SW8090118_HISTORICAL FILE_20090209

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0(° 0 l l g
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 Do g o" o q
YYYYMMDD

P. 01
TRANSACTION REPORT
FEB-10-2009 TUE 11:21 AM
FOR: NCDENR 910 350 2004
>K �
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
FEB-10 11:20 AM 919102450502l't" 0 FAX TX BUSY 045 t
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TOTAL OS PAGES: 0
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor
FAX COVER SHEET
Date: 03—
To: /0�
-05
Fax: 2jAs- c�sz)a
Re:
Herd Copy to follow
Dee Freeman, Secretary
No, Pages (excl. cover):
Express Permitting
From: Sandra Exum
Phone [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

P. Ol
K TRANSACTION REPORT
FEB-10-2009 TUE 10:57 AM t
FOR: NCDENR 910 350 2004
R SEND
N �
t DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
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FEB-10 10:55 AM 97620075 11551, 10 FAX TX OK 043
TOTAL 1M 55S PAGES: 10
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor
FAX COVER SHEET
Date: A — I, u--) - c' 14.
To:
Co:
Fax:
Re:
Hard copy to follow
Dee Freeman, Secretary
No. Pages (excl. cover): Qj
Express Permitting
From: Sandra Exum
Phone: [phone]
Fax: [phone]
127 Curdinal Drive Extension, Wilmington. NC 28405 . [phone] . An Equal Opportunity Affirmative Action Employer

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Mary Jean Naugle
❑ As Requested
❑ Sent via Mail
❑ For Your Files
❑ Sent via Courier
Transmittal
File: 280-01
Subject:
K. E. Austin Corporation
Express Stormwater Submittal
❑ For Distribution ® For your Review / Action / Approval
Quantity Drawing No. Description
2 Copies I Revised Stormwater Management Plans /;� /1J00A
REMARKS I Please contact our office if you have any questions or concerns.
CC: File a .a d-9e5*,n. PLLC
E C E I VEn
Z((v(f79 II Jl Sig ed
�RCarmme,
PpOJ d DWQ
280-01 Transmittal NCDI'NR-DWQ 020609.docx

Coastal Land, Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Mary Jean Naugle
❑ As Requested
❑ Sent via Mail
❑ For Your Files
❑ Sent via Courier
Fig 0 5 2009 ,
Transmittal o44
Date: February 5, 2009 pLy- (_ VA.Ik.e' 1
Subject: 6
K. E. Austin Corporation
Express Stormwater Submittal
❑ For Distribution
® For your Review / Action / Approval
Quantity
Drawing No.
Description
1
Check
In the Amount of $4,000.00
1
Original
Stormwater Management Permit Application Form (SWU101-Version 09.25.08)
1
Copy
Stormwater Management Permit Application Form (SWU 10 1 -Version 09.25.08)
1
Original
Deed Restrictions & Protective Covenants for High Density Developments with Outparcels (DRPC-2)
1
Copy
Deed Restrictions & Protective Covenants for High Density Developments with Outparcels (DRPC-2)
1
Original
Wet Detention Basin Operation and Maintenance Agreement (SW401-WDB O&M_Rev.4)
1
Original
Wet Detention Basin Supplement (SW401 Wet Detention Basin-Rev.5)
1
Copy
Stormwater Narrative for K. E. Austin Corporation
1
Copy
Stormwater Calculations for K. E. Austin Corporation
I
Copy t j
Soil Investigation by ECS Carolinas, LLP W `s gw-C
I
Copy
NCDOSS ANRT — Annual Report filed 1/2/2008 for K. E. Austin Corporation
3
Copies
Stormwater Management Plans
REMARKS I Please contact our office if you have any questions or concerns.
CC: File Ce a L esre , PLLC
IN
280-01 Transmittal NCDENR-DWQ 020509.docx

F13 b g 2009
I-,
'Supplemental Stormwater Calculations
For
K. E. Austin Corporation
Belville, Brunswick County, North Carolina
Prepared by:
Coastal
Land
Design,
PLLC
Civil. Engineering / Landscape.ATChitech,re
/
Construction Management
P.O.Box 1172
Wilmington, NC 28402
Prepared for:
Phone [phone]
Fax: [phone]
K.E. Austin Corporation
3301 Burnt Mill Road
Wilmington, NC 28403
January 23, 2009

Stormwater Pond Capacity Design
For
K. E. Austin Corporation
Belville, Brunswick County, North Carolina

Wet Detention Basin Design Sheet
Poole Road Industrial Park
Storwmater Pond
'rota) Drainage Area, Ad = 615,000 [so
On -Site Buildings I..pori =
On -Site Streets Impervious =
On -Site Parking Impervious =
On -Site Sidewalks Impervious =
Other On -Site Impervious =
Off -Site Impervious =
Total Impervious Area, At = 415,200 [stj
Surface Area Calculations
➢lasinuun ForbolPermanent Volume (NCDENR Reuuiremeutc)
Forebay
Contour Flevation
Forebay
Contour Area
Incremental
Volume
Accumulative
Volume
rrmsll
I (so al
Bl
feeal
I .00
1.264
Sediment Stomge
I8.00
2,475
0
0
19.00
3.722
3,099
3,099
20.00
5.002
4,362
7,461
21.00
G.307
5.655
13,115
22.00
7 641
6,974
9,004
8,323
uq�
2823.(,0
9 840
5653
34
Additional Forbav Permanent Volume Other Requirements)
Forebay
Contour Elevation
Forebay
Contour Area
Incremental
Volume
Accumulative
Volume
[fins[]
rsa al
Ica al
I let n1
17.00
947
Sediment Stomge
18 00
1,830
0
0
19.00
2.713
2,272
2,272
20A0
3594
3,154
5,425
21.00
4.470
4,032
9,457
22.00
5,343
4,907
14,364
23.00
6.212
5.778
20,141
11 23.60
6 737
3,885
24.026
)lain Pond Permanent Volume
Mmn I and
Contour 8levaurm
Main Pond
Contour Area
Increental
Volumme
Accumulative
Volume
I amsn
Ism rtI
EL-
felt n
16.00 j12,795
Sediment Storage
17.00
1 14.012M21,300
0
I8.00
15.25514.634
19.00
16.52330,523
20.00
17,81G47.692
21.00
19.13466,167
22.00
20.47785,973
23.00
22122107,27
2
23.60
25,883121,674

A%mage Depth (d)=AccunuJative Volumc / Pcrrnenait( Pool S.A.
Note # I ) The Average Depth tens calculated only from Toml Volume of Main Pond and the Mininuun Forebay.
Note #2)'I'hc Additional Forebay Volume teas not included in this calculation.
d(11)= MaNFit +MP
P.P.S.A.
d(R)= 155,738 =4.4 ft
35.723
34065sf+ 121674sf
9840sf+25883sf
Minimum Average Depth =aft < 4.4 ft < ZSft =Maximum Average Depth OK II
Percent Impen'ima(Irnp):
Imp= £Ai/Ad
Imp = 418200 / 615000
Imp= F 68.00
Sediment Removal Efficiency= 90 [%]
SA/DA Ratio Determination
Higher percentage=
70
SA/DA%
'ligher Depth =
4.5
550
Lotter Depth =
4
6,00
Loner Percentage =
60
SA/DA
I ligher Depth=
4.5
:L80
Lotter Depth =
4
530
Pond Shall Have an Average Depth of4.4 R and Be Designed to Remove 90%1 SS
Interpolation (Bi-Directional)
Ist -SA/DA a Depth Interpolation
SA/DA%
SA/DA at Imp = 70%, d =4.4 R
SA/DA at Imp = 60%, d =4.4 ❑
5.64
4.94
2nd - SA/DA a Impervious Interpolation
SA/DA %
SA/DA Ratio at Imp =68%and d=4A ft
5.50
Required Surface Area at Permanent Pool Elevation (23.6 ft) for Pond
Note # 1) The Required Surface Area was calculated from the Average Depth of the Volume of Main Pond and the Maximum Forcbay.
Note #2) The Additional Forebay Volume was not included in this calculation.
SA,,Q = (SA/DA)'Ad
SA,Q = (5.5/100)-615000sf
SAmQ_= 33,827 [sQ
SA Provided = 35,723
Tcm orary Storage Volume Calculations
Minimum Required Volume (Simple Method by Tom Scheeler
Receiving water body name ....................... .lacke s Creek
Receiving water body ...... C;Sly
Receiving water body location. . ...... . .. .. Brunswick, North Carolina
First Plush Volume Required, P= IS [ini
Re= 005+00091(Imp
)
Rv= 0.05+0�
Rr = 0.662
Volume = p•Rv"Ad
Volume = (1.5/12)-(0.662)-(6I5000s[)
VOIn1116= 50,891 [Slj
33,827 =SA Required OK

