SW8960609_HISTORICAL FILE_20080618

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW eq4O(LIU'�
DOC TYPE El CURRENT PERMIT
❑ APPROVED PLANS
(XD HISTORICAL FILE
C
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE az�/J(p��
YYYYMMDD

STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
WIRO Regional Office
FILE ACCESS RECORD
SECTION SWP DATE/TIME �/�
NAME Lcrrr�/ si?toeo��? REPRESENTING
Guidelines for Access: The staff of the Regional Office is dedicated to making public records in
our custody readily available to the public for review and copying_ We also have the responsibility
to the public to safeguard these records and to carry out our day-to-day program obligations.
Please read carefully the following before signing the form.
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advance to schedule an appointment for file review so you can be accommodated.
Appointments are scheduled between 9:00 a.m. and 3:00 p-m. Viewing time ends at 4:45
p.m. Anyone arriving without an appointment may view the files to the extent that time and
staff supervision are available.
2. You must specify files you want to review by facility name or incident number, as
appropriate. The number of files that you may review at one appointment will be limited to
five_
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checks on which payment has been refused.
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reviewing files.
FACILITY NAME
3
—�Ar i�QrJl�
_�
Signature/Name'of Firm or Business
(Please attach business card to form if available)
# Copes: SG . Amt. Pd-.
_I / B o
Date
COUNTY
2 - /f 3•'/r
Time In. Time Out
A

dig
z,—
¢o LARRY SNEEDEN
aC a
PROJECT
MANAGER
J �y
�SCs
OffSce: 910-792-6954
(A C.Lawrence Sneeden, Jr. P•E.
Fav 910-792-6956
G p i 2420 North CollegeRd
Cell: 91.0-520-1835
0 W Wimington, N.C- 28405
E-Mail:
ix
[e-mail][

HONEYCUTT ENGINEERING C4.
CONSULTING ENGINEERS
610 HIDDEN VALLEY ROAD
WILMINGTON, NC 28409
910-650-0631
July 10, 1996
State of North Carolina
Department of Environment
Health and Natural Resources
Division of Environmental Management
Water Quality Section
ATTN: Linda Lewis
Re: Stormwater Project No. SW8 960609
Brewer Equipment Company
New Hanover County
Dear Linda:
I am enclosing two copies of revised plans addressing your c,-mments.
If you have any questions regarding this project, please give me a call.
Sincerely,
Q— 4(' p E.
James R. Honeycutt, Jr. P.E.
JUL 17 1996
E C E I V E
JUL 171996
PROJ #DTI

State of North Carolina
Department of Environment, Health, and Natural
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT
Governor WATER QUALITY SECTION
June 27, 1996
Mr. Jim Honeycutt, P.E.
Honeycutt Engineering
Post Office Box 15036
Wilmington, North Carolina
Resources
Jonathan B. Howes
Secretary
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960609
Brewer Equipment Company
New Hanover County
Dear Mr. Honeycutt:
The Wilmington Regional Office received a Stornwater Management Permit Application for Brewer
Equipment Company on June 10, 1996. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
Please highlight the 1.322 acre drainage area to the pond.
2. Please indicate Mr. Wheeless' title on the permit application.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to July 27, 1996, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:1WQSISTORMWATIADDINFO\960609.JUN
cc: Linda Lewis
Central Files
127 Cardinal Drive Extension. Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opporntnity Afftrmaiive Aoion Employer

' Drainage Calculations for Brewer Equipment Co., Dutch Square,
Wilmington, NC
Project H5079
A site = $7075
A site = 1.999 acres ...area of site
43560
Atc�W := 57590
Atow = 1.322 acres - total area draining into pond
43560
A paved : = 27952
A paved = 0.642 acres ..paved area
435C>n
Aside �= 1500
Aside = 0.034 acres ...sidewalk area
43560
Abld := 13200
AbIdg = 0.303
43560
A imp A paved + Aside
A other A total - A imp - A bidtz
fi15l96
A imp = 0.676 acres - total Impervious area excl. bidgs
A other = 0.343 1 4.'� 3 3
C pre := .25 ...pre -development C C bldg := 1.00
G imp ._ .95 ...paved area C
A'Other / A imp A bldg
C comp C pre + C imp' + C bidg.
Ato�I Atoms A
C Comp = 0.78 ...composite C (post -development)
L := 540 ft ...hydraulic length
H := 3 ft ...height
3
L
(H)
.385
Tc :-
128
T e = 7.33 ...time of concentration
Intensity -Duration -Frequency Relationships:
Values of G and H"
R G H
10 252 30
50 338 33
R= Return Period
*Source: Master Drainage Plan for City of Wilmington
STORNWATER
!�ECEI V;
JUN I o 1996
PROJ It�611 p�
fit
O'•
SEAL
9524
k
.lI c"
fdS

vj 1: 5
336 13
05
01 C! AQU
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all

