SW7080711_HISTORICAL FILE_20210629

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
/&47&
11�20
YYYYMMDD

ROY COOPER
Govemor
JOHN NICHOLSON
Interim Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
June 29. 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 SV 7080711
Elizabeth City-Pasquotank Aviation Research & Development
Commerce Park, Ph 1
Pasquotank County
Dear Mr. Freeman:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7080711 for a stormwater treatment system consisting of four
wet detention ponds serving the Elizabeth City-Pasquotank Aviation Research &
Development Commerce Park, Ph 1 located at 1049 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:
https://deq.nc.gov/abouUdivisions/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 cnncdenr.gov.
Sincerely,
4�✓//� x—� �
Ro er K. Thorpe
Environmental Engineer
North Carolina Department of Environmental Quality i Division of Energy. Mineral and Land Resources
Washington Regional Office 1 943 Washington Square Nall 1 Washington North Carolina 27889
252.946.6481

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I' STORMWATER/DRAINAGE NARRATIVE
JUL .I 3 2008 Elizabeth City — Pasquotank Aviation Research
And Development Commerce Park
r - - Elizabeth City - North Carolina
-:,. il r 2-- .
pr4; Mg-, rev. July 16; 2008
A
The Elizabeth City Aviation Center is located on SR 1131 (Consolidated Road) across
from the US Coast Guard Base and the Elizabeth City-Pasquotank County Airport. The
Center will be constructed on 63.66 acres that are zoned O & I (office and institutional)
and 1-1 (industrial) and a portion of the required improvements will be constructed within
the NCDOT right-of-way and on the Coast Guard Base. The site will be served by public
water and sanitary sewer.
Construction of the Center will include water and sewer installation, roadway
construction with related drainage, a taxiway which will cross Consolidated Road and
connect to an existing taxiway "Gulf' on the Coast Guard property, four detention ponds,
and widening of Consolidated Road.
The drainage for the Aviation Center consists of several elements. First is the re-routing
of the existing road side ditch along Consolidated Road. It is necessary to re-route this
drainage to provide storm water treatment to the existing DRS site and to provide an
adequate outlet for the Aviation Center. It should be noted that the re-routing of the ditch
does not involve filling of the existing drainage ways. Only diversions will be placed
within the in the existing ditch. The upstream diversion will be created by plugging a
culvert and constructing a headwall wing across the end of the pipe to route all upstream
stormwater into the diversion ditch. The other diversion will also be the wing of a
headwall, but it will act as a weir. The weir will allow the runoff from the 1" storm from
Drainage Area 4 to be directed to Detention Pond D. The weir is designed to be topped
when the design storm exceeds I". The 1" storage elevation is 3.75 and the elevation of
the top of the weir is to be 4.50.
All runoff from Drainage Area 4 is directed to Detention Pond D. Drainage Area 4
contains the existing DRS site as well as the new parking lot that is adjacent to Detention
Pond D. Drainage Area 4 also incorporates existing runoff from Taxiway "Gulf' as
shown on the attached map in red, and the runoff from 23,334 sf of the new taxiway way
as shown in orange. We are picking up the runoff from 39,164 sf of Taxiway Gulf (red)
as a trade off for the storm water runoff from 39,150 sf of the new taxiway that we are
unable to treat due to constraints placed on this project by the US Coast Guard (area
shown in blue). Runoff from another 45,067 sf of Taxiway Gulf will also be treated
because it currently drains onto the DRS site.

All runoff from Drainage Area I will be directed to Detention Pond A. Runoff from Lot
1 will be required to be collected on the lot and routed to the pond forebay through
underground piping. Runoff from Lot 3 and a portion of Lot 2 will be routed to the pond
through the open ditch adjacent to the taxiway and the piped drainage system located
along Aviation Center Parkway. A portion of the proposed taxiway will also drain into
the pond through the open ditch. Although no piping has been shown in the ditch,
multiple aprons will be constructed for access to the taxiway. Each of these aprons will
require a culvert in excess of normal driveway culvert length. Impervious area within
Drainage Area I will include 64,380 sf of roadway, 29,480 sf of taxiway, up to 18,000 sf
of apron for access from the taxiway to the lots, and a maximum on each lot as follows:
Lot 1 = 198,899 sf, Lot 2 = 397,890 sf, and Lot 3 = 157,210 sf. (Note: for estimating the
breakdown between buildings and parking on the application, it has been assumed that
buildings will constitute 30% of the maximum impervious area.)
Drainage Area 2 contains the remainder of lot 2, a portion of Aviation Center Parkway
and a portion of the proposed taxiway. All of the runoff from this area will be directed to
Detention Pond B. It is expected that most of the runoff from the lot will be directed into
the piped drainage system along the road. Any runoff from the lot not directed to the
roadway system will drain to the ditch adjacent to the taxiway. As in Drainage Area 1,
this ditch is expected to contain multiple long culverts in the future. Impervious area
within Drainage Area 2 will include 49,250 sf of roadway, 64,900 sf of taxiway, up to
18,000 sf of apron for access from the taxiway to the lots, and a maximum on Lot I of
400,965 sf.
All runoff from Drainage Area 3 will be directed to Pond C. The only impervious area
within this drainage basin will be one-half of the proposed taxiway. Runoff will sheet
flow from the center of the taxiway to the open ditch with 3:1 side slopes.
Each of the four ponds has been designed for 90% TSS removal. Ponds A and D store
more than the required I" runoff. This is being done to address the pre -post runoff issues.
However, each drawdown orifice has been designed to release no more than the required
storage in a minimum of two days.
The seasonal water table for this project area is estimated to be approximately 2.0-2.5
and is reflected as the design value for the permanent pool of the detention ponds. This is
approximately 1-1.5 ft above the invert of the existing drainage along Consolidated
Road. This elevation is based upon our observation of the standing water level in the
Consolidated Road ditches as well as observations of other adjacent detention ponds
nearby (DRS). We have included in our application, a copy of the soils investigation
performed by S&ME last June -July. Their report states the result of drilling 15 bore
locations with a 24 hour observation period to yield a water table at 4.5' to 8' below
existing grade. Only B-1 and B-2 resulted in water table 8' below surface, B-3 through
13-15 range from 4.5' to 6.5' in areas where the existing grade ranges from about 6 to 7
for a water table estimate of 1.0 to 1.5. We feel this is low based upon time of the year
and the lack of rainfall during those months last year.

Disturbed area for the project will not exceed 75 acres. We anticipate the project to be
built under two separate construction contracts. We will likely have a taxiway contractor
working at the same time another contractor completes the new roadway and utilities.
Due the large amount of excavation required for the drainage and storm water treatment
portion of this project, we anticipate that much of the project will be disturbed at the same
time. Construction sequencing requires that the diversion ditch be constructed and
stabilized prior to construction of any of the detention ponds. The contractor will be
encouraged during pre -construction meetings to re -seed as soon as practicable. To help
with the possible sediment runoff, we are showing temporary stockpile locations
throughout the site. Based upon this we are requesting that the project not be limited to a
minimum disturbed acreage.

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0

PERMANENT POOL DETENTION PONDS
Hyman & Robey, PC
Page I
DESIGN OF POND
r: `
";
J
150-A Hwy 158 East
,'
Camden, NC 27921
Avialion Ccntcr - Pond A
JUL
18
2008
12521-335-1888
10 Yr, 24 Hr Storm
04/24/08
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 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 :
29 89 ACRES
WATERSHED % IMPERVIOUS:
0 %
PERMANENT POOL ELEVATION:
1.5 FT
DESIGN PERMANENT POOL DEPTH:
3 5 FT
SA/DA PERCENTAGE FACTOR:
(,/ %
IFROMABOVETABLE
- TAKENFROMDESIGNOFSTORMWATER
CONTROL FACILITIES
WORKSHOP MANUAL -PENC 19SH)
POND SURFACE AREA REQ'D: 87235 SF
FOREBAY AREA: 26170 SF
AT WIDTH = 0.33 LENGTH,
WIDTH = 170.523 LF (BASED UPON MINIMUM SURFACE AREA)
LENGTH = 511.57 LF
Use these dimensions: WIDTH 46 82 LF
LENGTH 2160 LF
VOLUME OF l" RAINFALL
AREA OF ROOFS: 5,19 AC
AREA OF PARKING/CONCRETE: 14.a9 AC
AREA OF GREEN AREAS: 10.01 AC
VOLUME OF RUNOFF 76765.4 CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF 1" RAINFALL = 3.19
Normal Pool Elevation 2.5
VOL (CF)=[( ROOF" 1.0)+(PARK ING'.95)+(GRASS ^0.2)1.43,560/12
0.69 FT

DRAWDOWN - WATER QUALITY
r Q(2 DAYS) = 0.44424 CFS
Q(5 DAYS) = 0.1777 CFS
Page 2
1" RUNOFF STAGE 0.91 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1" RUNOFF OUTLET DEVICE: 4.18983 INCH DIA HOLE
man ua II% I1put duc nunr
stni;igc than iapmcd
A=[Q/(Cd*SQRT(2gh))]* 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: # INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 3.13476 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 71 cfs
Tc = Time of Concentration = a I 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 Lin Hrs
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 = 0.86957
L= 0.67952 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= 0.09088 hrs
Tp =
0.72496
hrs
= 43.4977
min
Volume under Hydrograph
= 1.39 *
Qp *
Tp =
261195
Cubic Feet
0.86957
97
0.29

