SW7070908_HISTORICAL FILE_20210726

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
Id 720
YYYYMMDD

W a IZ�D
ROY COOPER
Governor
JOHN NICHOLSON
Intertrn Secretory
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
July 26, 2021
City of Elizabeth City
Attention: Montre' Freeman, City Manager
P.O. Box 347
Elizabeth City, NC 27907-0347
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7070908
Elizabeth City Pasquotank County Airport Master Plan
Pasquotank County
Dear Mr. Freeman:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7070908 for a stormwater treatment system consisting of a wet
detention basin serving the Elizabeth City Pasquotank County Airport located at 1028
Consolidated Road, Elizabeth City, 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 a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Permit application forms for renewal can be found on our website at:
hftps://deq.nc.gov/about/divisions/energy-mineral-and-I a*nd-
resources/stormwater/stormwater-program/post-constructio,1-2. 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
rNer.thoroeancdenr gov.
Sincerely,
0( Roger K. Thorpe
Environmental Engineer
EF .yr North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
rmmN cwa w.
�% Washington Regional Office 1 943 Washington Square Mall I Washington, North Carolina 27889
252946.6481

-PROJECT I ESCRIPTION '
,N 1�xalizabeth City/ Pasquotank County Regional Airport
v Elizabeth City - North Carolina
August 7; 2007 Revised December j, 2007
lizabeth City/Pasquotank County Regional Airport is located at the intersection of
ops 0 NC 34 (Weeksville Hwy) and SR 1131 (Consolidated Road) adjacent to the US Coast
Guard Base. The airport occupies approximately 25 acres of land owned by The
Elizabeth City-Pasquotank County Airport Authority and the City of Elizabeth City. The
airport has developed a master plan for future expansion.
The stormwater design for this project will address improvements made in recent years
that were not permitted, as well as considering the maximum build out for the site. A
corporate hangar of 5,788 sf was constructed with the promise of completion of this
master plan. The corporate hangar is included in the area draining to the proposed
detention pond. Downspouts will be added to the hangar to insure that all runoff from the
hangar is directed to the pond. Another area that was added without permit modification
is 55,100 sf of asphalt apron located at the eastern end of the airport. Due to the location
of this apron and the fact that the drainage for the apron is tied in with drainage from the
Coast Guard Base, it is not practical to treat the runoff from the apron. We proposed to
offset the lack of treatment for this area by treating runoff from other existing impervious
surfaces and by increasing the level of treatment provided by storing a volume in excess
of the first two inches of runoff.
Drainage Area 1 contains 7.21 acres at the southwestern end of the airport. Most of this
land is currently vacant. Existing impervious areas from which runoff will be collected
and routed to the detention pond include 16,840 sf of T-hangars, the 5,788 sf corporate
hangar, 10,608 sf of concrete, and 11, 301 sf of asphalt. Total existing impervious area is
44,537 sf or 14% of the drainage area. Coverage shown within Drainage Area 1 on the
Stormwater Master Plan is only 55%, but the detention pond has been designed to treat
the first two inches of runoff from impervious surfaces totaling 80% of the drainage area
to allow for future development. The drawdown orifice has been sized to release the
volume of the I" rain over approximately 3 days. The detention pond will discharge into
the existing ditch along Consolidated Road that drains directly to the Pasquotank River.
Drainage Area 2 consists of the remaining ±17.79 acres of the airport from which runoff
is collected in a variety of underground drainage and curb and gutter that is all routed to
the large drainage ditch along Consolidated Road. The existing impervious coverage
within this area includes 0.46 acres of buildings and 7.15 acres of concrete and asphalt for
a total coverage of 7.61 acres or 43%.