T := T e
Time of duration
Gi0 := 252
H 10 := 30
G 14
110 =
(H10tT)
110 = 6.75 in1hr 10 year storm intensity
G 50 := 338
H S0 := 33
050
150 ; = rr
\H So + T)
150 = 8.381 inthr ...50 year storm
Compute runoff rates:
Q pre := C pre•I 10• (A total)
Q IM = 2.23 crs ...pre -development runoff from 10 yr. storm
Page 2
Q 10 := C aotng'110' (A t.W)
Q 10 = 6.96 cfs ...post -development discharge rate to pond from 10 yr. storm
Q 50 C COMP '150' (A total)
Q 50 = 8.64 cfs ...post -development discharge rate to pond from 50 yr. storm
Volume of runoff from developed area of site:
P := 4.8 in
Soil type = Seagate
CN := 70 Curve No.
f1000
S.- +CN }- 10 S=4.286
R d th (P - 0.2 S )2 R dcpth - 1.889 in.
oP P t .S-S
K vol R depth' (A total) 1 43560, 1 1 2
T R depth' (A tatai) r 1 .43560. 1
P 1.39• fQ I } `12/ 60
J
TP = 15.62
runoff depth
R vol = 9u67 cubic feet ..total runoff volume
time to peak flow

1
it
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E�
01'
r.
��:.', i� l,`� i;iw :- ��.,�� �; :7T��' Did �:;�'=.'.i.. i^'Dr;l;jD;ti.Va:•-T3`.��. c'v i�c Y ..
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Y

Determine size of 5' deep pond without vegetative filter: Page 3
RV0/a : = A imp i A bldg t VO/a = 0.7406
A total
HAP O 40 .050
IMP°/o 50 .057
Heil? : = IIVIN/0 40 .�- (DAP°/u 50 - DAP I' 40) ..406
DO = 0.0528
DA := (A tom) •43560
SA:= (W)•DA
SA = 3043
Determine storage volume required for treatment of first inch of runoff:
CCOMP =0.78
V := 1 . (Atotal)'43560•C comp
12
V = 3743 cubic feet
Assume I I T x 27.5' pond. Solve for depth "d" to provide required storage:
I ill w:= 27.5 w•l = 3053
Compute volume of water over 6:1 sloped shelf.
d 1 .957 ft
V 1 '- 1•w+ (1 + 12•d I)•(w+ 12•d 1) d, V 1 = 3745
Compute remaining volume required:
V2:= V- V1 V2=-3
d := 1 ...guess value
f(d) •- Cl + 12 d 1) • (w + 12 d 1) + (1 + 6 d + 12 d 1) (w + 6 d +12 • d 1) -d function of d for pond w/3:1 side slopes
2
g(d) V,7
d root((f(d) - g(d)),d)
d = -0.001 ft. - additional depth required
depth := d i + d depth - 0.956
ft. - total depth required to provide 1" storage
V = 0.0217
2day T 2 - 24.60.60 Q 2day
cfs ...Max discharge for 2 day drewdown

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V
Q 5day 5.24, 60 60 Q 5day = 0.0087 cfs ...Max discharge for 5 day drawdown Page 4
g : = 32.2 C d : = .6 ... orifice coefficient
h := depth h = 0.479 ft ...avg. head
2
A orifice Q 2day A orifice = 0.007 Square ft.
Cd•(2 g h)'5
.5
© ;= 4,
A orif ca 12 D = 1.092 In. - far 2 day drawdown
3.14
Q 5day = 0.0087 CfS
A orifice Q 5day A orifice = 0.003 Square ft.
Cd.(2'9'h).5
.5
D := (4. 3.14
A orifice ,12 D = 0.691 in - for 5 day drawdown
Use 1 inch diameter plge in routing chart
Check capacity of emergency spillway to pass 50 year peak flow:
L := 9 ft ...Length of weir
H := 6 ft ...Driving head C W := 3.0 ... Weir coefficient
12
Q := C WL•H1.5 ...Weir capacity
Q - 9.55 must be => Q S0 -- 8.64 O.K.
Check flow in spillway channel:
Q :- Q 5Q Q = 8,642 ..flow in channel in cfs
B 9 ...bottom width of channel (ft)
M 3 ...side slopes
49.4 - 47
s := s = 0.075 ...channel slope
32
n ._ .069 ...roughness ooeff. for 6" riprap with flow =.5 ft. (must be consistent with depth of flow)
Z req := Q-n Z MKI - 1.461 ...Z required (from R.Malcolm)
1.49.,fs
y := .33 ...depth of flow (ft.) - vary this number until Zav (below) is approx equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A := B�y + M.(y)2 ...Cross -sectional area of flow (sq.ft.) at depth y

t�= nn=Wx fOnt Q YOM! 2C
fwoQ wwN sac uuts Kc AqA u amme w Qe Courzoui mIL ;va USM�
-.7 7.
COQ YL q, UbUb MUM li' iL[-U-'lpl r,G CCUSI*2.ZU� j�NJ -.:3bzw o� liulv-)
QMG m or. �3-2
-w j"P141P
0,1 11,1 -41, i);;! iiJ C t;,;'
e -.5,A C awn Ei i:
cuwwx
I . .!k.. Coe
csh2cIt-,-, ot ,,o hG2� can X(-GL h-G,11W flQ-AA:
D QQK . j - JL a qSA Q2QQQMi-;
nyva ccagcow
IV. mmonxi ns% ,4

