SW8950711_HISTORICAL FILE_19950810 (3)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 q 5 0 7
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
1995 02 11)
YYYYMMDD

I <o
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary WATER QUALITY SECTION Regional Manager
August 10, 1995
Mr. Walter O. Winter
Cardinal Associates, LLC
Post Office Box 5601
Wilmington, North Carolina 28403
Subject: CERTIFICATION OF COMPLIANCE
with Stormwater Regulations
Stormwater Project No. SW8 950711
Cardinal Trade Center
New Hanover County
Dear Mr. Winter:
This Certification is pursuant to the application for Cardinal Trade Center received on July 24,
1994. Staff review of the project plans and specifications has determined that the stormwater control
system as proposed for Cardinal Trade Center will comply with the Stormwater Regulations set forth in
Title 15A NCAC 2H.1003(i). The runoff from 89,088 square feet of impervious area will be treated in
a detention pond sized to achieve 90% reduction in Total Suspended Solids.
Any modification of the plans submitted to and approved by this Office or further development
of this site regardless of the fact that the modification may be less than 1 acre, will require an additional
Stormwater Submittal/Modification and approval prior to initiation of construction. Modifications include
but are not limited to; project name changes, transfer of ownership, change of owner address, redesign
of built -upon surfaces, addition of built -upon surfaces, redesign or further subdivision of the project area.
This Certification shall be effective from the date of issuance until rescinded. The project shall
be constructed and maintained in accordance with the plans and specifications approved by the
Wilmington Regional Office. This Certification does not supersede any other permit or approval. The
developer is responsible for obtaining any and all permits and approvals necessary for the development
of this project. This could include the Division of Coastal Management under CAMA requirements, the
Division of Environmental Management under Wetland 401 Water Quality Certification and/or a Dredge
and Fill Permit and/or a Sewer Extension/Collection Permit, U.S. Army Corps of Engineers 404 Wetland
Permit, NPDES Stormwater Permit if disturbing five acres or more, local County or Town Agency
permits under their local ordinances, or others that may be required.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Winter
August 10, 1995'
Stormwater Project No. SW8 950711
A professional engineer must certify that the stormwater system has been installed in accordance
with the approved plans and specifications upon completion of construction. The attached certification
must be received in this Office within 30 days of completion of construction.
The detention pond must be constructed in it's entirety, operational for it's intended use, and
permanently vegetated prior to the construction of any impervious surfaces proposed as a part of the
project, except roads. Failure to construct the stormwater controls as approved is considered a violation
of this Certification.
3900.
If you have any questions concerning this matter, please call Ms. Linda Lewis or me at (910) 395-
Sincerely,
Dave Adkins
Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\CERTIFIC\950711.AUG
cc: Jim Honeycutt, P.E.
Alan Golden, New Hanover County Inspections
Bradley Bennett
Beth Easley, New Hanover County
Linda Lewis
Wilmington Regional Office
Central Files
Y

DIVISION OF ENVIRONMENTAL MANAGEMENT
PROJECT DATA
Project Name:
Project Number:
Location:
Applicant:
Mailing Address:
Submittal Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth:
Permanent Pool Elevation:
Total Impervious Surfaces Allowed:
Offsite Area entering Pond:
Green Area entering Pond:
Required Surface Area:
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
i :v
Cardinal Trade Center
SW8 950711
New Hanover County
Mr. Walter O. Winter
Cardinal Associates, LLC
Post Office Box 5601
Wilmington, North Carolina 28403
July 24, 1994
Bradley Creek
"SC HQW"
N/A
7.0 feet
38.8 MSL
89,088 square feet
N/A
15,692 square feet
3,802 square feet
3,850 square feet
7,443 cubic feet
7,509 cubic feet
40.43 MSL
1.25" pipe