According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on this site are Roanoke. Two soil borings were
performed in the area of the detention pond by Sean C. Robey, PE and Kimberly Hamby
on June 27, 2007. All soil borings were conducted with and AMS 2-3/4" diameter 6'
long hand mud auger. Boring 1 was located in an area where future hangars and taxiways
are proposed. The existing elevation in the area is approximately 6.5'. They first 6"
consisted of a clayey topsoil. From 6-36" was a silty clay. At 36" the soil changed to
pale gray silty sand. At 48", the soil became brightly colored sand with obvious moisture
present at 60". Boring 2 was located in the area of the detention pond adjacent to the
main drainage ditch along Consolidated Road. The elevation at this location is
approximately 7.0'. The first 6" was topsoil. From 6-36" was clay, from 36-48" was a
fine gray sand, and from 48-60" we encountered fine silty sand that was wet at 60". Both
borings are typical for Roanoke soils. Based upon these two borings, we estimate the
water table to be elevation 2.0. Permanent pool elevation for the detention pond has been
set at elevation 2.0.
As the future improvements shown in the master plan are not fully designed or planned to
be constructed in the near future, separate plan sheets have been provided to show
immediate construction plans along with erosion and sedimentation control devices and
limits of disturbance. The total disturbed area for this phase of the project will not exceed
3 acres. New construction plans will be submitted for review and approval prior to
expansion of the hangars or taxiways.

PERMANENT POOL DETENTION PONDS
Hyman & Robey, PC
DESIGN OF POND
150-A Hwy 158 East
Camden, NC 27921
Elizabeth City Airport
(252)-335-1888
10 Yr, 24 Hr Storm
12/03/07
DETENTION POND
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
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
LO
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:
7.21
ACRES
WATERSHED % IMPERVIOUS:
80
%
PERMANENT POOL ELEVATION:
2
FT
DESIGN PERMANENT POOL DEPTH:
4
FT
SA/DA PERCENTAGE FACTOR:
7
%
(FROM ABOVE
TABLE- TAKEN FROM
DESIGN OF STORM
WATER
CONTROL FACILITIES WORKSHOP MANUAL - PENC 1988)
POND SURFACE AREA REQ'D:
21985
SF
FOREBAY AREA:
6595
SF
AT WIDTH = 0.33 LENGTH,
WIDTH =
85.6052
LF
(BASED
UPON MINIMUM
SURFACE AREA)
LENGTH =
256.815
LF
Use these dimensions:
WIDTH
35
LF
LENGTH
630
LF
VOLUME OF V RAINFALL
AREA OF ROOFS: 2.88 AC
AREA OF PARKING/CONCRETE: 2.88 AC
AREA OF GREEN AREAS: 1.45 AC
VOLUME OF RUNOFF 21438.8 CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF I" RAINFALL = 2.97
Normal Pool Elevation 2
Impervious areas based on maximum of
80% coverage on 7.21 acre site
VOL (CF)=[(ROOF' 1.0)+(PARKING'.95)+(GRASS'0
0.97 FT
1e550
FAN
i C. FoA
Page I

DRAWDOWN - WATER QUALITY Paget
Q(2 DAYS) = 0.12407 CFS
Q(5 DAYS) = 0.04963 CFS
I" RUNOFF STAGE 1.90 FT *manually input for this project only
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1" RUNOFF OUTLET DEVICE: 1.84198 INCH DIA HOLE A=[Q/(Cd*SQRT(2gh))]*144
Rad: SQRT(A/PI)
Din. =2*Rad.
DIAMETER OF HOLE TO USE: 1.75 INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 3.16539 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 35 cfs
Tc = Time of Concentration = 9 min
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag Time (L) = (IA0.8*(S+l)A0.7)/(1900*YA0.5) for L in Hrs
where:
I = hydraulic length of watershed (11)
= 811
S = (1000/CN)-10
= 0.52632
CN = approximately same CN from TR-55
= 95
Y = avg. watershed land slope in %
= 0.18
S = (1000/CN)-10 =
0.52632
L= 0.35431
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 = 0.01995
hrs
Tp = 0.36428
hrs = 21.8568 min
Volume under Hydrograph = 1.39 *
Qp * Tp = 63800.1 Cubic Feet
,ttill r",n.
= SEAL =
1tl30
E�Q. .
......
4#
Cin pe�y