Inflow Hydrograph Page
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 2 564
0.20 0.10 0.14 7 1879
0.30 0.19 0.22 14 3570
0.40 0.31 0.29 22 5825
0.50 0.47 0.36 34 8832
0.60 0.66 0.43 48 12402
0.70 0.82 0.51 59 15409
0.80 0.93 0.58 67 17476
0.90 0.99 0.65 71 18603
1.00 1.00 0.72 72 18791
1.10 0.99 0.80 71 18603
1.20 0.93 0.87 67 17476
1.30 0.86 0.94 62 16160
1.40 0.78 1.01 56 14657
1.50 0.68 1.09 49 12778
1.60 0.56 1.16 40 10523
1.70 0.46 1.23 33 8644
1.80 0.39 1.30 28 7328
1.90 0.33 1.38 24 6201
2.00 0.28 1.45 20 5261
2.20 0.21 1.59 15 7779
2.40 0.15 1.74 11 5525
2.60 0.11 1.88 8 4021
2.80 0.08 2.03 6 2894
3.00 0.06 2.17 4 2067
3.20 0.04 2.32 3 1503
3.40 0.03 2.46 2 1090
3.60 0.02 2.61 2 789
3.80 0.02 2.75 1 564
4.00 0.01 2.90 1 413
4.50 0.01 3.26 0 470
5.00 0.00 3.62 0 0
Volume under hydrograph = 248097 cf
Based upon runoff volume = 261 195 cf Depth req'd for minimum area = 2.36386

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
110495
0
0
0
Surface area at normal pool
2.5
117725
57055
57055
0.5
10.95
-0.69
0.56
3
124972
60674
117729
l
11.68
0.00
1.05
3.5
132238
64302
182032
1.5
12.11
0.41
1.53
4
139521
67940
249971
2
12.43
0.69
2.01
4.5
146823
71586
321557
2.5
12.68
0.92
2.50
5
154142
75241
396798
3
12.89
1.10
3.00
5.5
161479
78905
475704
3.5
13.07
1.25
3.51
6
168835
82579
558282
4
13.23
1.39
4.04
6.5
176208
86261
644543
4.5
13.38
1.50
4.57
7
183600
89952
734495
5
13.51
1.61
5.12
7.5
Regression
Output:
Constant
9.34346
Ks
= S/Z^b
= 111885.1
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) 4.86
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
;
Number of Holes
Hld =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20 00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
N.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
20,00
Elev Invert Bartel (ft) Bartell Adjustment Factor
Cdb =
0.60
Barrel orifice coeff
3
Page 4

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
3 41
Elev weir coeff (ft)
Lw,
=
?U
Weir Length
(ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser
Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir)
(orifice)
Spillway
Weir
2.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.51
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.54
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.58
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.64
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.73
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.85
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.98
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.13
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.28
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.43
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
3.58
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.1
3.70
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.5
3.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.9
3.88
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.6
3.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
23.2
3.97
0.0
0.0
0.0
0.0
0.0
0.0
0.00
25.4
3.99
0.0
0.0
0.0
0.0
0.0
0.0
0.00
26.4
3.99
0.0
0.0
0.0
0.0
0.0
0.0
0.00
26.6
3.99
0.0
0.0
0.0
0.0
0.0
0.0
0.00
26.2
3.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
24.7
3.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
22.2
3.88
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.4
3.84
0.0
0.0
0.0
0.0
0.0
0.0
0.00
16.7
3.79
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.2
3.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
12.0
3.72
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.2
3.68
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.6
3.66
0.0
0.0
0.0
0.0
0.0
0.0
0.00
7.3
3.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.3
3.58
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.1
3.54
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.8

ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE Page
'
Total
Riser
Riser
Riser
Darrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
CIS
cfs
cfs
cfs
cfs
0.000
0
0
2.50
0.00
0.00
0.00
0.00
0.00
0.00
0.072
2
0
2.50
0.00
0.00
0.00
0.00
0.00
0.00
0.145
7
563.73
2.51
0.00
0.00
0.00
0.00
0.00
0.00
0.217
14
2442.83
2.54
0.00
0.00
0.00
0.00
0.00
0.00
0.290
22
6013.12
2.58
0.00
0.00
0.00
0.00
0.00
0.00
0.362
34
11838.3
2.64
0.00
0.00
0.00
0.00
0.00
0.00
0.435
48
20670.1
2.73
0.00
0.00
0.00
0.00
0.00
0.00
0.507
59
33072.1
2.85
0.00
0.00
0.00
0.00
0.00
0.00
0.580
67
48480.8
2.98
0.00
0.00
0.00
0.00
0.00
0.00
0.652
71
65956.4
3.13
0.00
0.00
0.00
0.00
0.00
0.00
0.725
72
84559.5
3.28
0.00
0.00
0.00
0.00
0.00
0.00
0.797
71
103350
3.43
0.22
0.00
0.00
0.00
0.00
0.22
0.870
67
121897
3.58
4.10
0.00
0.00
0.00
0.00
4.10
0.942
62
138302
3.70
9.47
0.00
0.00
0.00
0.00
9.47
1.015
56
151992
3.80
14.87
0.00
0.00
0.00
0.00
14.87
1.087
49
162767
3.88
19.61
0.00
0.00
0.00
0.00
19.61
1.160
40
170427
3.94
23.21
0.00
0.00
0.00
0.00
23.21
1.232
33
174892
3.97
25.39
0.00
0.00
0.00
0.00
25.39
1.305
28
176911
3.99
26.39
0.00
0.00
0.00
0.00
26.39
1.377
24
177352
3.99
26.61
0.00
0.00
0.00
0.00
26.61
1.450
20
176608
3.99
26.24
0.00
0.00
0.00
0.00
26.24
1.595
15
173435
3.96
24.67
0.00
0.00
0.00
0.00
24.67
1.740
11
168337
3.93
22.21
0.00
0.00
0.00
0.00
22.21
1.885
8
162269
3.88
19.38
0.00
0.00
0.00
0.00
19.38
2.030
6
156172
3.84
16.66
0.00
0.00
0.00
0.00
16.66
2.175
4
150368
3.79
14.19
0.00
0.00
0.00
0.00
14.19
2.320
3
145026
3.75
12.03
0.00
0.00
0.00
0.00
12.03
2.465
2
140250
3.72
10.19
0.00
0.00
0.00
0.00
10.19
2.610
2
136022
3.68
8.64
0.00
0.00
0.00
0.00
8.64
2.755
1
132300
3.66
7.35
0.00
0.00
0.00
0.00
7.35
2.900
1
129029
3.63
6.26
0.00
0.00
0.00
0.00
6.26
3.262
0
121888
3.58
4.10
0.00
0.00
0.00
0.00
4.10
3.625
0
117007
3.54
2.80
0.00
0.00
0.00
0.00
2.80
3.99157 = maximum stage elevation
26.6105 = maximum discharge

Page 7
Aviation Center - Pond A
Pasquolank County
10 yr STORM
80
70
60
■
0 50
m 40 1.
r ■ m.
ti 30
20 10
0.000 1.000 2.000 3.000 4.000
Time (hrs)
m INFLOW (cfs)
OUTFLOW (cfs)

POND VOLUME CALCULATIONS
FOR
SAHyman 8 Robey'071070528 - EC Aviation CthExce11070528 (A)POND VOLUME CALCULATIONS.xis
POND CALCULATIONS
AREA F2
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
AREA AT TOP OF SHELF
110,507.73
90,974.06
19,533.67
70,441.20
29,923.25
18,798 b6
12,642.49
140.974.70
135.017.40
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" STORAGE
2.50
2.00
-3.00
2.00
-2 00
3.00
3.41
VOLUME CALCULATIONS
F3
MAIN BASIN VOLUME BELOW SHELF
250,911.13
FOREBAY VOLUME BELOW SHELF
62,882.70
TOTAL VOLUME BELOW SHELF
313,793.83
AVERAGE POND DEPTH 4.02
MAIN BASIN VOLUME
291,264.94
FOREBAY VOLUME
72,465.83
PERMANENT POOL VOLUME
363,730.77
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
19.92%
VOLUME BELOW TOP OF SHELF
425,112.05
TEMP. STORAGE VOLUME (1" RUNOFF)
117,959.66
A I1 -JLAL
•/ 1A5o0 —
sFh'GINEEC•:�
��77I l l l l I I I 1111 1100
7/2/2008 10:19 AM PAGE 1 OF 1