P := B t 2-y- 1 MZ ...Wetted perimeter (ft.) at depth y
Page 5
R := A ...Hydraulic radius (k) at depth y
P
Z av : = A• (R )3 Z av = 1.469 ...Z available
Compute velocity at this depth:
2 1
V := 1'49 k3 s2 V = 2.635 fps
n
Size riprap using Tractive Force Procedure:
T d 2.00 ...permissible shear stress in ib/sq.ft for B" dprap
r := 62.4 ...unit weight of water, lblcu.ft.
s = 0.075 .._channel slope, ft/ft
d := y ...flow depth, ft
T := Y•d•s
T = 1.544 < T d = 2 O.K.
d 50 := .5 ft - minimum
dniax:= 1.5•d50,12
d max = 9 inches maximum riprap size
depth : = 1. 5, d n=
depth = 13.5 inches minimum depth of riprap
Check Swale discharge into pond:
Q Q 10 Q = 6.961 ..flow in channel in cfs
8 := 0 ...bottom width of channel (ft)
M := 3 ...side slopes
49.10 - 48.0
s - 0031 ...channel slope
36
n :_ .069 ...roughness coeff. for 6" riprap with flow =.5 ft. (must be consistent with depth of flow)
Z req := Qn Z req = 1.8" ...Z required (from R.Malcolm)
1.49. Is
y := .959 ...depth of flow (ft.) - vary this number until Zav (below) is approx. equal to Z.req
(above) - may also have to vary n above to be consistent with this depth
A := B-y t M-(y)2 ...Cross -sectional area of flow (sq.ft.) at depth y

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ru fv'.�'u li
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Z.
U
' rf

P : = B + 2 • y 1 + M2 ... Wetted perimeter (ft.) at depth y
Page 6
R := A ...Hydraulic radius (ft.) at depth y
P
2
Zav:= A-(R)3 Zav= 1.632 ... Z available
Compute velocity at this depth:
2 1
V 1.49 R s2 V = 2.233 fps
n
Size riprap using Tractive Force Procedure:
T d := 2.00 ...permissible shear stress in Ib/sG.ft for 6" riprap
T := 62A ...unit weight of water, lblcu.ft.
% = 0.031 ...channel slope, ft/ft
d := y ...flow depth, ft
T 7•d•s
T = 1.828 < T d = 2 O.K.
d 50 :_ .5 ft - minimum
dMax := 1.5•d50•12
d max - 9 inches maximum riprap size
depth : = 1. 5 • d III"
depth = 13.5 inches minimum depth of riprap
REFER TO ATTACHED SHEETS FOR ROUTING RESULTS
Note: References to chart nos., table nos., and page nos. refer to Erosion and Sediment Control
Planning and Design Manual unless noted otherwise

v 'a a e ! E3 r f I i T eq b 5 n +
Moo[:, -.G jil �;utnoi
aldslisvp S
:01j'a9b eiril If.
oviv)1--nT pniaw Cl.-, Irp
T-;
ft L,
0 F i "- ,-,I

S
z
CONTOUR
INCR ACCUM
CONTOUR
AREA
VOL VOL
STAGE
In S
In Z
Z est
48.00
3053
0 0
0.00
0.00
48.50
3920
1743 1743
0.50
7.4634
-0.6931
0.53
48.96
4775
1987 3730
0.96
8.2241
-0.0440
0.96
49.50
5355
2750 6480
1.50
8.7765
0.4055
1.49
50.00
5870
2806 9286
2.00
9.1363
0.6931
1.98
50.50
6402
3068 12354
2.50
9.4217
0.9163
2.49
51,00
6953
3339 15693
3.00
9.6609
1.0986
3.00
51.50
7521
3618 19311
3.50
9.8684
1.2528
3.54
Regression Output:
Constant
8.269268
Ks= 3902
Std Err of Y Est
0.01105
b= 1.27
R Squared
0.999735
No. of Observations
6
X Coefficient(s)
1.266057
Std Err of Coef.
0.010309

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2 nj 0 2 C
pCkOagw�^7
2
;Q FA A pal
'Too imp
D= £%
Goueaw
g5203212
_
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@03223
12683
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w 082
2 Oe
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3098 45221
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3120 0160
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: 2 0
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3350
4113 ,10 9
C Ic.
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013
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CORIOn@
qC4 +2Cn&