Inflow Hydrograph
Page 3
SCS Dimensionless Hydrograph
Time Discharge Time Discharge Volume
Ratio Ratio hr cfs cf
0.00 0.00 0.00 0
0.10 0.03 0.04 1 138
0.20 0.10 0.07 4 459
0.30 0.19 0.11 7 872
0.40 0.31 0.15 11 1423
0.50 0.47 0.18 16 2157
0.60 0.66 0.22 23 3029
0.70 0.82 0.25 29 3764
0.80 0.93 0.29 33 4269
0.90 0.99 0.33 35 4544
1.00 1.00 0.36 35 4590
1.10 0.99 0.40 35 4544
1.20 0.93 0.44 33 4269
1_30 0.86 0.47 30 3947
1.40 0.78 0.51 27 3580
1.50 0.68 0.55 24 3121
1.60 0.56 0.58 20 2570
1.70 0.46 0.62 16 2111
1.80 0.39 0.66 14 1790
1.90 0.33 0.69 12 1515
2.00 0.28 0.73 10 1285
2.20 0.21 0.80 7 1900
2.40 0.15 0.87 5 1349
2.60 0.11 0.95 4 982
2.80 0.08 1.02 3 707
3.00 0.06 1.09 2 505
3.20 0.04 1.17 1 367
3.40 0.03 1.24 1 266
3.60 0.02 1.31 I 193
3.80 0.02 1.38 1 138
4.00 0.01 1_46 0 101
4.50 0.01 1.64 0 115
5.00 0.00 1.82 0 0
Volume under hydrograph = 60601 cf
Based upon runoff volume = 63800.1 cf Depth req'd for minimum area = 2.89343
- Sasso
i/sF41W CI I1 0O,

STAGE STORAGE FUNCTION OF POND
Page 4
(FOR RECTANGULER DETENTION POND ONLY)
Pond Side Slope (M)
= 3
Minimum surface area taken at normal
water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE
In s In Z
Z est
Elevation
S
Z
sf cf cf
ft
22050 0 0
0
Surface area at normal
pool
2
24054 11526 11526
0.5
9.35 -0.69
0.54
2.5
26076 12533 24059
1
10.09 0.00
1.02
3
28116 13548 37607
1.5
10.53 0.41
1.50
3.5
30174 14573 52179
2
10.86 0.69
1.99
4
32250 15606 67785
2.5
11.12 0.92
2.50
4.5
34344 16649 84434
3
11.34 1.10
3.03
5
36456 17700 102134
3.5
11.53 1.25
3.57
5.5
38586 18761 120894
4
11.70 1.39
4.13
6
40734 19830 140724
4.5
11.85 1.50
4.71
6.5
42900 20909 161633
5
11.99 1.61
5.31
7
Regression Output
Constant
9.34346
Ks = S/Z^b
= 23585.64
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215
= b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND
SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY
W EMERGENCY
WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft)
4.89
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
5
Number of Holes
Hid =
2
Hole Dia. (in)
EH1 =
20.00
Elev. Holes (I)
-"•' 2j;•.• 9
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
- es ° c
EH2 =
20.00
Elev. Holes (2)
% tiGmee.
H3n =
0
Number of Holes
'iPFQN O,IiftOR��\;;``
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
9.50
Elev Invert Barrel (ft)
Barrell Adjustment
Factor
Cdb =
0.60
Barrel orifice coeff

EMERGENCY WEIR
Page 5
Elevation
Cw
Ecr
Lw
Riser
Hole
(1)
=
=
=
Riser
Hole
(2)
3
3.90
5
Riser
Hole
(3)
Weir coeff
Elev weir coeff (ft)
Weir Length (ft)
Riser Riser
(weir) (orifice)
Barrel
Principal
Spillway
Emergcy
Weir
2.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.09
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.16
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.26
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.39
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.55
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.72
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.89
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.06
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.22
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.38
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.51
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.64
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.74
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.83
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.90
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
4.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5
4.09
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.2
4.14
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.8
4.17
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.1
4.18
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.3
4.19
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.3
4.18
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.3
4.18
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.2
4.17
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.1
4.15
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.9
4.14
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.8
4.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.5
4.08
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.2
Z�,; SENT_
18550
�i ':FUgINEEP.� • C
"q[f CI I VkO�J\\,��

ROUTING OF INFLOW HYDROGRAPH
THROUGH POND AND OUTFLOW DEVICE Page
'
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
I(hr)
cfs
cf
Elevation
cfs
(1+2+3)
CIS
cfs
cfs
cfs
cfs
0.000
0
0
2.00
0.00
0.00
0.00
0.00
0.00
0.00
0.036
1
0
2.00
0.00
0.00
0.00
0.00
0.00
0.00
0.073
4
137.698
2.01
0.00
0.00
0.00
0.00
0.00
0.00
0.109
7
596.691
2.04
0.00
0.00
0.00
0.00
0.00
0.00
0.146
11
1468.78
2.09
0.00
0.00
0.00
0.00
0.00
0.00
0.182
16
2891.66
2.16
0.00
0.00
0.00
0.00
0.00
0.00
0.219
23
5048.93
2.26
0.00
0.00
0.00
0.00
0.00
0.00
0.255
29
8078.28
2.39
0.00
0.00
0.00
0.00
0.00
0.00
0.291
33
11842
2.55
0.00
0.00
0.00
0.00
0.00
0.00
0.328
35
16110.7
2.72
0.00
0.00
0.00
0.00
0.00
0.00
0.364
35
20654.7
2.89
0.00
0.00
0.00
0.00
0.00
0.00
0.401
35
25244.6
3.06
0.00
0.00
0.00
0.00
0.00
0.00
0.437
33
29788.7
3.22
0.00
0.00
0.00
0.00
0.00
0.00
0.474
30
34057.3
3.38
0.00
0.00
0.00
0.00
0.00
0.00
0.510
27
38004.7
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.546
24
41584.8
3.64
0.00
0.00
0.00
0.00
0.00
0.00
0.583
20
44706
3.74
0.00
0.00
0.00
0.00
0.00
0.00
0.619
16
47276.3
3.83
0.00
0.00
0.00
0.00
0.00
0.00
0.656
14
49387.7
3.90
0.00
0.00
0.00
0.00
0.00
0.00
0.692
12
51177.8
3.96
0.21
0.00
0.00
0.00
0.00
0.21
0.729
10
52664.3
4.01
0.53
0.00
0.00
0.00
0.00
0.53
0.801
7
55094.8
4.09
1.23
0.00
0.00
0.00
0.00
1.23
0.874
5
56673.4
4.14
1.77
0.00
0.00
0.00
0.00
1.77
0.947
4
57559.7
4.17
2.10
0.00
0.00
0.00
0.00
2.10
1.020
3
57992.4
4.18
2.26
0.00
0.00
0.00
0.00
2.26
1.093
2
58105.8
4.19
2.31
0.00
0.00
0.00
0.00
2.31
1.166
1
58005.6
4.18
2.27
0.00
0.00
0.00
0.00
2.27
1.239
1
57778
4.18
2.18
0.00
0.00
0.00
0.00
2.18
1.311
1
57472.6
4.17
2.06
0.00
0.00
0.00
0.00
2.06
1.384
1
57124.6
4.15
1.93
0.00
0.00
0.00
0.00
1.93
1.457
0
56755.7
4.14
1.80
0.00
0.00
0.00
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Page 7
Elizabeth City Regional Airport
Pasquotank County
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RE: Elizabeth City Airport
imap://cros.ncmai i.net:993/fetch°/u3 EUID°/n3 E/IN BOX"/o3 E 17075?h...
Subject: RE: Elizabeth City Airport
From: "Kim Hamby" <[e-mail]>
Date: Fri, 30 Nov 2007 15:42:59 -0500
To: "'Scott Vinson"' <[e-mail]>
Scott,
I really appreciate the "heads up" on this. I just resolved my
stormwater issues w/ Ernest yesterday, so I'm ready to get started on
these corrections. -
First of all, I have no clue why you don't have an original. I only
have a copy in my file. I am going to contact the applicant to see if
he was somehow given the original.
Second, I'd like to discuss this with you. We have used the 80% to
"master plan" the site. They really don't know exactly what they want
to build at this time.
Third - I understand completely. Sorry, I haven't dealt with this kind
of situation before. I'll make necessary corrections.
Please call me when you get a chance so that we can discuss the second
item.
Thank you,
Kim
-----Original Message -----
From: Scott Vinson [mailto:[e-mail]]
Sent: Tuesday, November 20,,2007 5:04 PM
To: Kim Hamby
Subject: Elizabeth City Airport
Kim,
I just wanted to let you know that there were some questions I had on
the airport
application. Please call or write if you have any questions. Below is
the letter. .
Thanks,
Scott
---------------------------------------------------------------------
November 19, 2007
Mr. Richard C. Olson, City Manger
City of Elizabeth City / Elizabeth City Pasquotank County Airport
Authority
PO Box 347
Elizabeth City, NC 27907
Subject: Stormwater Review SW7070908
Elizabeth City / Pasquotank County Regional Airport
Pasquotank County '
I oft 12/4/2007 11:47 AM