PERMANENT POOL DETENTION PONDS
DESIGN OF POND
Aviation Center- Pond B
10 Yr, 24 HE Storm
DETENTION POND
F`"•.. ; '.; ; r . Hyman & Robey, PC
''150-A Hwy 158 East
JUL 1 Camden, NC 27921
8 2008 (252)-335-1888
r-'1[�) r,,,,� 04/21/08
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
Page I
% 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
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:
17.81
ACRES
WATERSHED % IMPERVIOUS:
70
%
PERMANENT POOL ELEVATION:
1.
FT
DESIGN PERMANENT POOL DEPTH:
5
FT
SA/DAPERCENTAGE FACTOR:
%
(FROM ABOVE TABLE
-TAKEN FROM DESIGN OF STORM
WATER
CONTROL FACILITIES
WORKSHOP MANUAL-PENC 198S*iSEAL
POND SURFACE AREA REQ'D:
38790
SF
FOREBAY AREA:
11637
SF
AT WIDTH = 0.33 LENGTH,
WIDTH =
113.71
LF
(BASED
UPON MINIMUM
SURFACE
AREA)0
LENGTH =
341.131
LF
3
•'F;vGINEEF:•'
Use these dimensions:
WIDTH
125
LF
C.IflpB"J
LENGTH
393 "'
LF
VOLUME OF P RAINFALL
Nonna[ Pool Elevation
2.5
AREA OF ROOFS:
276
AC
AREA OF PARKING/CONCRETE:
9AS
AC
AREA OF GREEN AREAS:
5.57
AC
VOLUME OF RUNOFF
46754.4
CF
VOL(CF)=[(ROOF'1.0)+(PARKING'.95)+(GRASS'0.2)1'43,560/12
STORAGE DEPTH FOR MINIMUM AREA = 0.95 FT
ELEVATION OF l" RAINFALL = 3.45

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.27057 CFS
Q(5 DAYS) = 0.10823 CFS
I" RUNOFF STAGE 0.95 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 3.23518 INCH DIA HOLE
DIAMETER OF HOLE TO USE: 1 75 INCH DIAMETER
1" STORM RUNOFF DRAWDOWN TIME 2.1265 DAYS
A=[Q/(Cd*SQRT(2gh))]* 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 45 cfs
Tc = Time of Concentration = 34 min
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag Time (L) = (IA0.8*(S+1)A0.7)/(1900*YA0.5) for Lin Firs
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 = 0.86957
L= 0.55977 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 I6-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.07537 hrs
Tp =
0.59745
hrs
= 35.8471
min
Volume under Hydrograph
= 1.39 *
Qp *
Tp =
134534
Cubic Feet
1 79()
= 0.86957
— 92
= 0.14
Page 2

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 0.06 I 290
0.20 0.10 0.12 5 968
0.30 0.19 0.18 9 1839
0.40 0.31 0.24 14 3000
0.50 0.47 0.30 21 4549
0.60 0.66 0.36 30 6388
0.70 0.82 0.42 37 7937
0.80 0.93 0.48 42 9001
0.90 0.99 0.54 45 9582
1.00 1.00 0.60 45 9679
1_10 0.99 0.66 45 9582
1.20 0.93 0.72 42 9001
1.30 0.86 0.78 39 8324
1.40 0.78 0.84 35 7549
1.50 0.68 0.90 31 6582
1.60 0.56 0.96 25 5420
1.70 0.46 1.02 21 4452
1.80 0.39 1.08 18 3775
1.90 0.33 1.14 15 3194
2.00 0.28 1.19 13 2710
2.20 0.21 1.31 9 4007
2.40 0.15 1.43 7 2846
2.60 0.11 1.55 5 2071
2.80 0.08 1.67 3 1491
3.00 0.06 1.79 2 1065
3.20 0.04 1.91 2 774
3.40 0.03 2.03 1 561
3.60 0.02 2.15 I 407
3.80 0.02 2.27 I 290
4.00 0.01 2.39 0 213
4.50 0.01 2.69 0 242
5.00 0.00 2.99 0 0
Volume under hydrograph = 127788 cf
Based upon runoff volume = 134534 cf Depth req'd for minimum area = 2.73249
Page 3

STAGE STORAGE FUNCTION OF POND
' (FOR RECTANGULER DETENTION POND ONLY)
Pond Side Slope (M) _
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
It
49235 0 0
0
Surface area
at normal pool
2.5
50801 25009 25009
0.5
10.13
-0.69
0.59
3
52384 25796 50805
1
10.84
0.00
1.08
3.5
53986 26593 77398
1.5
11.26
0.41
1.56
4
55606 27398 104796
2
11.56
0.69
2.03
4.5
57243 28212 133008
2.5
11.80
0.92
2.50
5
58899 29036 162043
3
12.00
1.10
2.97
5.5
60572 29868 191911
3.5
12.16
1.25
3.44
6
62264 30709 222620
4
12.31
1.39
3.91
6.5
63974 31559 254180
4.5
12.45
1.50
4.39
7
65701 32419 286599
5
12.57
1.61
4.87
7.5
Regression Output:
Constant
9.34346
Ks = S/ZAb
= 46279.75
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
Or =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft) 5.23
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
HIn =
5
Number of Holes
Hid =
2
Hole Dia. (in)
EHI =
20A11
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
2000
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
I S
Barrel Dia. (in)
Einv =
950
Elev Invert Barrel (11) Barrell Adjustment Factor
Cdb =
0.60
Barrel orifice coeff
93
Page 4

EMERGENCY WEIR Page
Elevation
Cw
Ecr
Lw
Riser
Hole
(1)
Riser
Hole
(2)
3 Weir coeff
3.45 Elev weir coeff (ft)
15 Weir Length (ft)
Riser
Hole Riser
(3) (weir)
2.50
0.0
0.0
0.0
0.0
2.50
0.0
0.0
0.0
0.0
2.51
0.0
0.0
0.0
0.0
2.54
0.0
0.0
0.0
0.0
2.60
0.0
0.0
0.0
0.0
2.67
0.0
0.0
0.0
0.0
2.78
0.0
0.0
0.0
0.0
2.92
0.0
0.0
0.0
0.0
3.09
0.0
0.0
0.0
0.0
3.26
0.0
0.0
0.0
0.0
3.45
0.0
0.0
0.0
0.0
3.63
0.0
0.0
0.0
0.0
3.79
0.0
0.0
0.0
0.0
3.92
0.0
0.0
0.0
0.0
4.01
0.0
0.0
0.0
0.0
4.07
0.0
0.0
0.0
0.0
4.10
0.0
0.0
0.0
0.0
4.11
0.0
0.0
0.0
0.0
4.10
0.0
0.0
0.0
0.0
4.07
0.0
0.0
0.0
0.0
4.05
0.0
0.0
0.0
0.0
3.98
0.0
0.0
0.0
0.0
3.92
0.0
0.0
0.0
0.0
3.86
0.0
0.0
0.0
0.0
3.81
0.0
0.0
0.0
0.0
3.76
0.0
0.0
0.0
0.0
3.72
0.0
0.0
0.0
0.0
3.68
0.0
0.0
0.0
0.0
3.65
0.0
0.0
0.0
0.0
3.63
0.0
0.0
0.0
0.0
3.61
0.0
0.0
0.0
0.0
3.56
0.0
0.0
0.0
0.0
3.53
0.0
0.0
0.0
0.0
Riser
Barrel
Principal
Emergcy
(orifice)
Spillway
Weir
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
3.4
0.0
0.0
0.00
8.9
0.0
0.0
0.00
14.4
0.0
0.0
0.00
18.8
0.0
0.0
0.00
22.0
0.0
0.0
0.00
23.8
0.0
0.0
0.00
24.1
0.0
0.0
0.00
23.4
0.0
0.0
0.00
22.2
0.0
0.0
0.00
20.7
0.0
0.0
0.00
17.6
0.0
0.0
0.00
14.6
0.0
0.0
0.00
11.8
0.0
0.0
0.00
9.6
0.0
0.0
0.00
7.7
0.0
0.0
0.00
6.2
0.0
0.0
0.00
5.1
0.0
0.0
0.00
4.1
0.0
0.0
0.00
3.4
0.0
0.0
0.00
2.8
0.0
0.0
0.00
1.7
0.0
0.0
0.00
1.1

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
t (hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
2.50
0.00
0.00
0.00
0.00
0.00
0.00
0.060
1
0
2.50
0.00
0.00
0.00
0.00
0.00
0.00
0.119
5
290.361
2.51
0.00
0.00
0.00
0.00
0.00
0.00
0.179
9
1258.23
2.54
0.00
0.00
0.00
0.00
0.00
0.00
0.239
14
3097.19
2.60
0.00
0.00
0.00
0.00
0.00
0.00
0.299
21
6097.58
2.67
0.00
0.00
0.00
0.00
0.00
0.00
0.358
30
10646.6
2.78
0.00
0.00
0.00
0.00
0.00
0.00
0.418
37
17034.5
2.92
0.00
0.00
0.00
0.00
0.00
0.00
0.478
42
24971.1
3.09
0.00
0.00
0.00
0.00
0.00
0.00
0.538
45
33972.3
3.26
0.00
0.00
0.00
0.00
0.00
0.00
0.597
45
43554.2
3.45
0.00
0.00
0.00
0.00
0.00
0.00
0.657
45
53232.9
3.63
3.41
0.00
0.00
0.00
0.00
3.41
0.717
42
62080.7
3.79
8.94
0.00
0.00
0.00
0.00
8.94
0.777
39
69159.8
3.92
14.37
0.00
0.00
0.00
0.00
14.37
0.836
35
74392.9
4.01
18.85
0.00
0.00
0.00
0.00
18.85
0.896
31
77888.5
4.07
22.03
0.00
0.00
0.00
0.00
22.03
0.956
25
79731.5
4.10
23.77
0.00
0.00
0.00
0.00
23.77
1.016
21
80039.6
4.11
24.06
0.00
0.00
0.00
0.00
24.06
1.075
18
79316.6
4.10
23.37
0.00
0.00
0.00
0.00
23.37
1.135
15
78064.1
4.07
22.20
0.00
0.00
0.00
0.00
22.20
1.195
13
76484.3
4.05
20.73
0.00
0.00
0.00
0.00
20.73
1.314
9
72985
3.98
17.61
0.00
0.00
0.00
0.00
17.61
1.434
7
69417.8
3.92
14.58
0.00
0.00
0.00
0.00
14.58
1.553
5
65990.9
3.86
11.84
0.00
0.00
0.00
0.00
11.84
1.673
3
62968.3
3.81
9.57
0.00
0.00
0.00
0.00
9.57
1.792
2
60340.5
3.76
7.73
0.00
0.00
0.00
0.00
7.73
1.912
2
58081.3
3.72
6.24
0.00
0.00
0.00
0.00
6.24
2.031
1
56171.1
3.68
5.06
0.00
0.00
0.00
0.00
5.06
2.151
t
54554.3
3.65
4.13
0.00
0.00
0.00
0.00
4.13
2.270
1
53184.2
3.63
3.39
0.00
0.00
0.00
0.00
3.39
2.390
0
52017.5
3.61
2.79
0.00
0.00
0.00
0.00
2.79
2.689
0
49546.1
3.56
1.66
0.00
0.00
0.00
0.00
1.66
2.987
0
47998.9
3.53
1.06
0.00
0.00
0.00
0.00
1.06
4.10878 = maximum stage elevation
24.0614 = maximum discharge