Sta c Volume \lax. Forchi, V Additional Po rehar and Main fond
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
fiml
c
23.60
42,460
0
0
24.00
46,796
17,851
17,851
25.001
52,912
49,854
67,705
26.00
58582
5- 7
123,452
27.00
64212
C,1397
184,849
Minimum Temporary Storage Volume .......................................
50,891
Ica
Height of first Flush of Runoff ........ .........................
..............
1.063
[R]
Permanent fool Elevation ....... ............................. ....._........
_..
23.60
[fmsl]
Minimum Tenporary fool Elevation .........................................
24.66
[fmsl]
Designed Temporary Pool Elevation ........ ................................
25.10
[Fins)]
Surface Area at Temporary fool Elevation._ ............._...
............
53,479
[sf]
Designed Temporary Storage Volume ....... -.....................
........ .
73,280
Ica
Vol. Prm'ided = 73,280
Fortiny Sizing Calculations
50,891 =Vol Required OK
Permutable Total Permanent Volume155.739 (Max Forebay Volume +Main Pond Volume)
Desired Minimum Forbay Volume = I8%)+(Total Permanent Volume)
Desired Minimum Forbay Volume = I8% elf
Desired Minimum Forbay Volume = 28,033 Ica
Desired Maximum Forbay Volume= (22%)'(Total Pernemmint Volume)
Desired Maximum Forbay Volume— (22%)+ 155738c
Desired Maximum Forbay Volume = 1 34,262 Ica
Min Vol=
28,033
<
34,065
<
34,262
=Max Vol
OK
ILMin %=
18%
<
21.9%
<
22%
= \lax %
OK
Actual Total Permanent Volume = 179,764 (Total Forebay Volume+ Main Pond Volume)
Actual Total Forebay Volume = 58,090 (Max Forebay Volume + Additional Forebay Volume)
Actual Percent Forebay = (Actual Total Forebay Volume) / (Aetna] Total Permanent Volume)
Actual Percent Forebay= 58090cfI 179763.9cf
Actual Percent Forebay= 32.31
Draxedoxen Orifice Sizing Calculations
Orifice Diameter, D = 4.0 (in]
Orifice Coefficient, Cd= 0.6
Ao= 025*n'(D)r
Ao= 0.78540'(4in/12in/f)12
An= 0.087 [so
Qorifice= Cd-Ao-'IIlia
Qorifice= (0.6)'(0.087s0"(64 4fpss'0A4R)A05
Qorifice= 0.280 [cfs]
DT1'E-PPF--D/2)/3
25.1 li - 23.6ft - 0.50-4in/12in/ft ) / 3
IL,,,= 0.44 [ft]
tad = Minimum Storage Volume / Qorifice
tad= ( 50891 cf/ 0.28cfs ) / 86,400sec/day
ldd= 2.1 [days]
11 2 days 1 2.1 daps < 5 d:n's OK 11

Stormwater Pond Routing Design
For
K. E. Austin Corporation
Belville, Brunswick County, North Carolina

Basin Characteristics
Pre -Development-. Woods: Good Condition
Soil
Area SHG CN
Area x CN
name
s[Sfl
Pantego mucky leant
4,470 0 77
344,190
'I'ohunta mucky fine sandy loam
610,530 © 70
4? 737,100
Total
1 6152000
43,081,290
Area Weighted CN,,. = E( Area x CN ) / Z( Area )
Area Weighted CNp,e = 43081290sf / 615000sf
Area Weighted CNp,. = 70.1
Hydraulic Length, Lp,o
Elevation Change, H",
Time of Colic. Multiplier, Kp,e
Time of Concentration, Tcp,e
Post -Development Conditions
1,700 [rt]
1.5 [ft]
2.00 [unitless]
72 [min]
Site Specific Information
Site Specific Information
(overland flow, typical)
Tcpfe = (K"t, / 128) * (Lp,.t / Hpm)o 385
Item
Area
Impervious
(Im )
CN
Area x Intp
Area x CN
friarnel
lSfl%
s
s
On -Site Buildings Impervious
0
100
98
0
0
On -Site Streets Im ervious
0
100
98
0
0
On -Site Parking Im ervious
0
100
98
0
0
On -Site Sidewalks lin tervious
0
I 0-0-1
0
0
Other On -Site / Future Im ervious
418,200
100
98
41,820,000
40,983,600
Off-SiteImpervious
0
100
98 J
0
0
Pond Surface Arealnttervious
41,451
TO-0-1
4,145,100
4,062,198
Managed Lawn
155,349
0
70.1
0
I Q 82,334
Total
615,000
45,965,100
55,928,132
Area Weighted CN,,,, = E( Area x CN ) / E( Area )
Area Weighted CN'.,, = 55928132sf/ 615000sf
Area Weighted CNp.s,= 90.9
Effective Imp Percent, Imp%= E( Area x Imp ) / £( Area )
Effective Imp Percent, Imp%= 45965100sf/ 615000sf
Effective Imp Percent, Imp%= 74.7
Hydraulic Length, Lpos,
Elevation Change, Hp.,,
Time of Cone. Multiplier, Kp.s,
Time of Concentration, Tcp.,,
1,700 [ft]
0.80 [unitless]
29 [min]
Site Specific Information
Site Specific Information
Kpos,=(0.40)*(Imp%)- (2.0)*(I-Imp%)
I,cpost _ (Kpost / 128) * (I'pose / F1pse")U 85

Hydraf low Table of Contents Austin -Pond- Larger Outlet Pipe.gpw
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Jan 23, 2009
Watershed Model Schematic........................................................................... 1
Hydrograph Return Period Recap................................................................... 2
1 -Year
HydrographReports........................................................................................................ 3
Hydrograph No. 1, SCS Runoff, PreDevelopment......................................................... 3
Hydrograph No. 2, SCS Runoff, PostDevelopment-In................................................... 4
Hydrograph No. 3, Reservoir, PostDevelopment-Out.................................................... 5
Pond Report - Stormwater Pond............................................................................... 6
10 -Year
HydrographReports........................................................................................................
7
Hydrograph No.
1, SCS Runoff, PreDevelopment.........................................................
7
Hydrograph No.
2, SCS Runoff, PostDevelopment-In...................................................
8
Hydrograph No.
3, Reservoir, PostDevelopment-Out....................................................
9
100 - Year
HydrographReports......................................................................................................
10
Hydrograph No.
1, SCS Runoff, PreDevelopment.......................................................
10
Hydrograph No.
2, SCS Runoff, PostDevelopment-In.................................................
11
Hydrograph No.
3, Reservoir, PostDevelopment-Out..................................................
12
OFReport....................................................................................................... 13

1
Watershed Model Schematic Hydraflow Hydrographs by lntelisolve v9.2
1
2
3
Legend
Hyd. Origin Description
i SCS Runoff PreDevelopment
2 SCS Runoff PostDevelopment-In
3 Reservoir PostDevelopment-Out
Project: Austin -Pond - Larger Outlet Pipe.gpw
::Friday,
Jan 23, 2009

2
'Hydrograph Return Period Recap Hydraflow Hydrographs by lntelisolve v9.2
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
-------
6.901
-------
-------
-------
23.02
-------
-------
52.05
PreDevelopment
2
SCS Runoff
-------
27.27
-------
-------
-------
56.74
-------
-------
102.68
PostDevelopment-In
3
Reservoir
2
5.853
-------
-------
-------
23.76
-------
-------
91.79
PostDevelopment-Out
Proj. file: Austin -Pond - Larger Outlet Pipe.gpw
Friday, Jan 23, 2009