RE: Elizabeth City Airport
Dear Mr. Olson
imap://cm s.ncmai l.net:993/fetch°/n3 EUI D%3 E/INBOX%3 E l 7075?h...
This office received a Coastal Stormwater permit application and plans
for the subject project on September 10 2007. A preliminary review of
the project indicates that before a State Stormwater permit can be
issued the following additional information is needed.
1. Please provide the originally signed permit application and wet
pond supplement forms. Only copies were submitted.
2. As referenced in the narrative there is only 55% impervious area
within the wet pond drainage area. To conservatively design the
pond is acceptable and encouraged. However the amount of
impervious area listed under Section III, item 6 on the
application needs to represent what is actually proposed to be
built and shown on the plans (55% impervious, not 80%) Please
revise page 2 of the application to reference the actual amount of
impervious area that is shown on the plans and is proposed to be
constructed.
3. The calculations should also reference this conservative design so
that there is no misinterpretation on what is actually proposed to
be built. Please also keep in mind that the draw down orifice
should be based on drawing down just the 1" design storm within
2-5 days and not necessarily the excess storage provided. Again,
excess storage is praised and encourage, but if the draw down
orifice is based on a larger storm, then it will allow the 1"
first flush, or most polluted runoff, to leave the pond quicker
than 2 days. A 2.5" orifice will allow the actual 1" storm runoff
to drain out of the pond quicker then the 2 day minimum. Please
revise plans, calculations and forms as needed.
4. Please do not forget to seal, sign and date any revised plans &
calculations, and provide 2 copies of revised forms and plans.
The above requested information must be received in this office prior to
December 19, 2007 or your application will be returned as incomplete.
The return of this project will necessitate resubmittal of all required
items including the application fee. *If you need additional time to
submit the required information, please mail or fax your request for
time extension to this office at the Letterhead address.*
You should also be aware that the Stormwater Rules require that the
permit be issued prior to any development activity. Construction without
a permit is a violation of 15A NCAC 2H.1000 and North Carolina General
Statute 143-215.1 and may result in civil penalties of up to $10,000 per
day.
Please reference the Stormwater Project Number above on all
correspondence. If you have questions, please feel free to contact me at
[phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Sean Robey, PE
Washington Regional Office
2 of 2 12/4/2007 11:47 AM

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Please reference the Stormwater Project Number above on all correspondence. If you have questions, please
feel free to contact me at [phone].
Since rely,,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Sean Robey, PE
Washington Regional Office