STAGE -DISCHARGE FOR RISER/BARREL SPILLWAY WITH EMERGENCY WEIR
RISERIBARREL:
7.5
Dr
=
3.516 Area of grate openings
Etop
=
48.96 Elev. top riser (ft)
Cwr
=
3 Riser weir coefficient
Cdr
=
0.59 Riser orifice coefficient
Do
-
1.00 Orifice dia.(in)
Einv
-
48.00 Elev inv. orifice (ft)
Co
=
0.6 Orifice coeff.
❑b
-
1.25 ft.
Binv
--
47.50 Barrel invert
Cdb
=
0.6
EMERGENCY WEIR:
Cw
=
3 Weir coefficient
Ec r
49.40 Elev. weir crest (ft)
Lw
=
9 Weir length (ft)
1
2
3
4
5 6 7
8
Stage
Riser
Riser
Barrel
1" Princ. Emerg.
Totai
(weir)
(orifice)
orifice Spillway Weir
Outflow
[ft]
[ds]
Ids]
[CFSI
[dsI [ems] (ds]
(ds]
48.00
0.00
0.00
0.00
0.00 0.00 0.00
0.00
48.20
0.00
0.00
0.00
0.01 0.00 0.00
0.01
48.40
0.00
0.00
0.00
0.02 0.00 0.00
0.02
48,60
0,00
0.00
0.00
0.02 0.00 0.00
0.02
48.80
0.00
0.00
0.00
0.02 0,00 0.00
0. 02
49.00
0.20
3.45
7.23
0.03 0.20 0.00
0.23
49,20
2.70
8.21
7.70
0.03 2.70 0.00
2,72
49.40
6.63
11.08
8.14
0.03 6.63 0.00
6.67
49.60
11.60
13.35
8.56
0.03 8.56 2.41
10.97
49.80
17.42
15.28
8.96
0.04 8.90 6.83
15.79
50.00
23.97
17.00
9.34
0.04 9.34 12.55
21.89
50.20
31.18
18.56
9,70
0,04 9.70 19.32
29.02
50.40
39.00
20.00
10.06
0.04 10.06 27.00
37.06
50.60
47.38
21.34
10.40
0.04 10.40 35.49
45.89
50,70
51.78
21.98
10,56
0.04 10.56 40.02
50.58
50,80
56.30
22.60
10.73
0.04 10.73 44.73
55.45
50.90
60.94
23.20
10.89
0.04 10.89 49.60
60.49

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60
K;
20
40
COMPOSITE STAGE DISCHARGE
r m ao ca n It ca OR q ni .e m i. Oo a,
lot, 2 Lan
STAGE
—,*--ROM —BR(0) —*--BARREL —X—ORIFICE

=amAR� f
m
�
ƒ
%

60
50
40
a
0 30
20
10
NET STAGE DISCHARGE
o er 4� N a
STAGE
-NET DISCHARGE (CFS)

I
No]
X3

CHAINSAW ROUTING
Input date:
Qp= 8.1
RESULTS:
Tp= 20.3
OUTFLOW PEAK= 6.54
MAX STAGE= 49.39
dT= 2
Ks= 3902
b= 1.27
7.5
Etop = 48.96
Top of riser
Dr = 3.516
Area of grate openings
Db= 1.25
Bitty= 47.50
N= 1
No. of orif.
Cd= 0.6
Orifice coeff.
D= 1
Dia. of orifice
Zi= 48.00
Inv. elevation
Cw= 3 Weir Coefficient
L= 9 Length of overflow weir
Zcr-- 49.4 Elev. of overflow weir

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4
rj
' V .01.1
A /lf�� yY.�
I lv ii c7�v'Eii� .�/i ii
r1U Zvi-' =�w
I;Gvv

