Worksheet
Page 7
I dl
Hyd. No. 2
POST Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 150.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 0.2 %
TravelTime ........................................ = 3.9 min
Shallow Concentrated Flow
Flow length
= 0 ft
Watercourse slope
= 0.5 %
Surface description
= Paved
Average velocity
= 1.44 ft/s
Travel Time ........................................
= 0.0 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 1.0 %
Manning's n-value
= 0.030
Velocity
= 3.02 ft/s
Flow length
= 0.0 ft
Travel Time ........................................ = 0.0 min
Total Travel Time, Tc ........................ = 3.9 min

Hydrograph Report
Page 1
Hyd. No. 3
Post Dev. 1-Yr. Storm Ziy C, L L)151
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time interval
Inflow hyd. No. = 2 Reservoir name
Max. Elevation = 4.08 ft Max. Storage
storage Indication method used
Hydrograph Discharge Table
Time Inflow
(hrs) cfs
12.40 1.82
12.80 0.70
13.20 0.51
13.60 0.45
14.00 0.38
14.40 0.34
14.80 0.31
15.20 0.28
15.60 0.24
16.00 0.21
16.40 0.19
16.80 0.18
17.20 0.16
17.60 0.14
18.00 0.13
18.40 0.12
18.80 0.12
19.20 0.11
19.60 0.11
20.00 0.10
20.40 0.10
20.80 0.10
21.20 0.09
21.60 0.09
22.00 0.08
22.40 0.08
22.80 0.08
23.20 0.08
23.60 0.07
24.00 0.07
24.40 0.00
End
English
= 1.99 cfs
= 2 min
= INFILTRATION BA
= 7.264 cult
Total Volume = 12,486 cuft
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B
Wr C Wr D Outflow
ft
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
4.08
- - --- --- 1.98 -
- - 1.98
4.00
- - - - 1.04 --
- - 1.04
3.96
- - - - 0.64 -
- - 0.64
3.94
- - - - 0.51 -
- - 0.51
3.93
- - - - 0.43 -
- - 0.43
3.92
- - - - 0.37 -
- - 0.37
3.92
-- -- - - 0.34 ---
--- - 0.34
3.91
- - - - 0.30 -
- - 0.30
3.91
- - - - 0.27 --
-- - 0.27
3.90
- - - - 0.23 -
- - 0.23
3.90
- - - - 0.21 -
- - 0.21
3.90
- - - - 0.19 -
- - 0.19
3.89
-- - -- - 0.18 -
-- -- 0.18
3.89
- - - - 0.16 -
- - 0.16
3.89
- - -- - - 0.15 --
- - - 0.15
3.88
- - - - 0.14 -
- - 0.14
3.88
- - - - 0.13 -
- - 0.13
3.88
- - - - 0.12 -
- - 0.12
3.88
- - - - 0.12 -
- - 0.12
3.88
- - - - 0.11 -
- - 0.11
3.88
-- - - - 0.11 -
- - 0.11
3.88
- - - - 0.10 -
- - 0.10
3.87
- - - - 0.10 -
--- - 0.10
3.87
- - - - 0.09 -
- - 0.09
3.87
- - - - 0.09 -
- - 0.09
3.87
- -- - 0.09 -
- - 0.09
3.87
- - - - 0.09 -
- - 0.09
3.87
- - - - 0.08 -
- - 0.08
3.87
- - - - 0.08 -
- - 0.08
3.87
- - - - 0.07 -
- - 0.07
3.86
- - - - 0.04 -
- - 0.04
ij