HECEIVE®
i.��Id a v.
SEP 1 0 2007
Elizabeth City/ Pasquotank County Regional Airport
Elizabeth City - North Carolina
F.T.:= `✓ - ',_�-ye�...e _ �__�.^:�Y �' 't.'.�e'�+=--w=>'.Hi t, isr `�.� f � �#,:4 <•
The Elizabeth City/Pasquotank County Regional Airport is located at the intersection of
NC 34 (Weeksville Hwy) and SR 1131 (Consolidated Road) adjacent to the US Coast
Guard Base. The airport occupies approximately 25 acres of land owned by The
Elizabeth City-Pasquotank County Airport Authority and the City of Elizabeth City. The
airport has developed a master plan for future expansion.
The stormwater design for this project will address improvements made in recent years
that were not permitted, as well as considering the maximum build out for the site. A
corporate hangar of 5,788 sf was constructed with the promise of completion of this
master plan. The corporate hangar is included in the area draining to the proposed
detention pond. Downspouts will be added to the hangar to insure that all runoff from the
hangar is directed to the pond. Another area that was added without permit modification
is 55,100 sf of asphalt apron located at the eastern end of the airport. Due to the location
of this apron and the fact that the drainage for the apron is tied in with drainage from the
Coast Guard Base, it is not practical to treat the runoff from the apron. We proposed to
offset the lack of treatment for this area by treating runoff from other existing impervious
surfaces and by increasing the level of treatment provided by storing a volume in excess
of the first two inches of runoff.
Drainage Area 1 contains 7.21 acres at the southwestern end of the airport. Most of this
land is currently vacant. Existing impervious areas from which runoff will be collected
and routed to the detention pond include 16,840 sf of T-hangars, the 5,788 sf corporate
hangar, 10,608 sf of concrete, and 11, 301 sf of asphalt. Total existing impervious area is
44,537 sf or 14% of the drainage area. Coverage shown within Drainage Area 1 on the
Stormwater Master Plan is only 55%, but the detention pond has been designed to treat
the first two inches of runoff from impervious surfaces totaling 80% of the drainage area
or 5.76 acres. The detention pond will discharge into the existing ditch along
Consolidated Road that drains directly to the Pasquotank River.
Drainage Area 2 consists of the remaining t17.79 acres of the airport from which runoff
is collected in a variety of underground drainage and curb and gutter that is all routed to
the large drainage ditch along Consolidated Road. The existing impervious cover
within this area includes 0.46 acres of buildings and 7.15 acres of concrete and as
a total coverage of 7.61 acres or 43%. M. .e
According to the Pasquotank County Soils Maps as prepared by > SoafAL
Conservation Service, the soils on this site are Roanoke. Two soil bor§igs`:wer1e550
sFaN C. �Q�

performed in the area of the detention pond by Sean C. Robey, PE and Kimberly Hamby
on June 27, 2007. All soil borings were conducted with and AMS 2-3/4" diameter 6'
long hand mud auger. Boring 1 was located in an area where future hangars and taxiways
are proposed. The existing elevation in the area is approximately 6.5'. They first 6"
consisted of a clayey topsoil. From 6-36" was a silty clay. At 36" the soil changed to
pale gray silty sand. At 48", the soil became brightly colored sand with obvious moisture
present at 60". Boring 2 was located in the area of the detention pond adjacent to the
main drainage ditch along Consolidated Road. The elevation at this location is
approximately 7.0'. The first 6" was topsoil. From 6-36" was clay, from 36-48" was a
fine gray sand, and from 48-60" we encountered fine silty sand that was wet at 60". Both
borings are typical for Roanoke soils. Based upon these two borings, we estimate the
water table to be elevation 2.0. Permanent pool elevation for the detention pond has been
set at elevation 2.0.
As the future improvements shown in the master plan are not fully designed or planned to
be constructed in the near future, separate plan sheets have been provided to show
immediate construction plans along with erosion and sedimentation -control devices and
limits of disturbance. The total disturbed area`for this phase of the project will not exceed
3 acres. New construction plans will be submitted for review and approval prior to
expansion of the hangars or taxiways.