1
2
3
4
5
6
7
8
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
[min]
[CIS]
[cu ftl
IN
[cfs]
tcfsl
[cf8]
BARREL
0
0.00
0
48.00
0.00
0.000
0.00
0.00
2
0,19
0
48.00
0.00
0.000
0.00
0.00
4
0.75
23
48.02
0.00
0.001
0.00
0.00
6
1.63
113
48.06
0.00
0,003
0.00
0.00
8
2.73
308
48.13
0.01
0.008
0.00
0.00
10
3.96
635
48.24
0.01
0.012
0.00
0.00
12
5.20
1108
48.37
0.02
0,015
0.00
0.00
14
6.33
1730
48.53
0.02
0,018
0.00
0.00
16
7.24
2487
48.70
0.02
0.021
0.00
0.00
18
7.85
3353
48.89
0.02
0,024
0,00
0.00
20
8.10
4292
49.08
0.98
0.027
0.00
0.95
22
7.96
5147
49.24
3.50
0.029
0.00
3.47
24
7.45
5682
49.35
5.48
0.030
0.00
5.45
26
6.65
5919
49.39
6.43
0.030
0.00
6.40
28
5.85
5944
49.39
6.54
0.031
0.00
6.51
30
5.14
5861
49.38
6.20
0.030
OAO
6.17
32
4.52
5734
49.36
5.69
0.030
0.00
5.66
34
3.98
5595
49.33
5.14
0,030
0,00
5.11
36
3.50
5456
49.30
4.61
0.029
0.00
4.58
38
3.08
5323
49.28
4.12
0.029
0.00
4.09
40
2.71
5198
49.25
3.67
0.029
0.00
3.65
42
2.38
5082
49.23
3.27
0,029
0.00
3.25
44
2.10
4975
49.21
2.92
0.028
0.00
2.89
46
1.84
4877
49.19
2.60
0.028
0.00
2,57
48
1.62
4786
49.18
2.32
0.028
0.00
2.29
50
1.43
4703
49.16
2.07
0.028
0.00
2.04
52
1.26
4626
49.14
1.84
0.028
0,00
1.82
54
1.11
4555
49.13
1.65
0.027
0.00
1.62
56
0.97
4490
49.12
1.47
0.027
0.00
1.44
58
0.86
4430
49.11
1.31
0,027
0.00
1.29
60
0,75
4375
49.09
1.18
0.027
0.00
1.15
62
0.66
4324
49,08
1.05
0.027
0.00
1.03
64
0.58
4278
49.08
0.94
0.027
0.00
0.92
66
0.51
4235
49.07
0.84
0.027
0.00
0.82
68
0.45
4195
49.06
0.76
0.026
0.00
0.73
70
0.40
4158
49.05
0.68
0,026
0.00
0.65
72
0.35
4124
49.04
0.61
0.026
0.00
0.58
74
0.31
4093
49.04
0.55
0.026
0.00
0.52
76
0.27
4064
49,03
0.49
0.026
0.00
0.47
78
0.24
4037
49.03
0.44
0.026
0.00
0.42
80
0.21
4012
49.02
0.40
0.026
0.00
0.37
82
0.18
3989
49.02
0.36
0.026
0.00
0.34
84
0.16
3968
49.01
0.33
0.026
0.00
0.30
Be
0.14
3948
49.01
0.29
0.026
0.00
0.27
88
0.13
3930
49.01
0.27
0A26
0.00
0.24
90
0.11
3913
49.00
0.24
0.026
0.00
0.22

FI
-4 fl) R) 0:) IT ) a Co a) W ID?
(A (1) C., C-1 ice) A IT, G� ID (D C) (,-) 00 C L Q (K) C7 L'i X4 JZ) W 4,1 (7: J;
Fr
st) j i-, I- M 1— 1" (Z) fl :0 r+ U) (0 (,'1 iA (A �7 f--> C) i..i I—) C3 C> I-) C', I- I:" (D C 17� I'D D
'D 1­ 4", t­ o (1 0) (1) ox) C'�' 1.) 4 Y) 4 fA v 1— (6 aj fo � 1, 4' 1.1 G (A (A
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-el .4 4 4 A.-4 4 J, 4 A
M a�, 1p i X-) (V aj Q� E)> Q� 0) (3) ��v Co I'D 43) C.) 0) 11.1 (D 41N 0> (3) 12) (:D 6) S) 4z)
C) 7.) Ll r, V tY3 I_-) C, I f.,) I.) u(.j i.j (.j C.l (7) C, I-) r_> I-) C-3 C;,
X CD ;A fO oj t:r) (r, 4 W 0) 0) IX) rD (-) I-) M (Ti O� ly'% (0 -A) (_1 0) (r) CO I- IF 4- U) I GI (A C�
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D C!, C) 1-) 0 0 C) 4".) C) C) C) C-) C) C5 C> I'.-) C-[_; I-` C) r-,) C) 0 C) C) C,) C: 1 D C, Cl 0 1
C> f7> C) r-'T, 4-_� (-.- C> 1_-� 0 f D
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I -
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(X', Q) 10 t) (1) 1-- Q) .:;. L-1 CA 4 () it) W r-' (,'I 1-) 10 4 r_- V tA I-