Hydrograph Report
3
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
PreDevelopment
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 14.118 ac
Basin Slope
= 0.1 %
Tc method
= USER
Total precip.
= 3.82 in
Storm duration
= 24 hrs
Q (cfs)
7.00
I. Me
5.00
4.00
3.00
2.00
1.00
PreDevelopment
Hyd. No. 1 -- 1 Year
Friday, Jan 23, 2009
Peak discharge = 6.901 cfs
Time to peak =
773 min
Hyd. volume =
62,558 cuft
Curve number =
70.1
Hydraulic length =
1700 ft
Time of conc. (Tc) =
72.00 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
7.00
MI
MY
KI
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
PostDevelopment-In
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
14.118 ac
Basin Slope =
0.1 %
Tc method =
USER
Total precip. =
3.82 in
Storm duration =
24 hrs
Q (cfs)
28.00
RZ191I1l
20.00
16.00
12.00
M
4.00
PostDevelopment-In
Hyd. No. 2 -- 1 Year
Friday, Jan 23, 2009
Peak discharge = 27.27 cfs
Time to peak =
740 min
Hyd. volume =
145,318 cuft
Curve number =
90.9
Hydraulic length =
1700 ft
Time of conc. (Tc) =
29.00 min
Distribution =
Type III
Shape factor =
484
0 (cfs)
28.00
24.00
20.00
16.00
MiWOR,,
4.00
0.00 ' —r I I I 1 1 $ i --'� 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
5
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 3
PostDevelopment-Out
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - PostDevelopment-In
Reservoir name = Stormwater Pond
Storage Indication method used. Wet pond routing start elevation = 23.60 ft.
Friday, Jan 23, 2009
Peak discharge = 5.853 cfs
Time to peak = 781 min
Hyd. volume = 93,234 cuft
Max. Elevation = 25.32 ft
Max. Storage = 283,124 cuft
PostDevelopment-Out
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00
28.00
24.00
24.00
20.00
20.00
—
16.00
@
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 3 Time (min)
— Hyd No. 2 1111111111 Total storage used = 283,124 cult

Pond Report
C
Hydraflow Hydrographs by Inlelisolve v9.2
Friday, Jan 23, 2009
Pond No. 1 - Stormwater Pond
Pond Data
Contours - User -defined contour areas. Average end area method
used for volume calculation.
Begining Elevation = 16.00 It
Stage / Storage Table
Stage (ft) Elevation (ff) Contour
area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 16.00
12,795
0
0
1.00 17.00
16,223
14,509
14,509
2.00 18.00
19,560
17,892
32,401
3.00 19.00
22,958
21,259
53,660
4.00 20.00
26,412
24,685
78,345
5.00 21.00
29,911
28,162
106,506
6.00 22.00
33,461
31,686
138,192
7.00 23.00
37,338
35,400
173,592
7.60 23.60
42,460
23,939
197,531
8.00 24.00
46,796
17,851
215,382
9.00 25.00
52,912
49,854
265,236
10.00 26.00
58,582
55,747
320,983
11.00 27.00
64,212
61,397
382,380
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
3.00
0.00
0.00
Crest Len (ft)
= 16.00
15.00
95.00
0.00
Span (in)
= 24.00
3.00
0.00
0,00
Crest El. (ft)
= 25.10
26.30
26.70
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.00
3.33
Invert El. (ft)
= 22.95
23.60
0.00
0.00
Weir Type
= Rect
Broad
Broad
---
Length (ft)
= 61.00
2.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
1.00
0.00
n/a
N-Value
= .013
.011
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
12.00
10.00
WE
MR
4.00
2.00
0.00 !
0.00 10.00
Total Q
Note. Culvert/Orifee oulfle«s are analyzed under inlet lie) and outlet (oc) control. Weir risers checked for orifice conditions tic) and submergence (a)
Stage / Discharge
20.00 30.00 40.00 50.00 60.00 70,00 80.00
Elev (ft)
28.00
26.00
24.00
22.00
20.00
18.00
16.00
90.00 100.00
Discharge (cfs)

Hydrograph Report
7
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
PreDevelopment
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 14.118 ac
Basin Slope
= 0.1 %
Tc method
= USER
Total precip.
= 7.20 in
Storm duration
= 24 hrs
Q (cfs)
24.00
16.00
12.00
WON
Egoism
PreDevelopment
Hyd. No. 1 -- 10 Year
0.00 1 1
0 120 240 360 480 600 720 840
— Hyd No. 1
Friday, Jan 23, 2009
Peak discharge = 23.02 cfs
Time to peak =
769 min
Hyd. volume =
195,101 cuft
Curve number =
70.1
Hydraulic length =
1700 ft
Time of conc. (Tc) =
72.00 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
24.00
20.00
16.00
12.00
Iwo
—i 0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
0
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
PostDevelopment-In
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
14.118 ac
Basin Slope =
0.1 %
Tc method =
USER
Total precip. =
7.20 in
Storm duration =
24 hrs
Friday, Jan 23, 2009
Peak discharge = 56.74 cfs
Time to peak =
739 min
Hyd. volume =
313,842 cuft
Curve number =
90.9
Hydraulic length =
1700 ft
Time of conc. (Tc) =
29.00 min
Distribution =
Type III
Shape factor =
484
PostDevelopment-In
Gl (cfs) fs
Hyd. No. 2 -- 10 Year Q (c)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00
I 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2
Time (min)

Hydrograph Report
14:
Hydraflow Hydrographs by Inlelisolve v9.2
Hyd. No. 3
PostDevelopment-Out
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - PostDevelopment-In
Reservoir name = Stormwater Pond
Storage Indication method used. Wet pond routing start elevation = 23.60 ft.
Q (cfs)
60.00
50.00
30.00
20.00
10.00
0.00
0 240 480
Hyd No. 3
PostDevelopment-Out
Hyd. No. 3 -- 10 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Jan 23, 2009
= 23.76 cfs
= 766 min
= 261,249 cuft
= 26.42 ft
= 346,583 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
— Hyd No. 2 11TI1.(Ill I Total storage used = 346,583 tuft

Hydrograph Report
10
Hydraflow Hydrographs by Inlelisolve v9.2
Hyd. No. 1
PreDevelopment
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 14.118 ac
Basin Slope
= 0.1 %
Tc method
= USER
Total precip.
= 12.57 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
«IIIII.
19111111A
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 1
PreDevelopment
Hyd. No. 1 -- 100 Year
Friday, Jan 23, 2009
Peak discharge = 52.05 cfs
Time to peak =
767 min
Hyd. volume =
441,499 cult
Curve number =
70.1
Hydraulic length =
1700 ft
Time of conc. (Tc) =
72.00 min
Distribution =
Type III
Shape factor =
484
Q (cfs)
60.00
50.00
30.00
20.00
10.00
-1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
11
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
PostDevelopment-In
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
1 min
Drainage area =
14.118 ac
Basin Slope =
0.1 %
Tc method =
USER
Total precip. =
12.57 in
Storm duration =
24 hrs
Friday, Jan 23, 2009
Peak discharge = 102.68 cfs
Time to peak =
739 min
Hyd. volume =
586,468 cuft
Curve number =
90.9
Hydraulic length =
1700 ft
Time of conc. (Tc) =
29.00 min
Distribution =
Type III
Shape factor =
484
PostDevelopment-In
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 -- -- — -- — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
12
Hydraflow Hydrographs by Intelisolve v9.2
Friday, Jan 23, 2009
Hyd. No. 3
PostDevelopment-Out
Hydrograph type = Reservoir
Peak discharge
= 91.79 cfs
Storm frequency = 100 yrs
Time to peak
= 748 min
Time interval = 1 min
Hyd. volume
= 533,444 cuft
Inflow hyd. No. = 2 - PostDevelopment-In
Max. Elevation
= 26.99 ft
Reservoir name = Stormwater Pond
Max. Storage
= 381,559 cuft
Storage Indication method used. Wet pond routing start elevation = 23.60 ft
PostDevelopment-Out
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
120.00 120.00
100.00 A 100.00
j�
80.00 80.00
60.00 60.00
40.00 — 40.00
20.00 —_ —_ _ - _ 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 —Hyd No. 2 I I (fll la ll Total storage used = 381,559 cuff