Page 7
Aviation Center - Pond B
Pasquotank County
10 yr STORM
50
45
old,
40
4 f G35
v 30
a
a INFLOW (cfs)
25
., 1 .' mad•
{ �i� � ��
. OUTFLOW (cfs)
20
N
15
5
® ,�
,ear. `.._►' ,i;
0.000 0.500 1.000
1.500 2.000 2.500 3.000 3.500
Time (hrs)

POND VOLUME CALCULATIONS
FOR
S:IHyman & Robey'071070528 - EC Aviation CttiExce11070528 (B)POND VOLUME CALCULATIONS.xis
POND CALCULATIONS
AREA F2
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
AREA AT TOP OF SHELF
49.234.90
34,575.86
14,659.04
31,665.18
17,773.53
12,964.90
7,533.67
1 05,306.68
1 54.05E 86
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" STORAGE
2-50
2.00
-5.00
2.00
-1.50
100
3.45
VOLUME CALCULATIONS
F3
MAIN BASIN VOLUME BELOW SHELF
173,035.49
FOREBAY VOLUME BELOW SHELF
35,872.50
TOTAL VOLUME BELOW SHELF
208,907.98
AVERAGE POND DEPTH 5.18
MAIN BASIN VOLUME
189,595.75
FOREBAY VOLUME
42,778.48
PERMANENT POOL VOLUME
232,374.23
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
18.41 %
VOLUME BELOW TOP OF SHELF
258,197.67
TEMP. STORAGE VOLUME (1" RUNOFF)
50,430.69
4/23/2008 5:23 PM PAGE 1 OF 1

PERMANENT POOL DETENTION PONDS
; t
" '
Hyman & Robey, PC
Page I
f DESIGN OF POND
I50-A Hwy 158 East
JUL
18
2008
Camden, NC 27921
Aviation Center - Pond C (taxiway
(Irainage)
(252)-335-1888
10 Yr, 24 Hr Stonn
r , . "�,
r
r� �;
04/21 /08
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 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:
(,17 ACRES
WATERSHED % IMPERVIOUS:
:2 %
PERMANENT POOL ELEVATION:
2.; FT
DESIGN PERMANENT POOL DEPTH:
4 FT
SA/DA PERCENTAGE FACTOR:
Boo
(FROM ABOVE
TABLE -TAKEN FROM DESIGN OF STORM WATER
CONTROL FACILITIES
WORKSHOP MANUAL- PENT 1988)
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH = 51.3826 LF
LENGTH = 154.148 LF
Use these dimensions: WIDTH
LENGTH
VOLUME OF 1" RAINFALL
AREA OF ROOFS:
0 AC
AREA OF PARKING/CONCRETE:
1 99 AC
AREA OF GREEN AREAS:
4.2s AC
VOLUME OF RUNOFF
9969.8 CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF 1" RAINFALL = 3.40
7921 SF
2376 SF
(BASED UPON MINIMUM SURFACE AREA)
60 14 LF
IR5 LF
Nonnal Pool Elevation
2.5
VOL (CF)=[(ROOF• 1.0)+(PARKING'.95)+(GRASS'0.2)1'43,560/12
0.90 FT

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.0577 CFS
Q(5 DAYS) = 0.02308 CFS
Page 2
1" RUNOFF STAGE 1.27 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1" RUNOFF OUTLET DEVICE: 1.3892 INCH DIA HOLE
Manually input due to mole
than rcqun'ed sioiaee
A=[Q/(Cd*SQRT(2gh))]* 144
Rad.=SQRT(A/PI)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: 1 ; INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 2.45065 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 8 cfs
Tc = Time of Concentration = 58 min
Calculation of Tp (Time to Peak)
From SCS NEH 4 , page 15-7 Eqn. 15.4
Lag Time (L) = (1A0.8*(S+1)A0.7)/(1900*YA0.5) for Lin Hrs
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= 1.62791
L= 0.95728 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: Te = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.12857 hrs
Tp = 1.02156 hrs = 61.2936 min
Volume under Hydrograph = 1.39 * Qp * Tp = 40895.1 Cubic Feet
1.62791
86
0.27

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
0.10
0
88
0.20
0.10
0.20
1
294
0.30
0.19
0.31
2
559
0.40
0.31
0.41
2
912
0.50
0.47
0.51
4
1383
0.60
0.66
0.61
5
1942
0.70
0.82
0.72
7
2413
0.80
0.93
0.82
7
2736
0.90
0.99
0.92
8
2913
1.00
1.00
1.02
8
2942
1.10
0.99
1.12
8
2913
1.20
0.93
1.23
7
2736
1.30
0.86
1.33
7
2530
1.40
0.78
1.43
6
2295
1.50
0.68
1.53
5
2001
1.60
0.56
1.63
4
1648
1.70
0.46
1.74
4
1353
1.80
0.39
1.84
3
1147
1.90
0.33
1.94
3
971
2.00
0.28
2.04
2
824
2.20
0.21
2.25
2
1218
2.40
0.15
2.45
1
865
2.60
0.11
2.66
1
630
2.80
0.08
2.86
1
453
3.00
0.06
3.06
0
324
3.20
0.04
3.27
0
235
3.40
0.03
3.47
0
171
3.60
0.02
3.68
0
124
3.80
0.02
3.88
0
88
4.00
0.01
4.09
0
65
4.50
0.01
4.60
0
74
5.00
0.00
5.11
0
0
Volume under
hydrograph =
38844 cf
Based upon runoff volume
=
40895.1 cf
Depth req'd for minimum area =
3.67567
Page 3

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Pond Side Slope (M) _
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
11126 0 0
0
Surface area at normal
pool
2.5
11870 5749 5749
0.5
8.66 -0.69
0.55
3
12633 6126 11875
1
9.38 0.00
1.04
3.5
13413 6511 18386
1.5
9.82 0.41
1.52
4
14212 6906 25292
2
10.14 0.69
2.01
4.5
15028 7310 32602
2.5
10.39 0.92
2.50
5
15862 7723 40325
3
10.60 1.10
3.01
5.5
16715 8144 48469
3.5
10.79 1.25
3.53
6
17585 8575 57044
4
10.95 1.39
4.06
6.5
18474 9015 66059
4.5
11.10 1.50
4.61
7
19380 9463 75523
5
11.23 1.61
5.18
7.5
Regression Output:
Constant
9.34346
Ks = S/Z^b
= 11343.92
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
Sid 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 =
IS
Riser Dia. (in)
Etop =
-'0 00
Elev. Top Riser (11)
6.18
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
H I n =
S
Number of Holes
Hld =
2
Hole Dia. (in)
EHl =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
2000
Elev. Holes (3)
BARREL:
Db =
I>
Barrel Dia. (in)
Einv =
20.00
Elev Invert Barrel (ft)
Barrel[ Adjustment
Factor
Cdb =
0.60
Barrel orifice coeff
3
Page 4

EMERGENCY WEIR
Page 5
Elevation
Cw
Ecr
Lw
Riser
Hole
(1)
=
=
=
Riser
Hole
(2)
3
3.77
_'
Riser
Hole
(3)
Weir coeff
Elev weir coeff(ft)
Weir Length (ft)
Riser Riser
(weir) (orifice)
Barrel
Principal
Spillway
Emergcy
Weir
2.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.51
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
2.62
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.71
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.84
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.21
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.42
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
3.86
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
4.07
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.0
4.24
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.9
4.36
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.7
4.45
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.4
4.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.8
4.52
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.9
4.52
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.9
4.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.7
4.47
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.5
4.41
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.0
4.33
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.5
4.26
0.0
0.0
0.0
0.0
0.0
0.0
0.00
2.1
4.20
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.7
4.14
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.4
4.10
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.1
4.05
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.9
4.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
3.99
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.6
3.96
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5
3.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.3
3.87
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2