Reservoir Report
Page 1
1 ��
Reservoir No. 1 - INFILTRATION BASIN
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
ft
ft
0.00
3.00
0.50
3.50
1.00
4.00
1.50
4.50
Contour area Incr. Storage Total storage
sqft cuft cuft
4,841
0
0
6,282
2,781
2,781
8,838
3,780
6,561
8,838
4,419
10,980
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise in
= 0.0
0.0
0.0
0.0
Span in
= 0.0
0.0
0.0
0.0
No. Barrels
= 0
0
0
0
Invert El. ft
= 0.00
0.00
0.00
0.00
Length It
= 0.1
0.0
0.0
0.0
Slope %
= 0.50
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -
Yes
No
No
Stage / Storage I Discharge Table
Stage Storage Elevation Civ A
ft,
cuft
ft cfs
0.00
0
3.00 -
0.50
2,781
3.50 -
1.00
6,561
4.00 -
1.50
10,980
4.50 -
Weir Structures
[A]
Crest Len ft
= 6.0
Crest El. ft
= 3.85
Weir Coeff.
= 3.00
Eqn. Exp.
= 1.50
Multi -Stage
= No
English
IB] [C] [D]
0.0
0.0
0.0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
No
No
No
Tailwater Elevation = 0.00 ft
Note: All ouffims "ve been analyzed under inlet and ou0el control.
Civ B Clv C Civ D Wr A Wr B Wr C Wr D Discharge
cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - - 0.00
0.00 - - - 0.00
1.05 - - - 1.05
9.43 - - - 9.43

3 - Reservoir -1 Yr - Qp = 1.99 cfs
6
4
N
� 3
CY
2
1
0
0 5 10 15 20 25 30
Time (hrs)
/ Hyd. 2 / Hyd. 3

3 - Reservoir -1 Yr - Max. El. = 4.08 ft
5.0
4.6
4.2
m
w 3.8
3.4
3.0
0 5 10 15 20 25 30
Time (hrs)

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SHEET NUMBER g
PAMLICO COUNTY, NORTH CARG_

ORIENTAL AREA PROHIBITED PAMLICO COUNTY
Areas F-5 (Map 20) (Prohibited Areas are Hatched)
(a) Oriental Area — All those waters upstream of a line beginning at a point 350 01.0744' N -760
42.1550' W on the west shore near Windmill Point; running northeasterly to a point 350
01,6684' N -760 40.8829' W on the east shore near Whittaker Point, to include Greens Creek,
Kershaw Creek, Smith Creek, Camp Creek, Oriental Harbor and Whittaker Creek.
(b) Pierce Creek — All those waters in Pierce Creek upstream of a straight line across the mouth
of the creek beginning at a point 350 02.4341' N -760 39.7658' W on the north shore; running
southerly to a point 350 02.3740' N -760 39.7891' W on the south shore.
(c) Orchard Creek — All those waters in Orchard Creek upstream of a straight line across the
mouth of the creek beginning at a point 350 03.4756' N -760 38.2818' W on the north shore;
running southerly to a point 350 03.2032' N -760 38.4565' W on the south shore.
(d) Broad and Brown Creek Area — All those waters in Broad and Brown Creeks upstream of a
straight line beginning at a point 350 05.5245' N -760 37.4195' W on the north shore; running
southerly to a point 35' 05.2621' N -760 37.5030' W on the south shore.
(e) River Dunes Marina — All those waters in the River Dunes Marina Basin upstream of a line
beginning at a point 350 05.3130' N -760 36.3525' W on the shore north of the entrance canal;
running northwesterly to a point 350 05.3195' N -760 36.3670' W in Broad Creek; running
southwesterly to a point 350 05.2687' N -760 36.4007' W in Broad Creek; running southeasterly
to a point 350 05.2613' N-76136.3841' W on the shore south of the entrance canal.