ELIZABETH CITY ^/ PASQUOTANK-
�' 'COUNTY REGIONAL AIRPORT: -±
, '1 • off, .....--.�...-�-r., �ti . _�. .. .._..,,. �.. .., - v�.�..j ^- _t_.. .. .... .....-..,^--., - .- �J � _, i.- _ �.. .._.,.v.._,... .._. �,
BORE LOCATION MAP XNE '27, 2'007 �0
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CONSO TED-RD.S.R 1131 (60'R%IN)��

V. 5V
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i i OFFICE USE ONLY
I% L'D,ate Rddeived'W K
I Fee Paid
Permit Number
SEP 1 U 200
_moo
D Q_WARO State of North Carolina 5WA-CK q/t i-o 7
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Rid'k� C- OLsm, Cifz.,Mmager City ob Elizabeth City
3. Mailing Address for person listed in item 2 above:
City: Fl i zahnth (-.i ty State: la^ Zip: 2=
Telephone Number: ( 252 ) 337-6864
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Elizabeth Citv/Pasouotank opunty Regicn31 Ain^nYY
5. Location of Project (street address):
1028 Omsolidsted Road
City: El i zalwth ri ty County: 23--p ntank
6. Directions to project (from nearest major intersection):
7. Latitude: 36016' Longitude: 760111 of project
8. Contact person who can answer questions about the project:
Name: Ki Therl y n Telephone Number: ( 2s? )
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Paee I of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
_Low Density X High Density _Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major x Sedimentation/Erosion Control _404/401 Permit X NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
All ruroff from Drairage Area 1 gill be collected usirn a c mbuation of tnciengrcund pipnia and
grassed stales. Ruroff will be routed to a detaition pod desiwiecl for 90% TSS remval The
first 2" of nmoff will be stored. Runoff frm the rest of the site will continue to chain as it
currEntly dam.
2. Stormwater runoff from this project drains to the R:i o rit-ank River basin.
3. Total Project Area: +25 acres 4. Project Built Upon Area: ±34 %
5. How many drainage areas does the project have? 2
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information , _
Drainage Area 1 =
; Draina a Area 2
Receiving Stream Name
Receiving Stream Class
3c;1— 3-6z
Drainage Area
7 .21 AC
Existing Impervious' Area
1.02 AC
7.61 AC
Proposed Impervious*Area
4.74 AC
-o-
% Impervious` Area (total)
+
Impervious`.Surface Aiea : •'..
Drainage Area 1
Drainage Area 2
On -site Buildings
2.88 AC
46 Pc
On -site Streets/PaVeiMt
2.88 AC
7.15 AC
On -site Parking
On -site Sidewalks
Other on -site
Off -site
Total: 5.76 Ac.
Total: 7.61 AC
mipervious area is belied as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

l/
,
7. How was the off -site impervious area listed above
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Bullt-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Nee 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
I iQ'tials
• Original and one copy of the Stormwater Management Perini[ Application Form _. U`✓
• One copy of the applicable Supplement Form(s) for each BMP /ter
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management G1t--
• Two copies of plans and specifications, including: ol�
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): rfimcn z pc 4, cr
Mailing Address: m n ,. 239
City: tit State: nr Zip: 7x3�1
Phone: I ?52 ) 335=18 i Fax: ( 252 ) '2"2�5s5q
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) gi chgrd n]=,On
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protectivepdl�pnants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. / �� ..
l p
Signature: V( _� Date: 0
Form SWU-101 Version 3.99 Page 4 of 4
19