WET DETENTION POND EVALUATION
1. Yes No The design storage is for the runoff from all impervious surfaces resulting from
1-inch of rainfall and is located above the permanent pool.
2. Yes No The permanent pool is designed for 90% total suspended solid (TSS) removal.
Therefore, no vegetative filter is required.
3. Yes No The runoff completely draws down to the permanent pool in 5 days, but not less
than 2 days.
4. Yes No The mean depth of the permanent pool is a minimum of 3 feet.
5. Yes No The inlet structure is designed to minimize turbulence and short circuiting.
6. Yes No An appropriate operation and maintenance plan has been provided for the
System.
7. Yes No THIS PROJECT MEETS THE STORMWATER CONTROL REQUIREMENTS
OF 15A NCAC 2H.1003 (g), (i), (k), and (1) (For Yes, 1 through 7 must all
be highlighted Yes.)
Brief Explanation: This detention pond is designed to remove 90% total suspended solids without the
aide of a vegetative filter.
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN -OFF
Wilmington Regional Office
Date
Individual Evaluating Form/Plans
Date Regional Water Quality Supervisor
cc: Applicant/Bradley Bennett/arl/WiRO/CF

Cardinal Trade Center
New Hanover County
Stormwater Project No. SW8 950711
Engineer's Certification
I, , as a duty registered Professional Engineer in the State
of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities,
due care and diligence was used in the observation of the project construction such that the construction
was observed to be built within substantial compliance and intent of the approved plans and specifications.
Signature
Registration Number
Date

DIVISION OF ENVIRONMENTAL 11TA.NAGENIENC
DENSITY ENGINEERED V—
PROJECT DATA
Project Name 7Qa0__ir G6'N rCle _
Location (County, Township/Municipality, Address, State Road) N6rV M412OveA
LARD�dkc A.t if,XrE�v�inn/
Owner's Name Glpgp�aac Ii}iOGi.�rrs 6 L G
MailingAddress DOB .SGo/
Wf lA „r s-POA✓ N c 111Y0.3
Phone Number q/0 -7 4 9- 92 C. Y Submittal Date��g�
Brief Description (include map and appropriate drawings) As6it/�rrr�raa4sp
Name of Water Body Receiving Stormwater Runoff 139A"P LE�f CfZE-EK
Classification of Water.Body S C 140V✓ 'If SA waters, engineered system, and distance is <0.5
miles, attach report of chloride sampling results mg/I
State/Federal Permits/Approvals Required (Check appropriate blanks)
CAMA Major Sedimentation/Erosion Control
404 Permit DEM/DHS Sewage Disposal
Other (Specify)
CALCULATION OF BUILT UPON AREA
Built upon area means that portion of a development that is covered by impervious or partially pervious cover
including buildings, pavement, recreation facilities, gravel, -etc., but not including wood decking. If the project
includes areas draining to different water classifications,.please note them separately below.
Subwatershed Subwatemlied .
Classification 5 C.
Built upon area 2, o S RcRE
Total Project Area 2 . 49 ficRE
% Built upc i Area 5 2 • t
Allowable B/U Area 0.747 ACKF
Is the Project B/U Area 5 the Allowable B/U Area?., N 0 ' ' of no, an engineer
SI'ORMWATER COLLECTI( 'N,SYSTEM
Describe how the iunoff will be treated /.)FT ?ON%%
ed
nrf0OfficZruse6nIy—'.-----.­
Ke FaaL6
JU& 2 4 1995 VrxoJ 9 i

BLFFER AREA
Is the built upon area at least 30 feet from mean hi& water of all surface waters? YjE�j If no, please
provide a description
(Note: Only boat ramps, public roads, public bridges, and walkways to water related facilities are allowed
within 30 feet of the. mean high water line if the project is intended to meet stormwater control
requirements through density limits.) I ,
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
By my signature below, I certify that the recorded deed restrictions and protective covenants for this project
shall limit the allowable built -upon area per lot to A(ZX square feet inclusive of right-of-way,
structures, pavement, walkways or patios of brio- stone, or slate, not including wood decking, state that
the covenants will be binding on all parties and persons claiming under them, that they will run with the
land, and that benefits may be enforced by the, State. of North Carolina, therefore, the covenant cannot be
changed or deleted without consent of the State_
CERTIFICATION
I, V\IQ1�-e.CO- winliY_( , certify that the information included on this
submittal form is correct, that the project will be constructed in conformance with this information, and
that to the best of my knowledge, the proposed project complies with the requirements of If; NCAC
2H.1003 (b). I authorize the below named persoe or firm to submit stormwater plans on my behalf, and
agree to abide by the deed restriction statement above.
1�1s` 6D`a .:ul�r 20119�5
Owner's Signature Date 7—
Provide authorized person or firm name and address below:
I-fo/JCYCv77_ EA161A10ER/A/6 60,
P>0.470K 15-036
cvlLMrnl67bN,� A/C St84og
9l0.3:5-n o63I
allo rublicfortheStateof Nm-A- �
I,�Cc�a\le �i., V�lucd tary: nc-o\:r-40.
County of Nf*1 1-lnr 6oe-c. do hereby certify that 1/�U1,�e_C(-)• \'/411JAP( personally
appeared before ma ` this O day of , 19 C _, and acknowledges the due execution
oftheforegoing instrument. Wit n my hand and official seas,
o*
AA ­
'Date Individduual Evaluating Forms/Plans
Date Regional Water Quality Supervisor
cc: Applicant/WiRO/Bradley Bennett/Central Files I
_ -