1
2
3
4
5
6
7
8
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
[min)
[cfsl
[C+ ft]
[ftl
[cfsl
[mil
[cfsl
BARREL
92
0.10
3897
49.00
0.22
0.026
0.00
0.19
94
0.09
3882
49.00
0.20
0.026
0.00
0.17
96
0.07
3869
48.99
0.18
0.026
0.00
0.16
98
0.07
3856
48.99
0.16
0.026
0.00
0.14
100
0.06
3844
48.99
0.15
0.026
0.00
0.12
110
0.03
3789
48.98
0.09
0,025
0.00
0,06
120
0.02
3754
48.97
0.06
0.025
0.00
0.03
130
0.01
3729
48.96
0.04
0.025
0.00
0.02
140
0.00
3709
48.96
0.03
0.025
0.00
0.01
150
0.00
3694
48.96
0.03
0,025
0.00
0.00
160
0.00
3680
48.95
0.03
0.025
0.00
0.00
170
0.00
3666
48.95
0.03
0.025
0.00
0.00
180
0.00
3651
48.95
0.03
0.025
0.00
0.00
190
0.00
3636
48.95
0.02
0.025
0.00
0.00
200
0.00
3621
48.94
0.02
0.025
0.00
0.00
210
0.00
3606
48.94
0.02
0.025
0.00
0.00
220
0.00
3592
48.94
0.02
0.025
0.00
0.00
230
0.00
3577
48.93
0.02
0.025
0.00
0.00
240
0.00
3562
48.93
0.02
0.025
0.00
0.00
250
0.00
3547
48.93
0.02
0.025
0.00
0.00
260
0.00
3532
48.92
0.02
0,025
0.00
0.00
270
0.00
3517
48.92
0.02
0.025
0,00
0.00
280
0.00
3503
48.92
0.02
0.025
0.00
0.00
290
0.00
3488
48.92
0.02
0.025
0.00
0.00
300
0.00
3473
48.91
0.02
0.024
0.00
0.00
310
0.00
3458
48.91
0.02
0.024
0.00
0,00
330
0.00
3429
48.90
0.02
0.024
0.00
0.00
350
0.00
3400
48.90
0.02
0.024
0.00
0.00
370
0.00
3371
48.89
0.02
0.024
0.00
0.00
390
0.00
3342
48.88
0.02
0.024
0.00
0.00
410
0.00
3313
48.88
0.02
0.024
0.00
0.00
430
0.00
3284
48.87
0.02
0,024
0,00
0.00
450
0.00
3255
48.87
0.02
0.024
0.00
0,00
470
0.00
3227
48.86
0,02
0.024
0.00
0.00
490
0.00
3198
48.85
0.02
0.024
0.00
0.00
510
0.00
3170
48.85
0.02
0,024
0.00
0.00
530
0.00
3141
48.84
0.02
0.023
0.00
0.00
550
0.00
3113
48.84
0.02
0,023
0.00
0.00
570
0.00
3085
48.83
0.02
0.023
0.00
0.00
590
0.00
3057
48.82
0.02
0.023
0.00
0.00
610
0.00
3029
48.82
0.02
0.023
0.00
0.00
640
0.00
2988
48.81
0.02
0.023
0.00
0.00
670
0,00
2946
48.80
0.02
0.023
0.00
0.00
700
0.00
2905
48.79
0.02
0.023
0.00
0.00
730
0.00
2864
48.78
0.02
0.023
OAO
0.00
760
0.00
2824
48.77
0.02
0,022
0.00
0.00