Hydraflow Rainfall Report
13
Hydraflow Hydrographs by Intelisolve v9.2
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
76.3783
12.3000
0.8781
--------
2
93.7559
12.8000
0.8783
--------
3
0.0000
0.0000
0.0000
--------
5
101.3815
13.2000
0.8480
--------
10
91,1041
12.0000
0.7920
--------
25
86.6878
11.2000
0.7445
--------
50
79.5285
10.2000
0.6992
--------
100
71.5109
9.0000
0.6516
--------
File name: Brco ver8.IDF
Intensity = B / (Tc + D)^E
Friday, Jan 23, 2009
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
6.25
5.00
4.19
3.61
3.18
2.85
2.58
2.37
2.18
2.03
1.90
1.78
2
7.48
6.02
5.05
4.37
3.86
3.46
3.14
2.88
2.66
2.47
2.31
2.17
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.66
7.05
5.97
5.20
4.62
4.16
3.79
3.49
3.23
3.01
2.82
2.66
10
9.66
7.88
6.70
5.85
5.22
4.72
4.32
3.99
3.71
3.47
3.26
3.08
25
10.90
8.92
7.62
6.69
5.99
5.44
5.00
4.63
4.32
4.05
3.82
3.62
50
11.86
9.72
8.33
7.34
6.59
6.01
5.54
5.15
4.81
4.53
4.29
4.07
100
12.81
10.50
9.02
7.97
7.18
6.57
6.07
5.66
5.31
5.02
4,76
4.53
Tc = time in minutes. Values may exceed 60.
Pron file n : Erunsc os..n v.
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.82
0.00
0.00
0.00
7.20
0.00
0.00
12.57
SCS 6-Hr
0.00
0.00
0.00
0.00
0,00
0,00
0,00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00

ncuprtoi lI rlUl-I lluy ULM Z)elVel Page 1 of 3
POINT PRECIPITATION
s
{ FREQUENCY ESTIMATES
FROM NOAA ATLAS 14t✓'
North Carolina 34.2186 N 78.0244 W 22 feet
from 'Precid ation-Frequency, Atlas of tie United States' NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. martin, 8. Lin, T. Parzybok, M.Ye'cta, Ann D. Riley
NCAA, National Weather Sen1ce, Silver Sprinrg, Maryland, 2004
Extracted: Tnu Jan 15 2009
Confidence Limits Seasonalityj Location Maps ,Other Info.. GIS data Maps Docs.. Return to Stale Map
Precipitation Intensity Estimates (in/hr)
cry
5 _min
m�
m n
mm
mm
m o
3 hr
6 hr
12_ hr
24 h
48 hr
day
day
day
day
day
day
d
1�
6.25
5.00
4.16
2.85
1.78
1.05
0.75
0.47
0.27
0.16
OFO-91
0.05
0.03
0.03
0.02
0.01
0.01
0.01
07.43
5.95
4.98
3.44
2.16
1.29
0.92
0.57
0,33
0.19
0.11
0.06
0.04
0.03
0.02
0.02
0.01
0.01
0
8.69
6.96
5.87
4.17
2.67
1.64
1.17
0.73
0.43
0.25
0.14
0.08
0.05
0.04
0.03
0.02
0.02
0.02
10
9.67
7.73
6.52
4.72
3.08
1.93
1.39
0.87
0.51
0.30
0.17
0.09
0.06
0.05
0.03
0.02
0.02
0.02
25
10.91
8.69
7.35
5.44
3.62
2.35
1.71
1.07
0.64
0.38
0.21
0.12
0.07
0.06
0.04
0.03
0.02
0.02
7
11.86
9.44
7.96
6.00
4.06
2.71
2.00
1.25
0.75
0.45
0.25
0.13
0.08
0.06
0.04
0.03
0.03
0.02
100
12.82
10.18
8.58
6.57
4.53
3.09
231
1.45
0.87
0.52
0.29
0.15
0.10
0.07
WEE
0.03
0.02
200
13.78
10.91
9.18
7.15
5.01
3.52
2.6l
1.68
1.02
0.61
0.34
0.18
0.11
0.08
0.05
0.04
0.03
0.03
®
15.02
11.88
9.97
7.93
5.69
4.15
3.19
2.02
1.24
0.75
0.42
0.21
0.13
0.10
0.06
0.04
0.03
0.03
1000
16.06
12. 54
10.58
8.57
6.25
4.69
3.65
2.33
1.43
0.87
0.48
0.24
0.15
0.11
0.06
0.05
0.04
0.03
These precipitation frequency estimates are based on a partial f unction series. ART is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
30
Fhr[?n O�leida nmmnm h ami0aday day
.
674539
.
4.49
3.08
1.92
1.15
0.82
0.51
0.30
0.18
0.10
0.06
0.04
0.03
0.02
0.02
0.01
0.01
0
8.02
6.41
5.37
3.71
2.33
1.41
1.00
0.63
0.37
0.22
0.12
0.07
0.05
0.04
0.02
0.02
0.02
0.07
57
9.36
7.49
6.32
4.49
2.88
1.79
1.28
0.80
0.47
0.28
0.1 fi
0.09
0.06
0.04
0.03
gfl
0.02
0.02
10
10.42
8.33
7.02
5.09
3.31
2.10
1.52
0.95
0.56
0.33
0.19
0.10
0.07
0.05
-
0.03
0.02
0.02
25
11.72
9.34
7.89
5.85
3.89
2.56
1.87
1.17
0.70
0.42
0.24
0.13
0.08
0.06
0.04
0.03
0.02
0.02
®
12.74
10.15
8.56
6.45
4.37
2.94
2.18
1.37
0.82
0.49
0.28
0.15
0.09
0.07
0.04
0.03
0.03
0.02
100
13.78
10.95
9.22
7.07
4.87
3.37
2.52
1.59
0.96
0.58
0.33
0.17
0.11
0.08
0.05
0.04
0.03
0.02
200
44.82
11.75
9.88
Z69
5.39
3.82
2.89
1.83
7.11
0.68
0.38
0.20
0.12
0.09
0.05
0.04
0.03
O03
® 16.21
1000 17.36
'Theupper bound of re
12.83 10.76
13.67 11.44
confidence interval
8.56
9.26
at 90%cnnfirlenrx
6.14
6.76
4.51
5.12
level is thevaluawhlch
3.47
3.98
2.21
2.54
56, of
1.36
1.57
th. until
0.84
0.98
nn amm'anm.
0.47
0.54
0.24
0.27
for
0.14
0.16
. r,........
0.11
0.12
a,....»..ma.
0.06
0.07
0.05
0.05
0.04
0.04
0.03
0.03
.. -_.. e _.__.____._. _,
"These precipitation frequency estimates are based on a rental dumt on series: AIR ¢ the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formal prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
(years) m n m� min m'On 1 mi0 hr hr hr h� hr day day day day day day d y
5.83
4.66
3.88
2.66
1,66
0.97
0.69
0.43
0.25
0.15
0.09
0.05
0.03
0.03
0.02
0.01
0.01
0.01
27
6.92
5.54
4.64
3.20
2,01
1.19
0.84
0.52
0.30
0.18
0.10
0.06
0.04
0.03
0.02
0.02
0.01
0.01
8FO87
6.46
5.45
3.87
2.48
1.51
1.08
0.67
0.39
0.23
0.13
OF077
0.05
0.04
0.02
0.02
0.02
0.01
10
8.95
7.16
6.04
4.38
2.85
1.77
1.27
0.79
0.46
0.27
l
0.09
0.06
0.04
0.03
0.02
0. -
0.02
25
10.07
8.02
6.78
5.02
3.34
2.14
1.56
0.97
0.57
0.34
0.19
0.10
0.07
0.05
0.03
0.03
0.02
0.02
®
10.87
8.66
7.31
5.51
3,73
2.46
1.81
1.13
0.67
0.40
0.22
0.12
0.08
0.06
0.04
0.03
0.02
0.02
100
11.70
9.29
7.83
6.00
4,13
2.80
2.07
1.30
0.77
0.46
0.26
0.14
0.09
0.07
0.04
0.03
0.03
0.02
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout. perl?type= idf&units = us&series=pd&state... 1 /15/2009