Drainage Calculations for, Cardinal Dr., Wilmington, NC
Project 5042
7/20/95
q total :-
108630 ✓ q total = 2.4938
acres ...total area
43560
• paved
:= 54816 r/ q paved = 1.258
acres ...paved area
43560
q side =
3264 ✓ A = 0.075
side
acres ...sidewalk area
43560
q bldg =
31008 A bldg = 0.712
acres ...Total area of buildings
43560
q imp q paved + q side q imp = 1.333 acres - total impervious area excl. bldgs
q other q total - A imp - A Bldg q other = 0.449
C pre :_ .20 ...pre -development C C bldg 1.00
C imp :_ .95 ...paved area C
A imp
C comp I C preothertal + C imp �q total ) + C bldg `q bldg
total 1
C comp = 0.83 ...composite C (post -development)
L :- 750 ft
H := 3 ft
3) 385
- (128
H
Tc
...hydraulic length
...height
T c = 10.71 minutes
..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
ECEoVEU
JUL 2 4 1995
D.EM
rxoJ # SLu 9 950't
�oo`�N CA Fj 'N,%
1�1
�' f Q, v 'y
*t4 SEAL *_
ll 9524
�s QF
'•yyc�s'�:yGINIf
M�e'� �•
-7

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?.( ORY
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C 17.0 _ UU!0 '
i
(f 1 �:A
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f = r, ri
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n:G �, i!v
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qaw
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T := T c Time of duration
G to := 252
H 10 := 30
C' 10
110. (H10+T) 110=6.19
G 50 := 338 H 50 := 33
G 50
150 (H 50 I T`
Compute runoff rates:
Page 2
in/hr ...10 year storm intensity
150 = 7.733 in/hr ...50 year storm
Q pre C pre' 1 10'A total
Q pro = 3.09 cis ...pre -development runoff from 10 yr. storm
Q 10 := C comp' 110'A total
Q 10 = 12.8 cfs ...post -development discharge rate from 10 yr. storm
Q 50 = C comp' 150'A total
Q 50 = 15.99 cfs ...post -development discharge rate from 50 yr. storm
Volume of runoff from developed area of site:
P := 4.8 in
Soil type = Seagate
CN := 70 Curve No.
S:=(1CONO�-10 S=4.286
(P - 0.2•S)2
R depth P + .8• S R depth = 1.889 in.
R Vol R depth' (A total-43560.11 2
R vol = 17103 cubic feet ...total runoff volume
T R depth' (A total) W
43560• 1p 1.39•(Q 10) 60
T p = 16.02 ...time to peak flow
...runoff depth

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y.aa ye 7@
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a
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ao
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o
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e Jg 8!
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- %5
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Determine size of 7' deep pond without vegetative filter: Page 3
IMP% := A imp + A bldg IMP% = 0.82
A total
IMP% S0 :_ .034
IMP% g0 :_ .039
IMP := IMP% 80 + IMP% g0 - IMP% 80>•.2
IMP = 0.035
DA := A total•43560
SA := (IMP)•DA
SA = 3802
Determine storage volume required for treatment of first Inch of runoff:
C comp = 0.829
V := 12 A total 4358o• C comp
V = 7508 cubic feet
Assume 110' x 36' pond. Solve for depth "d" to provide required storage:
1 := 110 w := 35 w• I = 3850
d := 1.5 ...guess value
I•w+(I+6•d)•(w+6•d)
f(d) := 2 d ...function of d for rectangular pond w/3:1 side
g (d) := V slopes
d := root((f(d) - g(d)),d)
d = 1.63 ft. - depth required to provide required storage for 1 inch
Q 2day '= 2.24 60.60 Q 2day = 0•0434 cf:...Max discharge for 2 day drawdown
V
Q 5day '= 5 24 00.60 Q 5day = 0.0174 cis ... Max discharge for 5 day drawdown
g := 32.2
h:=� h=0.815ft
Q 2day
Aorifice ;_
C d,(2.9•h).s
C d := .6 ...orifice coefficient
...avg. head
A orifice = 0.01 Square ft.