E'
F..1 (A C L•'1 (ii (.:I Ii1 4•1 N� iaS W C+] 1,,) 14' :.,) 't. 4 •=} G +: F) IU 10 tI) it it, R} IZ?
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(mot 4 (?'i tYJ <-7 (:i I�i C•) i=- i .`�) C; t_.7 t=7 C) Cj C.) f. 17 C.5 C) C) J t:) 1-) 7 C] iD C) C] D i_, CL ( C] 13 L:+ [:. i_) t„) 0 C)
1 i w
f:i (:';• C7 rD o c] o C) Ca f) (-) i_: 1_)
I")[ C)1-,;' i) ['l _) •_1 ( 1 (:-) (.) [_. 1_! 0 Cl 1_..
t� 4) I 1� Cl [a) G1 •- 1, ] 1=3 i� f�) ,=} C) [:7 (_) t» '.� t�J [ [") C7 f_) [�) C)t ( (.3 E:' I_y ( in C)
L' 3
L) '0 [,) il) (A. (e) ts) Cl? C,.) '.? (.5 (1) [+.? (1) [.) G) [..) '�) l ] 1.) I„) �) f,.) ) G) [4) I,) ' •. C,} (.) (..} W I.) W W Iy} 14) (..,I !'A LS Li rA
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..� (]) in ((, L-u 1%. 4) Ili (.•,; (•? q. C) c11:• 'a) L4 1_? r)) !-- its .j (..) C, ::-) !% YG (•"i (_: !-- 4 •�- U) ri) IA q:• (•- A, .`- (Y..) IL) G1 ti7 •.'� t) ({') f�l
I� (A Q,' :T% 4 t?) r. []) U) C) Ci. �- �7 =- vi'? (+1 I' Gj Imo' (.', I 4} f9? f,,) i:7 (.3 [a a.. L/: t:} 1 !i) f- CX) C? -- C.) r).) P- (),I aK� -0 Q 4
ih l
4 .4 A 1 .4 4- '; ,> G 1 .c1 4 't i :l r° 4 4 1 1 21 . i 4 4 1 .'i 1 4- .c! .1 4 e. 1 4 l+ :1
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r-i 0 C) CD, ice.) Q) .^+j ij) (]) (!) C- q` t) i�+ Q) (3) :]) w fL^(I) to 1}.) tS} t)') t") (I') lX] 1X? iC) fi.: [f) (C) 40 ix) )+'
16 tU -q Id) G) (A (_-1 (A Ci +-- Cj 1_) (D (,.) ix) I-- J•- M ft) tr) .4 4. t., (A (.1 e- Q 11, (10 1�
._i
.�= N - L7 1:") t=• C? CC)f=) C", (y) ) [7 t_:) `) f:.' i_i (;) C! I_, C_7 C,•-! u `r7 L-1 •._ t;) 0 (D [_) "D C_) (D.`, Gti (_? >_? (') C) t7 0 :.Z Q : ? (:7 .. E7 E=) (_'3 C? C:) C, t=! (�) (-. i_-• (�) t� ',7) C,
(1) ;%] li) tL) ta) it) :{. I,.) ta) f. T fa) Ia) L.1 L'! t,,1 L') 4+4 ii1 Is`r (..1 G1 (A EA ("1 i,', i.4 GI CA C+R :A G1 (. iA t+i (A (A (,!; G. 411 L/, Ul I,, i.'J L i GI
�w
CL' i"C i 0 C' (_) C:) k.5 s.S rt C) C:' C) t-) ID I.) C.) .» C) C. 1_:i f-D ( .) C) t.) r) C) C) 0_:j r) (= 0 (:) (_] I_7 0 (_} 1=.Y 47-1 O 1-3 C) t:: 1=7 C.' (:.: i_)
C.i c.1': .:) 17, t'] (_) 0 f-) Cl-'> ID LD rr ("i C) (-:� 0 C_) 1-) t;7 (� k ' (:) C) C) ('_) CJ (-id r-i (-) C? 1�` l,� t�S 1=) (: j (_1 [ _7
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-ti
rr P _
0f✓ 1n (. (_: C] I:7 1::) C) C) t=� Q l=) Iw3 C.f% f, C� t.-.) [.] C.} as f:: 1`,• t=7 C] :=5 (_} C) [.' (_.' r:> (:) C) 1_) ,
C) I-) (:) kD I..) C) (? (7)
f:? [:; (_:} C? i;} 1_? C) (')ID C C' C) ")
eV ft I D 1=1 0 C:) (_) C) [ ] I;e f7 L7 11 Ci (_, ':a O C) 1_• C) 1_) i % f;' r .- 1 S 4) t 7 ID C 0 (:.) CS C) 1_? f_) (5 1_) £=) 15 C) C7 f=` I_: c (`) fn
T"t
0 (..) (_? I_) f') C) I.) 4�) C: I-) C) t:7 r-? (_) [_? _7 ;:) [? C"i G f_: •"_) t;_. C) M [:) i7 r� C] C), f_
- � 7 C] C_i t=) 0
0 C) C) (:7 r) :.} o-) i7 C) (_� ,-j ....� iri [:) [-,� (..) (:i t:'? I-_, t:) C) C, D 0 6C-) =;j
C) [:] 0 C) E_, e7 ._? C) C, 0 (7) C: 0f:7 C) Q C7 I-y t_1 C-) ID (:) C-) C7 C) {} 1.)

1
2
3
4
5
6
7
8
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
[min]
[cfs]
[cu ft]
[ft]
[cfsl
[mil
[cfs]
BARREL
790
0.00
2783
48.77
0.02
0.022
0.00
0.00
820
0.00
2743
48.76
0.02
0.022
0.00
0.00
850
0.00
2703
48.75
0.02
0.022
0.00
0.00
880
0.00
2663
48.74
0.02
0.022
0.00
0.00
910
0.00
2624
48.73
0.02
0.022
0.00
0.00
940
0.00
2585
48.72
0.02
0.022
0.00
0.00
970
0.00
254E
48.71
0.02
0,022
0.00
0.00
1000
0.00
2507
48.71
0.02
0,021
0.00
0.00
1030
0.00
2468
48.70
0.02
0.021
0.00
0.00
1090
0.00
2392
48.68
0.02
0.021
0.00
0.00
1150
0.00
2316
48.66
0.02
0.021
0.00
0.00
1210
0.00
2242
48.65
0.02
0,020
0.00
0.00
1270
0.00
2169
48.63
0.02
0.020
0.00
0.00
1330
0.00
2096
48.61
0.02
0.020
0.00
0.00
1390
0.00
2025
48.60
0.02
0.020
0.00
0.00
1450
0.00
1954
48.58
0.02
0.019
0.00
0.00
1510
0.00
1885
48.56
0.02
0.019
0.00
0.00
1570
0.00
1817
48.55
0.02
0.019
0.00
0.00
1630
0.00
1750
48.53
0.02
0.018
0.00
0.00
1690
0.00
1684
48.51
0.02
0.018
0.00
0.00
1750
0.00
1619
48.50
0.02
0.018
0.00
0.00
1810
0.00
1555
48.48
0.02
0.017
0,00
0.00
1870
0.00
1492
48.47
0.02
0.017
0.00
0.00
1930
0.00
1430
48.45
0.02
0.017
0.00
0.00
2170
0.00
1188
48.39
0.02
0.016
0.00
0.00
2410
0.00
965
48.33
0.01
0.014
0.00
0.00
2650
0.00
761
48.27
0.01
0.013
0.00
0.00
2890
0.00
579
48.22
, 0.01
0.011
0.00
0.00
3130
0.00
418
48.17
0.01
0.009
0.00
0.00
3370
0.00
282
48.13
0.01
0.008
0.00
0.00
3610
0.00
173
48.09
0.01
0.005
0.00
0.00
3850
0.00
94
48.05
0.00
0.003
0.00
0.00
4090
0.00
55
48.03
0.00
0.001
0.00
0.00
4330
0.00
34
48.02
0.00
0.001
0.00
0.00
4570
0.00
23
48.02
0.00
0.000
0.00
0.00
4810
0.00
15
48.01
0.00
0.000
0.00
0.00
5050
0.00
11
48.01
0.00
0.000
0.00
0.00
5290
0.00
6
48.01
0.00
0.000
0.00
0.00
5530
0.00
6
48.01
0.00
0.000
0.00
0.00
5770
0.00
4
48.00
0.00
0.000
0.00
0.00
6010
0.00
3
48.00
0.00
0.000
0.00
0.00
6250
0.00
3
48.00
0.00
0.000
0.00
0.00
6490
0.00
2
48.00
0.00
0.000
0.00
0.00
6730
0.00
2
48.00
0.00
0.000
0.00
0.00
6970
0.00
1
48.00
0.00
0.000
0.00
0.00
7210
0.00
1
48.00
0.00
0.000
0.00
0.00