r I UU I tJ 11c111Vf I rl CI.]UCI IUY Lend DU[i
rage Z of j
200 JL2.48 9.89 118.32 116.48 14.54 3.16 2.37 1.49 0.89 0.53 0.30 0.16 0.10 0.07 0.05
® 13.49 10.66 8.95 7.12 5.11 3.68 2.80 1.77 1.07 0.64 0.35 0.18 0.11 0.08 0.05
1000 14.28 11.24 9.41 7.62 5.56 4.12 3.17 2.01 1.22 0.73 0.40 0.21 0.13 0.09 0.06
The lower bound of the confidence interval at 90%confidence level is the value which 5 %of the simulated quarme values for a given frequency are less than.
'These precipitation frequency estimates are based on a partial. duration maxima series. ARI is the Average Recurrence Interval.
Please re'er to NOAA Atlas 14 Document for more information. NOTE: Fermi prevents estimates near zero to appear as zero.
L, Text version of tables
E�
7
i 3
2
a 0.7
w 0.3
« 0.a
.l
.0
o .05
.03
.02
p .01
d
Partial duration based Point IOF Curves - Version: 3
34.2186 N 78.0244 N 22 ft
---------
---
-----
m
=NOON■■
■�■
��■■
.001
t
is E £ E
I I
N m VI 0
M
Thu Jan 15 11152/22 2009
Maps -
C C e t t t t t t t t t a S
L L L S L S S S S iD N N N T o N N N N
I e M 1 1 I V 'I 'I I I -I I I L I
I N M P �D W N W ou 0 W 1 11 1 I
0 0 - N M V M V N h m N N m V1 co
.
`e O• 011ydtl On -' N M C �D
Average Recurrence Interval
(Wears)
1-year --_
bo-year -�-
2-year -e-
100-year -
5-year
200-year �-
10-year H
500-year -1-
25-Wear
1000-Wear -�
These maps were produced using a direct map request from the
US Census Bureau Mapping and Cartographic Resources
Tiger, Map Server.
Please read-,srtlamer for more inrbrmation.
http://hdsc.nws, noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&state... 1 /15/2009

n UtUl Pna a Url FI c;q UUI IGY Ud td JUI VUI
rage ;3 or j
LEGEND
— State
— Connec tar
— County
p Stream
Indian Resv
r--1 Military Area
Lake/Pond/Ocean
r--1 Rational Park
— Street
© Other Park
— Expressway
0 City
—Highway 6—C$unty6
Bmi
Scale 1,228503 �e p q 6 B 110 km
y:averaRe--true scale depends
on monitor resotutron
Other Maps/Photographs -
View USGS_digital orthgphoto quadrangle-(DDQ) covering this location from TerraServer, USGS Aerial Photograph may also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts
has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more
information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study,
please refer to NOAA Atlas 14 Document.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/-30: minutes,,, ...OR.. /-1 degree of this location (34.2186/-78.0244). Digital ASCII data can be obtained directly from NCDC.
Hydrometeorologlcal Design Studies Center
DOCMOAAMatlonal Weather Service
1325 East-West Highway
Sil% rSpring, MD 20910
[phone]
Questions?: HDSC Ouestionsrgtnoan go,
Disclaimer
httP:Hhdsc. nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&state... 1 /15/2009

t IUU I YI Lau UII rl Uq UCI IUY udtd DGfVGI
-Cvyt: 1 Ul 4
e / POINT PRECIPITATION
FREQUENCY ESTIMATES
�!!✓✓ FROM NOAA ATLAS 14 1
North Carolina 34.2186 N 78.0244 W 22 feet
from 'Precipitation -Frequency Atlas of ;he United States' NOAAA;las 14, Volume 2, Version 3
G.M. Bcnnin, D. Martin, B. Lin, T. Parzybo'a, M Yoke, and D, Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jan 15 2009
ocaion( ( GISeasLtOther IndS-data Mans TIDE,
Estimates
(yealrs)
rninn
m'On
m n
m
m�ln
m O
3_hr
6 hr
12 hr
24 hr
48_hr
4 dey
7 day
da
day
�
d y
day
=
0.52
0.83
1.04
1.43
1.78
2.11
2.26
2.79
3.27
F 821
4.48
5.03
5.77
6.50
8.72
10.76
13.40
16.09
0
0.62
0.99
1.25
1.72
2.16
258
2.75
3.41
3.99
4.64
5.42
6.06
6.95
7.79
10.39
12.79
15.85
18.95
0
0.72
1.16
1.47
2.08
2.67
3.28
3.52
4.36
5.14
6.00
6.95
7.67
8.74
9.65
12.66
15.36
18.79
22.17
10
0.81
1.29
1.63
2.36
3.08
3.86
4.17
5.19
6.15
7.20
8.28
9.05
10.24
11.21
14.54
17.44
21.18
24.73
25
0.91
1.45
1.84
2.72
3.62
4.70
5.15
6.42
7.66
9.05
10.32
11.12
12.43
13.47
17.22
20.32
24.46
28.16
®
0.99
1.57
1.99
3.00
4.06
5.41
6.00
7.49
9.01
10.70
12.11
12.90
14.27
15.37
19.43
22. 44
27.08
30.83
100
1.07
1.70
2.15
3.29
4.53
6.19
6.94
8.70
10.52
12.57
14.13
14.87
16.29
17.42
21.77
25.02
29.76
33.50
200
1.15
1.82
2.29
3.57
5.01
Z04
Z99
10.06
12.24
14.71
16.42
17.06
18.48
19.64
24.25
27.50
32.51
36.17
®
1.25
1.98
2.49
3.97
5.69
8.29
9.57
12.12
14.88
18.03
19.93
20.42
21.70
22.87
27.79
30.92
36.27
39.73
1000
1.34
2.11
2.65
4.28
6.25
9.37
10.96
13.93
1Z23
20.97
23.01
23.33
24.41
25.56
30.68
33.62
39.22
42.44
These precipitation frequency aspirates are based on a polar duration series, ARI ¢ Me Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: remaining forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
aFlo F15 060 hr hr dayday day dayddrsmn n hr
(yeaFFT�l 0r dayday
0.56
0.90
1.12
1.54
1.92
2.31
2.48
3.07
3.63
4.26
4.96
5.54
6.29
7.06
9.39
11.51
14.27
17.07
0.67
1.07
1.34
1.85
2.33
2.81
3.02
3.75
4.42
5.17
6.00
6.68
7.59
8.46
11.20
13.68
16.88
20.11
0.78
1.25
1.58
2.25
2.88
3S7
3.85
4.79
5.69
6.68
7.70
8.47
9.54
10.48
13.64
16.42
20.00
23.53
10
0.87
1.39
1.75
2.54
3.31
4.21
4.57
5.68
6.79
8.01
9.17
9.99
11.77
12.18
15.65
18.63
22.54
26.23
25
0.98
1.56
1.97
292
3.89
5.11
5.62
7.01
8.44
10.04
11.43
12.27
13.56
14.63
18.54
21.72
26.06
29.89
®1.06
1.69
2.14
3.22
4.37
5.89
6.54
8.19
9.90
11.87
13.45
14.26
15.59
16.73
20.95
24.24
28.88
32.80
100
1.15
1.82
2.31
3,53
4.87
6.73
7.56
9.49
11.56
13.96
15.73
16.49
17.83
18.99
23.55
26.86
31.80
35.72
200
1.24
1. 66
2.47
3.85
5.39
7.64
8.69
10.96
13.43
16.36
18.36
19.00
20.29
21.49
26.36
29.62
34.88
38.68
®
1.35
2.14
2.69
4.28
6.74
9.03
10.43
13.22
16.35
20.17
22.41
22.89
24.02
25.23
30.43
33.54
39.13
42.72
1000
1.45
2.28
2.86
4.63
6.76
10.23
11.96
15.24
18.91
23.60
26.04
26.36
27.21
28.40
33.83
36.68
42.59
45.91
The upper bound of the confidence interval at 90% confidence level u the value which 5 %of the simulated crumple values fa a given frequency are greater than.
These precipitation frequency estimates are based on A partial_ duration series.. ARI is the Average Recurrence Interval.
Please refer to NOAA Aral Document for more information. NOTE: Fmmaming prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
dears)71* min m n min f -IFm0 minn hr hr hr h12 r hr day day day day day day dEl
0.49
0.78
0.97
1.33
1.66
1.95
2.08
2.57
2.98
3A8
4.10
4.61
5.33
6.03
8.14
10.11
12.64
15.22
0
0.58
0.92
1.16
1.60
2.01
2.38
2.54
3.14
3.64
4.23
4.96
5.56
6.43
7.22
9.70
12.01
14.94
17.93
0
0.67
1.08
1.36
1.94
2.48
3.02
3.23
4.00
4.68
5.46
6.34
7.02
8.06
8.92
11.81
14.42
17.70
20.96
10
0.75
1.19
1.51
2.19
2.85
3.54
3.82
4.74
5.57
6.53
7.53
8.25
9.41
10.34
13.52
16.33
19.89
23.33
25
0.84
1.34
1.69
2.51
3.34
4.29
4.68
5.83
6.MIKE]
9.28
10.04
11.35
12.36155.93
18.95
22.91
26.49
0.91
1.44
1.83
2.75
3.73
4.92
5.43
6.76
8.O1
9.51
10.80
11.56
12.94
14.01
17.85
21 01
25.23
28.91
100
0.97
1.55
1.96
3.00
4.13
5.59
6.23
7.79
9.31
11.04
12.45
13.19
14.63
15.74
19.85
23.08
27.57
31.26
�nnnnnnnnininininininininnrnrn
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&state... 1 /15/2009