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
t (hr)
cfs
cf
Elevation
cfs
(1+2+3)
CIS
cfs
cfs
cfs
cfs
0.000
0
0
2.50
0.00
0.00
0.00
0.00
0.00
0.00
0.102
0
0
2.50
0.00
0.00
0.00
0.00
0.00
0.00
0.204
1
88.2628
2.51
0.00
0.00
0.00
0.00
0.00
0.00
0.306
2
382.472
2.55
0.00
0.00
0.00
0.00
0.00
0.00
0.409
2
941.47
2.62
0.00
0.00
0.00
0.00
0.00
0.00
0.511
4
1853.52
2.71
0.00
0.00
0.00
0.00
0.00
0.00
0.613
5
3236.3
2.84
0.00
0.00
0.00
0.00
0.00
0.00
0.715
7
5178.08
3.01
0.00
0.00
0.00
0.00
0.00
0.00
0.817
7
7590.6
3.21
0.00
0.00
0.00
0.00
0.00
0.00
0.919
8
10326.7
3.42
0.00
0.00
0.00
0.00
0.00
0.00
1.022
8
13239.4
3.64
0.00
0.00
0.00
0.00
0.00
0.00
1.124
8
16181.5
3.86
0.16
0.00
0.00
0.00
0.00
0.16
1.226
7
19033.5
4.07
0.97
0.00
0.00
0.00
0.00
0.97
1.328
7
21412.5
4.24
1.91
0.00
0.00
0.00
0.00
1.91
1.430
6
23241.5
4.36
2.74
0.00
0.00
0.00
0.00
2.74
1.532
5
24527
4.45
3.39
0.00
0.00
0.00
0.00
3.39
1.634
4
25282.7
4.50
3.78
0.00
0.00
0.00
0.00
3.78
1.737
4
25540
4.52
3.92
0.00
0.00
0.00
0.00
3.92
1.839
3
25452.7
4.52
3.87
0.00
0.00
0.00
0.00
3.87
1.941
3
25176.6
4.50
3.72
0.00
0.00
0.00
0.00
3.72
2.043
2
24778
4.47
3.51
0.00
0.00
0.00
0.00
3.51
2.247
2
23840.2
4.41
3.04
0.00
0.00
0.00
0.00
3.04
2.452
1
22823.8
4.33
2.55
0.00
0.00
0.00
0.00
2.55
2.656
I
21816.8
4.26
2.08
0.00
0.00
0.00
0.00
2.08
2.860
I
20913.7
4.20
1.69
0.00
0.00
0.00
0.00
1.69
3.065
0
20120.1
4.14
1.37
0.00
0.00
0.00
0.00
1.37
3.269
0
19432.8
4.10
1.11
0.00
0.00
0.00
0.00
1.11
3.473
0
18848.6
4.05
0.91
0.00
0.00
0.00
0.00
0.91
3.678
0
18352
4.02
0.74
0.00
0.00
0.00
0.00
0.74
3.882
0
17929.9
3.99
0.61
0.00
0.00
0.00
0.00
0.61
4.086
0
17569.4
3.96
0.50
0.00
0.00
0.00
0.00
0.50
4.597
0
16804.1
3.91
0.30
0.00
0.00
0.00
0.00
0.30
5.108
0
16321.7
3.87
0.19
0.00
0.00
0.00
0.00
0.19
4.52262 = maximum stage elevation
3.91755 = maximum discharge

Page 7
Aviation Center - taxiway pond
Pasquotank County
10 yr STORM
7
�•
a ;
�6
°
aD
5
3
is
o_
0 .+°a°+t*°°o a 0 6
0.000 1.000 2.000 3.000 4.000 5.000 6.000
Time (hrs)
°- INFLOW (cfs)
OUTFLOW (cfs)

POND VOLUME CALCULATIONS
FOR
S:IHyman 8 Robey '071070528 - EC Aviation CMExcel1070528 (C)POND VOLUME CALCULATIONS.xls
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" STORAGE
AREA AT TOP OF SHELF
11,125.92
7,68754
3,43838
6.375 73
1,475.13
2,669 17
1,385.05
14,183.66
1329825
ELEVATIONS
F
PP ELEVATION
250
ELEVATION AT EDGE OF MAIN BASIN SHELF
2.00
ELEVATION OF MAIN BASIN BOTTOM
-5.00
ELEVATION AT EDGE OF FOREBAY SHELF
200
ELEVATION OF FOREBAY BOTTOM
-1.50
ELEVATION OF TOP OF SHELF
3.00
ELEVATION OF 1" STORAGE
377
VOLUME CALCULATIONS F3
MAIN BASIN VOLUME BELOW SHELF
FOREBAY VOLUME BELOW SHELF
TOTAL VOLUME BELOW SHELF
AVERAGE POND DEPTH 4.32
MAIN BASIN VOLUME
FOREBAY VOLUME
PERMANENTP60LVOLUME
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
VOLUME BELOW TOP OF SHELF
TEMP. STORAGE VOLUME (1" RUNOFF)
sFgN C. 80 PLO\•
101tnnnl1100 0
27,478.01
7,094.89
34,572.90
30,993.83
8,621.77
39,615.60
21.76%
45,721.64
16,802.08
7/2/2008 10:19 AM PAGE 1 OF 1

PERMANENT POOL DETENTION PONDS
DESIGN OF POND
Avialmn Center - Pond D (DRS parking ILI)
10 Yr, 24 HIT Stomi
DETENTION POND
r. ' ' - --Hyman & Robey, PC
L.
150-A Hwy 158 East
JUL 1 pCamden, NC 27921
8 200$52)-335-1888
04/24/08
Page 1
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
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:
Ia 45
ACRES
WATERSHED % IMPERVIOUS:
611°5.
PERMANENT POOL ELEVATION:
2 5
FT
PERMANENT POOL AVG. DEPTH:
5 5
FT
SA/DA PERCENTAGE FACTOR:
4.14
%
(FROM ABOVE
TABLE -TAKEN
FROM DESIGN OF STORM WATER
CONTROL FACILITIES
WORKSHOP
MANUAL - PENC 1988)
POND SURFACE AREA REQ'D:
26059
SF
FOREBAY AREA:
7818
SF
AT WIDTH = 0.33 LENGTH,
WIDTH =
93.2003
LF
(BASED
UPON MINIMUM
SURFACE AREA)
LENGTH =
279.601
LF
Use these dimensions:
WIDTH
95.32
LF
LENGTH
300
LF
VOLUME OF V RAINFALL
AREA OF ROOFS:
n 96
AC
AREA OF PARKING/CONCRETE:
S '9
AC
AREA OF GREEN AREAS:
5.2
AC
VOLUME OF RUNOFF
35848.1
CF
Normal Pool Elevation 2.5
VOL (CF)=(( ROOF' 1.0)+(PARKING'.95)+(GRASS'0.2)]'43,560/12
STORAGE DEPTH FOR MINIMUM AREA = 1.25 FT
ELEVATION OF I" RAINFALL = 3.75

DRAWDOWN - WATER QUALITY
Q(2 DAYS)= 0.20745 CFS
Q(5 DAYS)= 0.08298 CFS
I" RUNOFF STAGE 1.25 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 2.64281 INCH DIA HOLE
A=[Q/(Cd*SQRT(2gh))]* 144
Rad =SQRT(A/PI)
Dia. =2*Rad.
DIAMETER OF HOLE TO USE: 3 INCH DIAMETER
V STORM RUNOFF DRAWDOWN TIME 2.21729 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 3� cfs
Tc = Time of Concentration = ?n min
Calculation of Tp (Time to Peak)
From SCS NEH 4 , page 15-7 Eqn. 15.4
Lag Time (L) = (IA0.8*(S+I)A0.7)/(1900*YA0.5) for L in Hrs
where: I = hydraulic length of watershed (ft)
S = (I000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (1000/CN)-10 = 0.75269
L= 0.20533 hrs
From SCS NEH 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4, page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D= 0.04433 hrs
Tp =
0.2275
hrs
= 13.6499
min
Volume under Hydrogmph =
1.39 *
Qp * Tp =
39844
Cubic Feet
�00
0.75269
= U>
03

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 0.02
1
86
0.20
0.10 0.05
4
287
0.30
0.19 0.07
7
545
0.40
0.31 0.09
11
889
0.50
0.47 0.11
16
1347
0.60
0.66 0.14
23
1892
0.70
0.82 0.16
29
2351
0.80
0.93 0.18
33
2666
0.90
0.99 0.20
35
2838
1.00
1.00 0.23
35
2866
1.10
0.99 0.25
35
2838
1.20
0.93 0.27
33
2666
1.30
0.86 0.30
30
2465
1.40
0.78 0.32
27
2236
1.50
0.68 0.34
24
1949
1.60
0.56 0.36
20
1605
1.70
0.46 0.39
16
1319
1.80
0.39 0.41
14
1118
1.90
0.33 0.43
12
946
2.00
0.28 0.45
10
803
2.20
0.21 0.50
7
1187
2.40
0.15 0.55
5
843
2.60
0.11 0.59
4
613
2.80
0.08 0.64
3
441
3.00
0.06 0.68
2
315
3.20
0.04 0.73
1
229
3.40
0.03 0.77
1
166
3.60
0.02 0.82
1
120
3.80
0.02 0.86
1
86
4.00
0.01 0.91
0
63
4.50
0.01 1.02
0
72
5.00
0.00 1.14
0
0
Volume under hydrograph
=
37846 cf
Based upon runoff volume
= 39844
cf
Depth req d for minimum area = 1.39334