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STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
(min]
[cfgl
[C+ ftl
[ft]
[cfS]
[mil
[cfs]
BARREL
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0.00
0.000
0.00
0.00
7690
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48.00
0.00
0.000
0.00
0.00
7930
0.00
1
48.00
0.00
0.000
0.00
0.00
8170
0.00
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48.00
0.00
0.000
0.00
0.00

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DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION --
1.1GENERAL INFORMATION
1. Project Name Bg5WER EQUIPMENT COWANY—_BuJ6 A550CIATES' -- --- -
2. Location, directions to project (include County, Address, State Road) Attach map. 00 U) I N OLn, Ll., W IJ
DU-rCR S[+)OA2E ^rNDUSr0_1ftL PAaK +MEW HANOtJM 00•
3. Owner's Name $ W 6 At S5 OC 4 A TES Phone 3 9 a - 005L_
4. Owner's Mailing Address_ (p (p QO 1�_t_ N L� �Y111.�- W A Y,T�
City 1 O N State N C, zip
5. Application date Fee enclosed $_ _ 3 36 - 00
6. Nearest Receiving Stream _ S� 1 THG_! -�_ T _ Class CS LU
7. Project description 0 01 LLD l N 6 DDiTI 0 iJ
U. PERMIT INFORMATION /
I. Permit No. (To befilledinbyv& 5W 3 T PDGO
2. Permit Type_ New Renewal Modification (existing Permit No.)
3. Project Type. Low Density ✓Detention Infiltration Other: Redevelop General Dir Cert
4. Other State/Federal Permits/Approvals Required (check appropriaze b)
CAMA Major Sedimentation/Erosion Control ✓ 404 Permit
M. BUI1..T UPON AREA (Pkase ace NGiC 2H.lao5 thru .1007for applicable denri* Linda)
Drainap. 12raina e Breakdown U I rvious Area
Basin asin (Plena indicate below the design impervious area)
Classification C S W Buildings _ ! 3. 7-00 5 Q. PT
Allowable Impervious Area
Total Project Area
/7., Z77
Aso
Streets.
Parking/SW Z 5 Z 5 • r-.
Proposed Impervious Area ¢ bs Z Odw
% Impervious Area -7 4 7D Totals_ 4 Z L S Z SQ. FT.
IV. STORMWATER TREATMENT (Describe tio- the ranoff will be treated)
W cT _..P6 AJP _ � _

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
1, 54L(,c keeAss� -- , certify that the information included on this permit
(Plena print or type name deadyl
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000,
I authorize the below named person or firm to submit s mwater plans on my behalf.
Owner) uthorized gent Signature and Title Date
Pres�Gjenf, Bwe,4SS[�C � Les.
VII. AGENT AUTHORIZATION wvs or coup—n)
Person or firm name Ff o N' EVC I) 7 l GLE 1�►/G CO . - --
Mailing Address
City WI L/1?/Al"7ntJ State /VG Zip Z$462S Phone 9/0 SD 0631
Please submit application, fee, plans and calculations to the appropriate Regional Office.
CC'. Applicant/WiRO//Central Piles
't tMTER
- MC,
ECEIVE�,
JUN 101996
D M
PROD scu ocl?cq