r ICUIPt Ld LIUI I f It�q UCIIUY UdLd Dd IVCI
rage 2 or 4
"These preciplallon hequency estimates are based on a partial opinion macima_seiies. ARI S the Average Recurrence Interval.
Please refer to NOAA Alfas 14 Document far more information. NOTE: Formatting prevents estimates near zero to appear as zero.
1 Text version of tables
c
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6,
4
2
0
i
Partial duration based Point Precipitation Frequency Estimates — Version: 3
34.2186 W 78.0244 W 22 ft
ni
SOON
No"ms
MEN
ME
C
moilONO
■n
MEN
1010%
2 3 4 5 6 7 8 910 20 30 40 50 80160 140 200 300 500 700 1000
Average Recurrence Interval (years)
Thu Jan 15 11:51:42 2009
Duration
5-min
:20-m ---
48-hr -+'-
30-day I
10-rnin
3-hr
4-day-�-
15-min -+-
6-hr -t-
7-day -o-
60-day -�
30-min -e-
12-hr -r-
10-day -�-
60-min
24-hr
20-day
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buiidout,perl?type=pf&units=us&series=pd&state... 1 /15/2009

3
rrUupILduul l rldyuUI Icy uala aelvel
Partial duration based Point Precipitation Frequency Estimates - Version: 3
34.2186 11 78.0244 W 22 ft
Hage 3 of 4
42
40
38
36
Y34
32
30
« 28
y 26
24
a 22
20
r 16
a 16
14
y 12
a 10
e
6
4
2
0
I
I
C
L L
L L
E
I
E E
E E
V1
I I
W In
I I
W W
Thu Jan
15 11:51:41
2009
Maps -
C E i L L L L L L L L J S M T T M M Jp
S L L L L S L L L N N T N m m N q N N
L 'o -c V L -c "6 o o
I I 1 1 I 1
e' Dur atl On ^ N M O �D
Average Recurrence Interval
ue ars)
I ,
50 -
2 1
100 —
5
200
10 b
500
25
1000
These maps were produced using a direct map request from the
U.S,S.ensustl3weaa Ampplg anG-Canpglaphic Rescc,rcps
Tiger Map Server.
Please,ead ciscminier ror more information.
LEGEND
— State
— Connector
— County
© Stream
0 Indian Resv
= Military Area
IM Lakel Pond/Ocean
Q National Park
— Street
Other Park
— Expressway
City
—Highway 0
—CPhty6 8141
Scale 1:228583
p 1
ution
iasera2e--true scale depends
on monitorB esot
http://hdsc,nws. noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series= pd&state... 1 /15/2009

r I UUIPI LdlIUI I r-I CI.)UCI Icy Udld DGI VCI
Other Maps/Photographs -
rdye 4 UI 4
View_USGS digital orthophotoquadrangl_erjD_00) covering this location from TerraServer, USGS Aerial Photograph may also be available
from this site. A D00 is a computer -generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts
has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more
information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study,
please refer to NCAA.Atlas :14_Document.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/-30 minutes ,, pq, +/-1 degree of this location (34.2186/-78.0244). Digital ASCII data can be obtained directly from NCDC.
Hynrometeorological Design Studies Center
DOC/NOANNational Weather Serves
1325 East-West Highway
Slher Spring. MD 20910
(301) 713-IMO
Oues;ions?: HDSC;Cuesticnsr:, noaa,9cv
Disclaimer
http://hdsc.nws,noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&state... 1 /15/2009

Pipe System Design
For
K. E. Austin Corporation
Belville, Brunswick County, North Carolina

Hydmflcw Storm Sewers 2006 02.01

Page'1
Storm Sewer Inventory Report
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Deft
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line
length
angle
type
D
area
coeff
time
El Dn
slope
EI Up
size
shape
value
coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M)
(ft)
(in)
(n)
(K)
(ft)
1
End
48
-29
MH
0.00
2.00
0.84
10.0
18.00
0.50
18.24
36
Cir
0.013
0.61
27.00
CB3-FB
2
1
214
34
MH
0.00
2.00
0.84
10.0
18.24
0.50
19.31
36
Cir
0.013
0.15
27.00
CB2-CB3
3
2
214
0
MH
0.00
2.00
0.84
10.0
19.31
0.50
20.38
36
Cir
0.013
1.00
27.00
CB1-CB2
Project File: Austin Model-1.stm
Number of lines: 3
Date: 01-23-2009
Hydmf1cw Storm Sewers 2008 v12.01

Storm Sewer Tabulation
Page'l
Station
Len
Drng Area
Rnoff
coeff
Area x C
Tc
Rain
(I)
Total
flow
Cap
full
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(k)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
M
(k)
(ft)
(k)
(it)
(ft)
(k)
1
End
48
2.00
6.00
0.84
1.68
5.04
10.0
12.9
8.1
40.93
47.16
5.79
36
0.50
18.00
18.24
25.10
25.28
27.00
27.00
CB3-FB
2
1
214
2.00
4.00
0.84
1.68
3.36
10.0
11.4
8.5
28.56
47.16
4.04
36
0.50
18.24
19.31
25.87
26.26
27.00
27.00
CB2-CB3
3
2
214
2.00
2.00
0.84
1.68
1.68
10.0
10.0
8.9
14.99
47.16
2.12
36
0.50
19.31
20.38
26.48
26.59
27.00
27.00
CB1-CB2
Project File: Austin Model-1.stm
Number of lines: 3
Run Date: 01-23-2009
NOTES: Intensity = 86.69 / (Inlet time + 11.20) ^ 0.74: Return period = 25 Yrs. ; c = cir e = ellip b = box
Hy4mflow Storm Sewers 2008 A2.01

Hydra low Slorrn Sewers 2008 v1J 01

Storm Sewer Inventory Report
Paget
Line
Alignment
Flow Data
Physical Data
Line ID
No.
'
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line
No.
length
(ft)
angle
(deg)
type
Q
(cfs)
area
(ac)
coeff
(C)
time
(min)
El Dn
(ft)
slope
M
El Up
(ft)
size
(in)
shape
value
(n)
coeff
(K)
Rim El
(ft)
1
End
97
120
MH
0.00
1.00
0.84
5.0
19.17
0.51
19.66
30
Cir
0.013
0.92
27.00
CB4-FB
2
1
168
65
MH
0.00
1.00
0.84
5.0
20.16
0.50
21.00
24
Cir
0.013
1.00
27.00
CB5-CB4
Project File: Austin Model-2.stm
Number of lines: 2
Date: 01-23-2009
Hytlranow storm sewers 2008 v12.0t