STAGE STORAGE FUNCTION OF POND
Page 4
(FOR RECTANGULER DETENTION POND ONLY)
Pond Side Slope (M)
_
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
28596 0 0
0
Surface area
at normal
pool
2.5
29791 14597 14597
0.5
9.59
-0.69
0.58
3
31004 15199 29795
1
10.30
0.00
1.07
3.5
32235 15810 45605
1.5
10.73
0.41
1.55
4
33484 16430 62035
2
11.04
0.69
2.02
4.5
34751 17059 79094
2.5
11.28
0.92
2.50
5
36036 17697 96790
3
11.48
1.10
2.98
5.5
37339 18344 115134
3.5
11.65
1.25
3.46
6
38660 19000 134133
4
11.81
1.39
3.95
6.5
39999 19665 153798
4.5
11.94
1.50
4.45
7
41356 20339 174137
5
12.07
1.61
4.96
7.5
Regression Output
Constant
9.34346
Ks = S/ZAb
= 27520.4
Sid Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficiew(s) 1.15215 = b
Sid 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 =
1 R
Riser Dia. (in)
Etop =
50 Olt
Elev, Top Riser (ft) 3.89
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
0
Number of Holes
Hid =
2
Hole Dia. (in)
EHI =
>000
Elev. Holes (1)
H2n =
0
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
50M0
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 =
�0.00
Elev Inver Barrel (ft) Barrel] Adjustment Factor
Crib =
0.60
Barrel orifice coeff
3

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
3.7i
Elev weir coeff (ft)
Lw
=
12
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser Riser
Barrel
Principal
Emergcy
(1)
(2)
(3)
(weir) (orifice)
Spillway
Weir
2.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.50
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.51
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.52
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
2.59
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.65
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.73
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
2.92
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
3.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.21
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.30
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
3.45
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
3.56
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.60
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
3.67
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.72
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.78
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.2
3.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.4
3.81
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.6
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.7
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.6
3.81
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.5

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t (hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
2.50
0.00
0.00
0.00
0.00
0.00
0.0c
0.023
1
0
2.50
0.00
0.00
0.00
0.00
0.00
0.0c
0.045
4
85.9942
2.51
0.00
0.00
0.00
0.00
0.00
0.0c
0.068
7
372.642
2.52
0.00
0.00
0.00
0.00
0.00
0.0(
0.091
11
917.272
2.55
0.00
0.00
0.00
0.00
0.00
0.0(
0.114
16
1805.88
2.59
0.00
0.00
0.00
0.00
0.00
0.0c
0.136
23
3153.12
2.65
0.00
0.00
0.00
0.00
0.00
0.0c
0.159
29
5044.99
2.73
0.00
0.00
0.00
0.00
0.00
0.0c
0.182
33
7395.5
2.82
0.00
0.00
0.00
0.00
0.00
0.0c
0.205
35
10061.3
2.92
0.00
0.00
0.00
0.00
0.00
0.0c
0.227
35
12899.1
3.02
0.00
0.00
0.00
0.00
0.00
0.0c
0.250
35
15765.6
3.12
0.00
0.00
0.00
0.00
0.00
0.0c
0.273
33
18603.4
3.21
0.00
0.00
0.00
0.00
0.00
0.0c
0.296
30
21269.2
3.30
0.00
0.00
0.00
0.00
0.00
0.0c
0.318
27
23734.4
3.38
0.00
0.00
0.00
0.00
0.00
0.0c
0.341
24
25970.3
3.45
0.00
0.00
0.00
0.00
0.00
0.0c
0.364
20
27919.5
3.51
0.00
0.00
0.00
0.00
0.00
0.0c
0.387
16
29524.7
3.56
0.00
0.00
0.00
0.00
0.00
0.0c
0.409
14
30843.3
3.60
0.00
0.00
0.00
0.00
0.00
0.0c
0.432
12
31961.2
3.64
0.00
0.00
0.00
0.00
0.00
0.0c
0.455
10
32907.1
3.67
0.00
0.00
0.00
0.00
0.00
0.0c
0.500
7
34512.3
3.72
0.00
0.00
0.00
0.00
0.00
0.0c
0.546
5
35699.1
3.75
0.01
0.00
0.00
0.00
0.00
0.01
0.591
4
36540.7
3.78
0.18
0.00
0.00
0.00
0.00
0.18
0.637
3
37125
3.80
0.36
0.00
0.00
0.00
0.00
0.36
0.682
2
37506.9
3.81
0.51
0.00
0.00
0.00
0.00
0.51
0.728
1
37739.2
3.82
0.60
0.00
0.00
0.00
0.00
0.6C
0.773
1
37870.1
3.82
0.66
0.00
0.00
0.00
0.00
0.66
0.819
1
37928.9
3.82
0.68
0.00
0.00
0.00
0.00
0.68
0.864
1
37937.6
3.82
0.69
0.00
0.00
0.00
0.00
0.69
0.910
0
37911.3
3.82
0.67
0.00
0.00
0.00
0.00
0.67
1.024
0
37792.9
3.82
0.62
0.00
0.00
0.00
0.00
0.62
1.137
0
37609.3
3.81
0.55
0.00
0.00
0.00
0.00
0.55
3.82131 = maximum stage elevation
0.68553 = maximum discharge

POND VOLUME CALCULATIONS
FOR
S:Wyman 8 Robey'071070528- EC Aviation CtrAExceA070528 (D)POND VOLUME CALCULATIONS.xis
POND CALCULATIONS
AREA
Fz
PERMANENT POOL SURFACE AREA
28,597.14
MAIN BASIN SURFACE AREA
19,800.72
FOREBAY SURFACE AREA
8,796.42
AREA AT EDGE OF MAIN BASIN SHELF
17,756.44
AREA OF MAIN BASIN BOTTOM
10367.85
AREA AT EDGE OF FOREBAY SHELF
7,436.90
AREA OF FOREBAY BOTTOM
5.155.34
SURFACE AREA AT 1" STORAGE
33,961.36
AREA AT TOP OF SHELF
32,328 44
ELEVATIONS
F
PP ELEVATION
2.50
ELEVATION AT EDGE OF MAIN BASIN SHELF
200
ELEVATION OF MAIN BASIN BOTTOM
-5 50
ELEVATION AT EDGE OF FOREBAY SHELF
200
ELEVATION OF FOREBAY BOTTOM
-1.50
ELEVATION OF TOP OF SHELF
3.00
ELEVATION OF 1" STORAGE
3.75
VOLUME CALCULATIONS
F3
MAIN BASIN VOLUME BELOW SHELF
106,966.09
FOREBAY VOLUME BELOW SHELF
22,036.42
TOTAL VOLUME BELOW SHELF
129,002.51
AVERAGE POND DEPTH 5.62
MAIN BASIN VOLUME
116,355.38
FOREBAY VOLUME
26.094.75
PERMANENT POOL VOLUME
142,450.13
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
18.32%
VOLUME BELOW TOP OF SHELF
157,681.52
TEMP. STORAGE VOLUME (1" RUNOFF)
40,090.07
4/24/2008 11:22 AM PAGE 1 OF 1

JUL 8 2008
CULVERT TABLE - RESULTS FROM XPSTORM ANALYSIS OF THE 10 YR STORM
NUMBER
MAX.
MAX.
MAX. VELOCITY IN
CULVERT
OF
ROUGHNESS
FLOW
VELOCITY
DITCH IMMEDIATELY
LABEL
DIA. (FT)
LENGTH
BARRELS
COEFFICIENT
%SLOPE
(CFS)
(FPS)
DOWNSTREAM
#1
6
78
2
0.013
0.113
68.25
1.56
0.56
#2
6
48
2
0.013
0.042
118.94
2.94
0.79
#3
6
48
2
0.013
0.083
115.46
2.86
0.78
#4
6
64
2
0.013
0.078
113.78
2.82
#5
6
84
2
0.013
0.179
120.49
2.85
1.23
#6
6 X 6 BOX
195
2
0.013
0.118
91.9
1.88
1.09
All velocities are between 1.56 fps and 2.94 fps. Permanent outlet protection is not required.
Permanent channel lining has been provided from Culvert #1 to Culvert #5. Outlet protection has been provided at
the outlets of culverts #5 and #6
revised 7.2-08
SEAL
' / 18:ao