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stotmwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: El i�EMth r1i t-c>�o-nr,r k njntc l Aii; rye
Contact Person: n;,+ar0 cs, Phone Number: (252 ) 2.27
For projects with multiple basins, specify which basin this worksheet applies to: rxa;n,-ge man 1
elevations
Basin Bottom Elevation _9-0am ft. (floor of the basin)
Permanent Pool Elevation 2•% ft. (elevation of the orifice)
Temporary Pool Elevation 3-90 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 22,(-Y97 sq. ft.
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DAl
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
Form SWU-102 Rev 3.99
7.21 ac.
5.76 ac.
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
3g,121 cu. ft. (combined volume of main basin and forebay)
49.376 cu. ft. (volume detained above the permanent pool)
7442 cu. ft. (approximately 20% of total volume)
7.0 (surface area to drainage area ratio from DWQ table)
2.5 in. (2 to 5 day temporary pool draw -down required)
9-75 in. (10 Year storm)
90 % (minimum 85% required)
Page I of 4

Footnotes:
1 When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
U� a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
0 k- d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
It. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
s — of -way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
(1NP)
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does H does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 0t does not incorporate pretreatment other than a forebay.
Form SWJ-102 Rev 3.99 Pace 2 cf 4

Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 2.25 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 2.0
Sediment Re oval El. —029 75
------- ------ -- Sediment Removal Elevation —1.0
Bottom Ele ation —1.0 1 %---------------------------------------------lz5!
FOREBAY
Bottom Elevation —2.0 25%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SW J-102 Rev 3.oQ paee 3 of d

All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Richard C. Olson
Title: CitY Marrxler, City OE izabeth City
Address: FO lDx 347 Elizabeth City, IQC 27907
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, `M10 roc r�r J. C c-cp& a Notary Public for the State of ,.N
County of - , do hereby certify that rA C c-N, lsor
personally appeared before me this 10" day of _(--\uk as\ , acN-s1 , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
UARIMNE 1. CBM
NOTARY PUBLIC
PASQUOTANN COUNIX NC
SEAL
My commission expires b - I k- pt(
Form SWt1-102 Rev 3.99 Page a of d

HYMAN Oo
SOLUTIONS FROM THE GROUND UP J-
,�
September 6, 2007
I
A S
Mr. Bill Moore
Dept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Permit
Elizabeth City— Pasquotank County Regional Airport
Proj. # 070169 }
Dear Mr. Moore:
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 Exemption Application b '
and Wet Detention Basin Supplement.
I
3. Two (2) copies of the project description, including soil boring data and,_zs
maps, and calculations.
4. Check in the amount of $420.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
Sincerely,
a�an C. Robey, P.E.
. � era ► .. k -�__ .
Kimberly D. 14amby
Project Manager
cc: file
r:y
Mr. Rich Olsonq'
Mr. Scott Hinton N,B'
'i.

Consulting Engineers and Land Surveyors [phone] Office
150 A US Highway 158 East, Camden, NC 27921 [phone] Office
[phone] Fax
Transmittal
Date
September 7, 2007
Number of pages including cover sheet
To
Mr. Bill Moore
Phone
Dept. of Environment & Natural Resources
Fax
Water Quality Section
943 Washington Square Mall
Washington NC 27889
From
Hyman & Robey
Phone
[phone]
PO Box 339
Camden NC 27921
Fax
[phone]
Subject
Elizabeth City Pasquotank County
Project
Ground Track
Regional Airport
070169
Please call
For your review
For your Approval
X
As you requested
for further
and comment
discussion
As we
For your Files
For your use
Other
discussed
Please call the above number if this fax was received in error or if you do not receive all of this transmission.
Message:

Consulting Engineers and Land Surveyors
150 A US Highway 158 East, Camden, NC 27921
Transmittal
[phone] Office
[phone] Office
[phone] Fax
Date
9/7/2007
Number of pages including cover sheet
2
To
Bill Moore
Phone
Fax
331-1291
From
Kimberly D. Hamby
Project Manager
Phone
[phone]
Fax ax
[phone]
Subject/
Project #
070169
EC -PC Airport
Sent Via
mail
Enclosures
Check in the amount of $85.00
Please call
For your review
For your Approval
As you requested
for further
and comment
discussion
As we
For your Files
For your use
X
Other
discussed
Message:
Bill,
We received an email from Samir regarding the fee change after we had put this project together. We have
attached a separate check for the difference.
Thank you, t
Kim v`i✓