,.Mason Creek pio3 6 e n _ ^t i�pc ,y tip- 1,%r,-.SWlridell Bay 01036r ' •,0103:6a �i.
LAI _ - Spring Creek
oir�114 �1
�� BUMnC k ' it 'PX a CooN �' lap 010a1bt
}t . 0103.7 J �� i .mW ]bll d I�I�It '.✓. `•� C_�..K ••� t
L., Braetl creek
(Bmetl Creek)
W Qh" riH'.�1
B1wvb
!lI fr� eeaar a eekl f '`
4 av 0103)bI Will g �-.. 010a]le
Dve ' \ j • i(I([ 4{' tit,*'
{ tti 9 oeU C eek T buiary oast ` P10] )Llaek \ N 1�k, ''
eM Gtleon Geek �' 11 of Tar Creek 'U/ ,( i�twsY4.` i �a• Or ) f
` Unnamed Tributary west of Dewey Point Smdh and Morns Creeks
ti
0103 7 c �
Orchard and Old �-
House Creeks
/ ` Kershaw Creek 0103 7f vt 'r j ' `S) vnn• 01037 d '1l a LOGO
Pierce CreeknHPtnv'�
'Greens Creek
Whittaker Creek t
e y..
• � 'Unnamed eastern tributary 0103 7 g I; ,,- T r fri` ° r•j - .0104 a b Greens Creek ` e�s .
of Dawson Creek
J�,7 �o" �t "y ri 'vim i � ,'. `"r�Z � `� 01037.E iii �-• 01o37fvtl Shop Gut Creek :c ' , � i
h (%��ca,iv Unnamed.tnbutary... ' •. ^. /+,. ;'.`,
r
„ �:/ --� z- Ne --�a-dl 1 i �. +. � on the south shore .0103 7 f i Unnamedtributary rTIr
' rt of Greens Creek - on the south shore
Dawson Creek 0104 4 c c ' - ' > ;$. ,• w `
r > I f s t �, of Greens Creek ,( r ar r ztl t e rss
OW37.g it e by is i n.GO� .,v r • ix v ' .01038c Garbacon Creek :car'
! I E• x O�t R F=?" �.. .,Jar Oirony-
Unnamed tributaryi��C`....`
Z 1 V, of Dawson Creek j Sandy Huss Creek )
all 1a., « r a s root (at mouth) •� a-\`R�i. owrw ; 0103 8 b x
.r �1 .�`r�tlii� i FT i� �,h .r,� t -a v. y.t•, e `U C) U,naMn+ t •I:-. _ .
M"'oos" `. t _Dumplino Creek _
s _
'.• f� ea.cn c`JPo i � F• z•;, r`- `<' � s Delamar Creek 0103 8 b ii ysr r/ -.0103
.1 ,` ! f t Godfrey Creek 0103 s b �T �,,�tL. Jonaquin Creek
01038 bvlli
This map was produced for illustrative purposes as a '` ' Y �''•� ° �/ 'y �..\+ f'`
general
uide to assist the ubkc. Informational tlata rr r ' , .,.n ` �'�\ •a lv {I�"
s s
y used for this map were collected from federal, state / �}� ti i Y Cedar Creek
county, and pmate organizations. While every eflon •r f _ ��•�,
is made to keep this map accurate and up-to-date ' • J t r /-� -, - ' ; }`" .01044
it are not intended to replace any official source +'' • ra/
Under no circumstances shall the State of North Kellum Creek 1.0103 8 bY
Carolina be liable for any actions taken or omissions Jw. y, Y..,{ 1 : I - I V Cedar Creek'
made from reliance on any information contained herein t , rf •.
from whatever source nor shall the State be liable for P' P \ v it 'f% ]� t 0103 8 b vil
any other consequences from any such reliance t -Kearney Creek 0103 8 b iv
crailip >` r and Urinamed-
�2' Tributary , r o- 5'yr �-ti..� * .01038bvi Back Creek' rt
Background imagery are U.S. Geological Fishery Nursery Areas Fishery Nursery Areas
Survey 1:100,000-scale planimetric maps. min Primary
i;;Fi Permanent Secondary Map Datum: NAD83
® Special Secondary Map Projection: NC State Plane
Map Date: July 2006 MARINE
® Military Danger 1000 0 1000 2000 Yards
Zones and ^.—
Restricted Areas
locator map 0.8 0 0.8 1.6 Miles
G=7 mientlwaterecwnclvdaemnon) Map 14