Storm Sewer Tabulation
Page` 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(i n)
M
A
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
97
1.00
2.00
0.84
0.84
1.68
5.0
6.0
10.4
17.54
29.15
3.57
30
0.51
19.17
19.66
25.10
25.28
0.00
27.00
CB4-FB
2
1
168
1.00
1.00
0.84
0.84
0.84
5.0
5.0
10.9
9.16
15.99
2.91
24
0.50
20.16
21.00
25.53
25.80
27.00
27.00
CB5-CB4
Project File: Austin Model-2.stm
Number of lines: 2
Run Date: 01-23-2009
NOTES: Intensity = 86.69 / (Inlet time + 11.20) ^ 0.74; Return period = 25 Yrs. ; c = cir e = ellip b = box
Hydr611ow Storm Sewers 2008 v12.01

Ditch Design
For
K. E. Austin Corporation
Belville, Brunswick County, North Carolina

Channel Report
Hydraflow Express by Intelisolve
Wisteria Way Roadside Ditch
Triangular
Side Slope (z:1)
= 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 21.40
Slope (%)
= 0.50
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 92.00
Elev (ft)
Section
25.00
r. 011
23.00
22.00
21.00
010111
Friday, Jan 23 2009, 9:39 AM
Highlighted
Depth (ft)
= 2.54
Q (cfs)
= 92.00
Area (sqft)
= 19.35
Velocity (ft/s)
= 4.75
Wetted Perim (ft)
= 16.06
Crit Depth, Yc (ft)
= 2.26
Top Width (ft)
= 15.24
EGL (ft)
= 2.89
2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
3.60
2.60
IN;,
M
M
-i An

Depth
Q
Area
I Veloc
Wp
Yc
j TopWidth
Energy
(ft)
(ft)
(ft)
0.06
0.004
0.011
0.39
0.38
0.01
0.36
0.06
0.12
- 0:027
0.043
0.62
0.76
0.05
0.72
0.13
0.18
0.079
0.097
0.81
1.14
0.09
1.08
0.19
0.24
0.170
0.173
0.99
1.52
0.14
1.44
0.26
0.30
0.309
0.270
1.14
1.90
0.19
1.80
0.32
0.36
0,503
0,389
1.29
2.28
0.24
2.16
0.39
0.42
0.758
0.529
1.43
2.66
0.29
2.52
0.45.
0.48
1.083 _
0.691
1.57
3.04
0.34
2.88
0.52
0.54
1.482
0.875
1.69
3.42
0.39
3.24
0.58
0.60
1.963
1.080
1.82
3.79 !
0.44
3.60
0.65
0.66
2.531
1.307
1.94
4.17
0.49
3.96
0.72
0.72 i
3.193
1.555
2.05
4.55
0.54
4.32
0.79
0.78
3.952
1.825
2.17
4.93
0.59
4.68
0.85
0.84
_
4.816
2.117
2.28
5.31
0.65
5.04
0.92
0.90
5.789
2,430
2.38
5.69
0.70 ;
5.40
0.99
0.96
6:876
2.765
2.49
6.07
0.75
5.76
1.06
1.02
_ 8.083
3.121 -
2.59
6.45
0.80
6.12
1.12
1._08_ _ �
_._.. 9.414 F
3.499
2.69
6.83
0.86
6.46
1.19
1.14
_ 10.87
3.899
2.79
7.21
0.91
6.84
1.26
1.20
12.47
4.320
2.89
7 59
.0.97
7.20
1.33
t26
14.20
4,763
2.98
7.97
1.02
7.56
1.40
1.32
16.08
5.227
3.08
8.35
t07
7.92
1.47
i 1.38
18.10 _ _.
5.713
3.17
8.73
1.13
8.28
_
1.54
1.44
20.28
6.221
3.26
9.11
1 A 8
8.64
1.61
1.50
22.61
6.750
3.35
9.49
1.24
9.00
1.67
1.56
25.10
7.301
3.44
9.87
1.29
9.36
1.74
1.62
27.76
7.873
3.53 •
10.25
1.35
9.72
1.81
1.68
30.59
8.467
3.61
10.63
1.40
10.08
1.88
1.74
33.59
9.083
3.70
11.00
1.46
10.44
1.95
1.80
36.77
9.720
3.78
11.38 -
L51
10.80
2.02
1.86
40.13
10.38
3.87
11.76
1.57
11.16
2.09
1.92
43.67
11.06
3,95
12.14
1.62
11.52
2.16
r
1.98
47.41
11.76
4.03
12.52
1.68
11.88
2.23
2.04
51.34
12.48
4.11
12.90
1.74
12.24
2.30
2.10
55.46
13.23
4.19
13.28
1.79
12.60
2.37
2.16
59.79
14.00
4.27
13.66
1.85
12.96
2.44
2.22
64.32
14.79
4.35
14.04
1.90
13.32
2.51
2.28
69.06
15.60
4.43
14.42
1.96
13.68
2.58
2.34
74.02
16.43
4.51
14.80
2.02
14.04
2.66
2.40
79.19
17.28
4.58
15.18
2.07
14.40
2.73
2.46
84.58
18.15
4,66
15.56
2.13
14.76
2.80
2.52
90.19
19,05
4.73
15.94
2.19
15.12
2.87
. 2.58
96.03
19.97
4.81
16.32
2.24
15.48
2.94
2.64
102.1
20.91
4.88
16.70
2.30
15.84
3.01
Hydraflow Express - Wisteria Way Roadside Ditch - 01/21/09,4:48 PM 1

1
FE9 0 5 2009
Stormwater, Narrative
For
K. E. Austin Corporation
Belville, Brunswick County, North Carolina
Prepared by:
Coastal Land Design, PLLC
Civil Engineering / Landscape Architecture / Conshvetion ?vlanagement
P.013ox 1172
Wilmington, NC 28402
Prepared for:
Plionc: 910-254-9333
Fax:910=254-0502
K.E. Austin Corporation
3301 Burnt Mill Road
Wilmington, NC 28403
January 23, 2009
<aF0/i
33196

Project Description
This stormwater design is for an approximately 14.1 acre commercial subdivision off of Poole
Road in Belville, North Carolina. This project is a high density stormwater project that uses
storm sewers to convey stormwater to an onsite conventional stormwater pond. This project
proposes no impervious at this time. The stormwater pond, however, is designed for seven (7)
future commercial lots with a total amount of impervious surface as 418,200sf. Each lot will be
sold to individual developers and will have restrictive covenants that limit the allowable
impervious on each lot. Each lot will also be required to apply for a separate offsite stormwater
permit prior to being developed. The proposed stormwater pond is designed to meet both
NCDENR's and Brunswick County's stormwater requirements.
Site Description
The topography of this tract of land is predominantly flat with slopes ranging from 0.25% to
0.5% and is vegetated with a pine forest. The site ultimately drains to the Jackeys Creek (18-77-
3), a waterway classified as C:Sw. The elevations on this project range from 22 feet MSL to 28
feet. The majority of the underlying soil, according to the Soil Survey of Brunswick County, for
this project is a Torhunta mucky fine sandy loam. This type of soil has a soil hydrologic group of
C and is relatively slow draining. This property is currently zoned BE -I. A seasonal high water
table evaluation was performed by ECS Carolinas, LLP at various locations on the site to
determine the most feasible location for the stormwater pond. The proposed pond was located at
soil boring #2 in the North-West portion of the site. The soils investigation determined that the
seasonal high water table is approximately 24 inches below grade at this point. The existing
grade at the boring location is approximately 25.5fnsl, so the seasonal high water table is
estimated to be at an elevation of 23.5finsl. Please refer to the soil boring tests included with this
submittal.
Stormwater Treatment
The backbone of the stormwater collection system will be installed to route future stormwater to
the proposed stormwater pond. Each lot will be responsible for connection to the collection
system as well as controlling and treating any sediment laden runoff generated during
development of the lot. Lots 1, 2, 3, 6, and 7 will be graded such that stormwater is directed
towards the inlet proposed inlet boxes. Lots 4 and 5 will be graded such that stormwater is
directed directly towards the forebay. If additional collection systems need to be installed per the
design constraints of the lot, then it should be connected into the proposed collection system
(Lots 1, 2, 3, 6, and 7) or the forebay (Lots 4 and 5). The collection system has been designed to
handle the additional flows from the connection of the future lots.
The stormwater pond has been designed to meet NCDENR's stormwater requirements as well as
Brunswick County's pre -post requirements. The permanent pool elevation for the pond is
23.60fnsl. This elevation will be maintained by a 4" PVC bleed -down orifice that is designed to
drain down the volume associated with the first 1.5" of rainfall in 2.1 days. The elevation of the
first 1.5" of runoff is 24.66finsl but the riser elevation is set at 25.10fnsl. This meets the
NCDENR storage volume requirement and allows this pond to meet Brunswick County's pre -
post requirements for the I- and 10-year storm events. The elevation of the emergency spillway
is at an elevation of 26.3fins1 which allows a 1.2' freeboard above the riser. Since commercial