FA
rAs0i OTAI IK COUNTY
Prepared by: John G. Sauls, Attorney
Return to: William H. Morgan, Jr., Attorney
Excise tax stamps: $419
NORTH CAROLINA
PASQUOTANK COUNTY
Brief Description: 1049 Consolidated Road
Tax Parcel Identification: 8932 435147 & 8932 437213
fax Lot No:
FILED in Paequctork Conl4 NC
.n Oct 28 2007 of 11:20:39 AM
b¢ Dalfi 1 Suxmp•ne
Rov.te of Duds
BOOK 995 PAGE 355
P Loved Oct 20 2007
1919.00
st.t..1 Pasgwfenk
North CaroPna CeulV
Red Edda Excise Tex
This GENERAL WARRANTY DEED, made and entered into on October) $, 2007,
by and between:
Allan E. Gaines and wife, Donna L. Gaines
GRANTORS:
whose address is: 2612 Willis Drive, Elizabeth City, NC 27909
(herein referred to collectively as the Grantors) and
The City of Elizabeth City, a Municipal
GRANTEES: Corporation Organized and Existing under the
Laws of the State of North Carolina
whose address is:
(herein referred to collectively as the Grantees)
WITNESSETH:
For and in consideration of valuable consideration, from the Grantees to the Grantors,
the receipt and sufficiency of which is hereby acknowledged, the Grantors hereby give,
grant, bargain, sell and convey unto the Grantees, in Fee Simple subject to the
Exceptions and Reservations hereinafter provided, if any, in

I
BOOK 995 PAGE 356
The following described property, located in Nixonton Township, County of
Pasquotank, State of North Carolina, more particularly described as follows:
Beginning at a point marked by an iron pipe on the South right of way line of SR to 131
and also being located in the Northwest corner of the property awned now or formerly by
Frank W. Hollowell and wife; thence from said beginning point South 31 degrees 50
minutes 38 seconds East 450.00 feet to an iron pipe; thence South 58 degrees 09 minutes 22
seconds West 420.68 feet to a point situated in the centerline of a ditch; thence, along the
centerline of said ditch, North 01 degrees 45 minutes 38 seconds West 520.05 feet to an iron
pipe located an the South right of way line of SR 01131; thence along the South right of
way line of SR #1131 North 58 degrees 09 minutes 22 seconds East 160.00 feel to the
POINT AND PLACE OF BEGINNING.
This property being described and delineated on that certain plat entitled "Exempt
Subdivision for Allan E. Gaines and Donna L. Gaines" by S. L. Cardwell, RS, dated July
17, 2004 and recorded in Map Book 35, Page 34 in the Pasquotank County Public Registry.
Said property having been previously conveyed to the Grantors by deed(s) recorded in Deed
Book 600, Page 245, and being reflected
on plat(s) recorded in Map Book 35, Page 34.
TO HAVE AND TO HOLD unto the Grantees, and their heirs, successors and assigns, together
with all privileges and appurtenances [hereunto belonging, Fee Simple, subject to the Exceptions
and Reservations hereinafter and hereinabove provided, if any. And the Grantors, for themselves
and their heirs, successors and assigns, hereby warrant that they are seized of the premises in fee
and have the right to convey same as herein provided, that the title is marketable and is free and
clear of encumbrances other than as provided herein, and that the Grantors will forever warrant
and defend the title against the claims of all persons or entities whomsoever.

i
This conveyance is made subject to the following Exceptions and Reservations:
Easements, restrictions and rights -of -way of record, if any, and ad valorem taxes for the
year 2007.
All references to Grantors and Grantees as used herein shall include the singular, plural,
masculine, feminine or neuter as required by context.
IN WITNESS WHEREOF, the Grantors have executed this Deed, as of October 18, 2007.
�l' 4t" (SEAL)
Allan E. Gaines
(SEAL)
Donna L. Gaines —
(SEAL)
(SEAL)
State of North Carolina
City/County/Parish of Pasquotank
1, J G Sauls, a notary public of the above city/county/parish and state,
do hereby certify that
Allan E. Gaines and wife, Donna L. Gaines
personally appeared before me this day and acknowledged the due execution of the
foregoing instrument.
Witness my hand and official seal on October 1$ 2007.
/J"
1 G Saulk, Notary Public
.i r SAULS
.q-or,RY PUBLIC
ir,�atnmission Expires:
::' 4AU�y
pASrpi<iT-NKCOUNTY, NC
InvmbWes 31&2IXa
N\
'
F.'.T
..
/
f OTARY%. _
o�-•.......: �a. ;
•-... ra Nx ��

a.eD ti pa tu& county NC
. Octze s 7 at 01:15:o0 Pn
y D.e: a &,rear.,
w0.t.r of D"
300K 995 PAGE 400
Iosuw Oct 26 2007
44,187.00
St.t..t Pagw, ank
North L;.lt. V
Red estate excise Tax
DEED
Parcel: 3432 424y73
Revenue Stamps: $
STATE OF NORTH CAROLINA
P/SOl10TANK COUNTY
Deed number 40
Under tan E
'prc,u,-tank Co my Assessor's OKice
PLEASE AC-Tu?4 To;
W(LLIA� H. ateWGAN, JR
COUNTY OF PASQUOTANK
THIS DEED, made and entered into this the )S4k day of Oc�"ber
2007, by and between HOLLOW ELL FAMILY LIMITED PARTNERSHIP, a North Carolina
limited partnership, and THE CITY OF ELIZABETH CITY, NORTH CAROLINA, party of the
second part;
WITNESSETH:
That the party of the first part in consideration of the sum of Ten and No/100
Dollars ($10.00) and other good and valuable considerations to said party paid by the party of the
second part, the receipt of which hereby is acknowledged, has bargained and sold and by these
presents does bargain, sell and convey unto the party of the second part, said party's successors
and assigns, the following described property, to wit:
That certain tract or parcel of land situated in Nixonton Township,
Pasquotank County, North Carolina, and being all that certain tract
of land known as the Barber Farm, being designated on the
Pasquotank County tax map as parcel number P125-6, and further
described as Tract H in the Deed from Frank W. Hollowell to
Hollowell Family Limited Partnership dated December 20, 1993,
and recorded in Book 554 at Page 829 in the office of the Register
Prepared by WARD AND Smrrtt, P.A., 120 West Fire Tower Road, Post Office Box 8088,
Greenville, NC 27835-8088
No opinion on title is rendered by WARD AND Smrrtt, P.A., without a separate written opinion on
title from WARD AND SanTH,P.A.

BOAC 995 PAGE 101
of Deeds of Pasquotank County, to which Deed reference is hereby
made for a more complete and accurate description.
LESS AND EXCEPT approximately three acres conveyed to
Branch #293, Fleet Reserve Association, Inc. by Deed recorded in
Book 411, at Page 82 in the office of the Register of Deeds of
Pasquotank County, to which Deed reference is hereby made for a
more complete and accurate description.
This conveyance is made subject to ad valorem taxes for 2007 and
subsequent years, applicable zoning ordinances and governmental
restrictions, easements of record or on the ground, and restrictions
and rights of way of public record.
TO HAVE AND TO HOLD said property and all privileges and appurtenances
thereunto belonging to the party of the second part, said party's successors and assigns forever.
And the party of the first part covenants that said party is seized of said property
in fee and has the right to convey same in fee simple; that the same is free from encumbrances
except any encumbrances or restrictions mentioned above and that said party will warrant and
defend the title to the same against the lawful claims of all persons whomsoever.
IN TESTIMONY WHEREOF, the party of the first part has caused this
instrument to be executed under seal and in such form as to be binding, this the day and year first
above written.

BOOK 995 PAGE 102
HOLLOWELL FAMILY LIMITED
PARTNERSHIP (SEAL)
By: a4LkN � I. Mtti (SEAL)
Abb��Manning, General PArtner
By: __� --� IJ WQ 4 (SEAL)
Frank W. Hollowell, Jr., General Partner
&(It, COUNTY, STATE OF NORTH CAROLINA
I certify that the following person personally appeared before me this day, acknowledging to me
that she signed the foregoing document for the purpose(s) stated therein and, if other than in an
individual capacity, in the capacity indicated having been first authorized to do so: Abbey H.
Manning, General Partner of Hollowell Family Limited Partnership. '
Date x
�— Notary is
My commission expires:
(Ofjicial Seal)
Notary seal or stamp must appear within this box.

50 US Hwy 188 E. PO Box 339 C-amden, NC 2r7931 ph 2.52.338.2913 fx 252.338.5552 [e-mail] hymavobey.com
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of the soils report as I believe you retained them from the original submittal. If you need
additional copies, please let me know and I will forward them to you immediately. If you
have any questions, please do not hesitate to call this office at [phone].
wSinml/cverely
berly DHa y Sr. Project Manager
cc: file
Mr. Rich Olson

CULVERT TABLE - RESULTS FROM XPSTORM ANALYSIS OF THE 10 YR STORM
NUMBER
MAX.
MAX.
MAX. VELOCITY IN
CULVERT
OF
ROUGHNESS
FLOW
VELOCITY
DITCH IMMEDIATELY
LABEL
DIA. (FT)
LENGTH
BARRELS
COEFFICIENT
%SLOPE
(CFS)
(FPS)
DOWNSTREAM
#1
6
78
2
0.013
0.113
68.25
1.56
0.56
#2
6
48
2
0.013
0.042
118.94
2.94
0.79
#3
6
48
2
0.013
0.083
115.46
2.86
0.78
#4
6
64
2
0.013
0.078
113.78
2.82
#5
6
84
2
0.013
0.179
120.49
2.85
1.23
#6
6 X 6 BOX
195
2
0.013
0.118
91.9
1.88
1.09
All velocities are between 1.56 fps and 2.94 fps. Permanent outlet protection is not required.
Permanent channel lining has been provided from Culvert #1 to Culvert #5. Outlet protection has been provided at
the outlets of culverts #5 and #6
7-2-08