,
development is adjacent to the Waterford of the Carolinas development a flood weir has been
designed at an elevation of 26.7finsl. This ensures that the pond will not overtop during the 100-
year storm event. The top of the pond is at elevation 27.0&nsl. A ten foot (10') flat bean is to be
installed on all sides of the pond to ensure proper embankment stability as well as allow access
for operation and maintenance activities.
Since this design incorporated the use of an oversized forebay, we were instructed by Mary -Jean
Naugle, at the Wilmington Regional Office of NCDENR, to only consider up to a maximum of
22% of the main pond volume as forebay. The additional forebay is acceptable, but we are not
able to get credit for it as far as treatment. The design constraints for the average depth,
permanent pool volume, forebay volume, and required permanent pool surface area were
determined as if the forebay volume was the maximum allowable 22% of the main pond volume.
The extra volume in the forebay was only used for the calculation of the temporary storage
height and the post -development discharges for this site. We were also instructed by Ms. Naugle
that we were allowed to use a side slope of 2:1 in the main pond starting at an elevation of one
foot (1') below the bottom of the 10:1 vegetated shelf. The pond side slopes have been designed
as such.
Brunswick County requires that the post -development site discharges for the 1-, and 10-year
storm events be within 105% of the pre -development discharge for the same storm events. The
pre -development discharge for this site for the 1-, and 10-year storm events are 6.9efs and
23.0cfs, respectively. The post -development discharge for the same three storm events are 5.9cfs
and 23.8cfs, respectively. Since the post -development discharge is not greater than 105% of the
pre -development discharge for the 1- and 10-year storm events, this site meets Brunswick
County's pre -post discharge requirement.

fLL
ECS
Gaote
LLP
* Construction
Mr. day Carmine, P.E.
Coastal Land Design, PLLC
503 Olde Waterford Way, Suite 204
Leland, North Carolina 28451
Re; Seasonal High Water Level Estimation
Austin Property
Leland, Brunswick County, North Carolina
Dear Mr. Carmine,
FEe 0 5 2009
December 12, 2008
ECS Project No. 22.14616
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Level (SHWL)
for the proposed wet pond 'areas at the above referencedsite in Leland, Brunswick County, North
Carolina. This letter, with attachments, is the report of our estimation.
Field Testing
On December 8, 2008 ECS met with Mr. Jay Carmine of Coastal Land Design in order to locate the
boririg locations. ECS then conducted an exploration of the subsurface soil and groundwater conditions at
four requested locations shown on the attached Test Location Plan (Figure 1). The purpose of this
exploration was to obtain subsurface information of the in -place soils for the proposed wet pond areas.
ECS explored the subsurface soil and groundwater conditions by advancing one hand auger boring into
the existing ground surface at the requested boring locations. ECS visually classified the subsurface soils
and obtained representative samples of each soil type encountered. ECS also recorded the groundwater
level observed at the time of each hand auger boring. The attached SHWL sheet provides a summary of
the subsurface conditions encountered at each hand auger boring location.
The ground water level and the seasonal high water level (SHWL) were estimated at each boring location
below the existing grade elevation. Below is a summary of each boring location.
Location
Water Level
SHWL
1
46 inches
22 inches
((Z�
48 inches
24 inches
`3rr
48 inches
24 inches
4 r-,.
48 inches
26 inches
7211 Ogden Business Park- Suite 201- Wilmington.,NC 28411 * [phone]• Fax [phone]• www.ecsliniited.com
Asheville, NC= Charleston, SC - Charlotte, NC • Conover, NC *- Greensboro, NC - Greenville.. SC - Fayetteville, NC - Little River, SC'i
Raleigh, NC • Swansbom, NC * - Wilmington. NC
* testing services only

SHWL Estimation
Austin Property
Leland, Bmnswick County, Nanh Carolina
ECS Project No. 22.14616
December 12, 2008
The SHWL may vary within the proposed site due to changes in subsurface conditions and elevation.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Site Diagtam/SHWLsheet
r � 1
Walid M. Sobh, P. E.
Principal Engineer

im
I I
Austin Property
Leland, Brunswick Co., NC
ECS Project No. 22-14616
December 8, 2008
KBW
L
+3
WISI ERIA IVA Y
li
2
7
+4
(9 TEST LOCATIONS
P,
Figure 1— Test Location Plan
Provided by: Coastal Land Design

. I t
Season High Water Level Estimation
Austin Property
Leland, Brunswick County, North Carolina
ECS Project No. 22.14616
December 8, 2008
Location Depth
Soil Description
1 0-24"
Black silty SAND
24"-30"
Grey clayey SAND
30"-48"
Grey CLAY w/sand
Seasonal High Water Tablewas estimated to be at 22 inches below the existing
grade elevation.
Ground water was encountered at 46 inches below the existing grade elevation.
Location Depth Soil Description
2 0-12" Black silty SAND
12"-30" Grey clayey SAND
30"-48" Grey CLAY w/sand
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation.
Ground water was encountered at 48 inches below the existing grade elevation.
Location Depth
Soil Description
3 0-12"
Black silty SAND
12"-30"
Grey clayey SAND
30"-48"
Grey CLAY w/sand
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation.
Ground water was encountered at 48 inches below the existing grade elevation.
Location Depth
Soil Description
4 0-12"
Black silty SAND
12"-30"
Grey clayey SAND
30"-48"
Grey CLAY w/sand
Seasonal High Water Table was estimated to be at 26 inches below the existing
grade elevation.
Ground water was encountered at 48 inches below the existing grade elevation.

Fv-!� U a LUuj SOSID:0008141
Date Filed: 1/2/2008 10:09:00 AM
�J 0`161 tj Elaine F. Marshall
CD-479 139) /% Business orporation orth Carol North Carolina Secretary of State
10-19.06 2008 002 00103
This report may be filed online at the Secretary of State websile
Naneof Business Corporation: K E AUSTIN CORPORATION
Fiscal Year Ending: 09 30 07 State of Incorporation: NC
Monty l Day I Year
Secretary of State 10 Number: 0008141
[] 1 hereby certify that the information requested below (required by NCGS 55-16-22) has not Changed since the most recently filed annual
report and is therefore complete.
Nature of Business:
SALES
Registered Agent:
KERMIT E. AUSTIN, JR.
Registered Office Mailing address:
3301 BURNT MILL DRIVE
C mnty: City: State: Zip Code:
WILMINGTON, NC 28403
Registered Office Street Address:
3301 BURNT MILL DRIVE
County: City: State: Zip Code:
WILMINGTON, NC 28403
Signature of New Registered Agent: (elgne e t app
Frincipal Office Telephone Number
910-762-4700
Principal Office Mailing Address:
3301 BURNT MILL DRIVE
City: State: Zip Code:
WILMINGTON, NC 28403
Principal Office Street Address:
3301 BURNT MILL DRIVE
City: State: Zip Code:
WILMINGTON, NC 28403
Name:KERMIT E. AUSTIN, JR. Title: PRESIDENT
Address: P.O. BOX 6146, HANOVER CENTER
WILMINGTON, NC 28403
City: State Zip:
Name: Title:
Address:
Lcity: State Zip:
Name: Title:
Address:
Certification of annual report (Must be completed by all Business Corporatfons).
�slgnmr/�'F �gi .ntw�porenoN Pr D.{p� /�
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