April 30, 2008
To Whom It May Concern:
As the owner of lot #1 in Crosswinds subdivision, I hereby grant permission to the City of
Elizabeth City to apply for an erosion control permit and perform land disturbing activities
on the northeast corner of my property as necessary for the installation of drainage
culverts and connection of the existing ditch to the proposed ditch.
Sincerely,
Arthur Mitchell,Jr
P. O. Box 26
Winfall, NC 27985
(NOTARY) I,`C�C c Lc.c C J. �j nsc; , as a notary public certify under the
pains and penalties of perjury that I witnessed the signature of Arthur Mitchell and the
individual's identity was verified, on this date 20 Q7C . My
commission expires on i ,> - t 1�- . e
MARIARNE L COOPER
NOTARYPUUUC
PASOUOTANN COUNTY NO

Prepared by: .John G. Sauls, Attorney
Return to: William H. Morgan, dr., Attorney
Excise tax stamps: $419
NORTH CAROLINA
PASQUOTANK COUNTY
Brief Description: 1049 Consolidated Road
Pes0:.10=1K COUNTY
$ a
FILED in Peaquota* Count u NC
on Oct 26 2007 it 11:20:3B AN
fy: Ocllio a &rnarow
Ropotsr of Dud.
BOOK 995 PAGE 355
0 Issued Oct 26 2007
4 419.00
st.t..1 Pasquotanit
North Carolina County
Real Estate Excise Tax
Tax Parcel Identification: 8932 435147 & 8932 437213
Tax Lot No:
This GENERAL WARRANTY DEED, made and entered into on Octuberl $% 2007,
by and between:
Allan E. Gaines and wife, Donna L. Gaines
GRANTORS:
whose address is: 2612 Willis Drive, Elizabeth City, NC 27909
(herein referred to collectively as the Grantors) and
The City of Elizabeth City, a Municipal
GRANTEES: Corporation Organized and Existing under the
Laws of the State of North Carolina
whose address is:
(herein referred to collectively as the Grantees)
W ITNESSETH:
For and in consideration of valuable consideration, from the Grantees to the Grantors,
the receipt and sufficiency of which is hereby acknowledged, the Grantors hereby give,
grant, bargain, sell and convey unto the Grantees, in Fee Simple subject to the
Exceptions and Reservations hereinafter provided, if any, in
JUL 18 2008

BOOK 995 PAGE 356
The following described property, located in Nixonton Township, County of
Pasquotank, State of North Carolina, more particularly described as follows:
Beginning at a point marked by an iron pipe on the South right of way line of SR #1131
and also being located in the Northwest corner of the property owned now or formerly by
Frank W. Hollowell and wife; thence from said beginning point South 31 degrees 50
minutes 38 seconds East 450.00 feet to an iron pipe; thence South 58 degrees 09 minutes 22
seconds West 420.68 feet to a point situated in the centerline of a ditch; thence, along the
centerline of said ditch, North 01 degrees 45 minutes 38 seconds West 520.05 feet to an iron
pipe located on the South right of way line of SR #1131; thence along the South right of
way line of SR 41131 North 58 degrees 09 minutes 22 seconds East 160.00 feet to the
POINT AND PLACE OF BEGINNING.
This property being described and delineated on that certain plat entitled "Exempt
Subdivision for Allan E. Gaines and Donna L. Gaines" by S. L. Cardwell, RS, dated July
17, 2004 and recorded in Map Book 35, Page 34 in the Pasquotank County Public Registry.
Said property having been previously conveyed to the Grantors by deed(s) recorded in Deed
Book 600, Page 245, and being reflected
on plat(s) recorded in Map Book 35, Page 34.
TO HAVE AND TO HOLD unto the Grantees, and their heirs, successors and assigns, together
with all privileges and appurtenances thereunto belonging, Fee Simple, subject to the Exceptions
and Reservations hereinafter and hereinabove provided, if any. And the Grantors, for themselves
and their heirs, successors and assigns, hereby warrant that they are seized of the premises in fee
and have the right to convey same as herein provided, that the title is marketable and is free and
clear of encumbrances other than as provided herein, and that the Grantors will forever warrant
and defend the title against the claims of all persons or entities whomsoever.

This conveyance is made subject to the following Exceptions and Reservations:
Easements, restrictions and rights -of -way of record, if any, and ad valorem taxes for the
year 2007.
All references to Grantors and Grantees as used herein shall include the singular, plural,
masculine, feminine or neuter as required by context.
IN WITNESS
WHEREOF, the Grantors have executed this Deed, as of October 18, 2007.
(SEAL)
Allan E. Gaines p�
�U' r�+P`i�.l,�aj (SEAL)
Donna L. Gaines
(SEAL)
(SEAL)
State of North Carolina
City/County/Parish of Pasquotank
1, J G Sauls, a notary public of the above city/county/parish and state,
do hereby certify that
Allan E. Gaines and wife, Donna L. Gaines
personally appeared before me this day and acknowledged the due execution of the
foregoing instrument.
Witness my hand and official seal on October 8 2007.
J G Sauih, Notary Public
U ,1 SAULS
d0T nRY PUBLIC
ission Expires:
$AU�s:••a�
PAS(),, SOT INK COUNTY. NC
E.o�II&t&2a09
p
�mvn
r ., 1 ;
'(Cr�NK cOJ�,..

/� In P.pwtw* c«nty NC
.. Oct 20 2007 .t 01:15:05 PH
300K 995 PAGE 400
Issued Oct 26 2001
01.167.00
ilt.to .t Posgw ank
North DWAM 9
Real edst• excise Tax
DEED
Parcel: a932 424473
Revenue Stamps: $
STATE OF NORTH CAROLINA
PASOUOTANK COUNTY
Doed number �
Tr:nsior tax $
" r,-o,,t-4 Co my As ... wes otfice
PLEASE QETNRt•1 To.
WILL Ao, H. P&M-AN, JR
COUNTY OF PASQUOTANK
THIS DEED, made and entered into this the ISN, day of QG"'r
2007, by and between HOLLOWELL FAMILY LIMITED PARTNERSHIP, a North Carolina
limited partnership, and THE CITY OF ELIZABETH CITY, NORTH CAROLINA, party of the
second part;
WITNESSETH:
That the party of the first part in consideration of the sum of Ten and No/100
Dollars ($10.00) and other good and valuable considerations to said party paid by the party of the
second part, the receipt of which hereby is acknowledged, has bargained and sold and by these
presents does bargain, sell and convey unto the party of the second part, said party's successors
and assigns, the following described property, to wit:
That certain tract or parcel of land situated in Nixonton Township,
Pasquotank County, North Carolina, and being all that certain tract
of land known as the Barber Farm, being designated on the
Pasquotank County tax map as parcel number P125-6, and further
described as Tract H in the Deed from Frank W. Hollowell to
Hollowell Family Limited Partnership dated December 20, 1993,
and recorded in Book 554 at Page 829 in the office of the Register
Prepared by WARD AND SatrrH, P.A., 120 West Fire Tower Road, Post Office Box 8088,
Greenville, NC 27835-8088
No opinion on title is rendered by WARDAND SmTH, P.A., without a separate written opinion on
title from WARD ANDSLnTN, P.A.

BBC 995 PAGE 401
of Deeds of Pasquotank County, to which Deed reference is hereby
made for a more complete and accurate description.
LESS AND EXCEPT approximately three acres conveyed to
Branch #293, Fleet Reserve Association, Inc. by Deed recorded in
Book 411, at Page 82 in the office of the Register of Deeds of
Pasquotank County, to which Deed reference is hereby made for a
more complete and accurate description.
This conveyance is made subject to ad valorem taxes for 2007 and
subsequent years, applicable zoning ordinances and governmental
restrictions, easements of record or on the ground, and restrictions
and rights of way of public record.
TO HAVE AND TO HOLD said property and all privileges and appurtenances
thereunto belonging to the party of the second part, said party's successors and assigns forever.
And the party of the first part covenants that said party is seized of said property
in fee and has the right to convey same in fee simple; that the same is free from encumbrances
except any encumbrances or restrictions mentioned above and that said party will warrant and
defend the title to the same against the lawful claims of all persons whomsoever.
IN TESTIMONY WHEREOF, the party of the first part has caused this
instrument to be executed under seal and in such form as to be binding, this the day and year first
above written.

BOOK 995 PAGE 402
HOLLOWELL FAMILY LIMITED
PARTNERSHIP (SEAL)
By: (.l'� d Mtti (SEAL)
Abbey I�. Manning, General P411mer
By: �� tJ %ddK1.l (SEAL)
Frank W. Hollowell, Jr., General Partner
1(; pQt�COUNTY, STATE OF NORTH CAROLINA
I certify that the following person personally appeared before me this day, acknowledging to me
that she signed the foregoing document for the purpose(s) stated therein and, if other than in an
individual capacity, in the capacity indicated having been first authorized to do so: Abbey H.
Manning, General Partner of Hollowell Family Limited Partnership.
Date �, c1� B
Notary is
My commission expires: ot+ _Lo zcz-I
or stamp must appear within this box.
7