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ae=29w bid A 2A= »qw
Islot
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g Jam;
g�«gy y «qQ,.a Jg¥=sk
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ebtP b9 +�, m meaner w b10,:v-<------tRx
ar a`
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aaS 3
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.
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5
D := 4. A onfice 12 D = 1.354 in. - for 2 day drawdown
3.14 )
Q 5d9y = 0.0174 cis
A orifice Q 5day 5 A orifice = 0.004 Square ft.
C d,(2,g.h).
5
D := 4• A orifice 12 D = 0.856 in - for 5 day drawdown
3.14 ,
Use 1.25 inch diameter pipe in routing chart
Check capacity of emergency spillway to pass 50 year peak flow:
L := 16 ft ... Length of weir
H := 12 ft ...Driving head C w := 3.0 ...Weir coefficient
Q := C y( L• H1.5 ...Weir capacity
Q = 16.97 must be => Q 50 = 15.99 O.K.
Using a 12" barrel, check velocity at outlet:
D := 1 ft q := 4.91 ...max barrel discharge from routing sheets
A pipe = n 4D' A pipe = 0.785
Page 4
V outlet A q V outlet = 6.25 fps
pipe
Determine outlet apron dimensions and riprap size for discharge from pond:
From Figure 8.06.b.1 and Figure 8.06.b.2 choose Zone 1.
L a 3• D L a = 3 ft - minimum length of apron from figure 8.06b2
W := 3• D W = 3 ft - minimum width of apron from figure 8.08b2
dia 3 diameter of stone in inches
t := 12' thickness of apron in inches
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 otherMse

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S Z
CONTOUR [NCR ACCUM
CONTOUR AREA VOL VOL STAGE In S In Z Z ast
38.80
3850
0 0
0.00
0.00
39.30
4294
2036 2036
0.50
7.6187
-0.6931
0.51
39.80
4756
2263 4299
1.00
8.3660
0.0000
0.98
40.43
5364
3188 7486
1.63
8.9208
0.4886
1.59
40.80
5734
2053 9539
2.00
9.1632
0.6931
1.90
41.30
6250
2996 12535
2.50
9.4363
0.9163
2.48
41.80
6784
3259 15794
3.00
9.6674
1.0986
3.03
42.30
7336
3530 19324
3.50
9.8691
1.2528
3.61
Regression
Output:
Constant
8.38668
Ks-- 4388
Sid Err of Y Est
0.029838
b= 1.15
R Squared
0.998808
No. of Observations
7
X Coefficient(s)
1.154053
Sid Err of Goof.
0.017832

;
a
a#
mm
gm»oo
m=
39
ax
3 A
;
am
g7
ammo=
es
! a
9w;
as
< =
a :
r-
e+
e5
! E3
q4
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e>
3+
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i
;
SW
E2
aA
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m.
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e 92
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ea
2
� E
a
»
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zr
mz
, s
as
M a
+ a
e:
C:
a2
02
a
o E
;
e
3018-802 a m as
< . wm»m
90 Cl ma » qb1p,

STAGE -DISCHARGE FOR RISERIBARREL SPILLWAY WITH EMERGENCY WEIR
RISERBARREL:
7.5
Dr
=
3.516 Area of grate openings
Etop
=
40.43 Elev. top riser (ft)
Cwr
=
3 Riser weir coefficient
Cdr
=
0.59 Riser orifice coefficient
Do
=
1.25 Orifice dia.(in)
Einv
=
38.80 Elev inv. orifice (ft)
Co
=
0.6 Orifice coeff.
Db
=
1 ft.
Binv
=
38.80 Barrel invert
Cdb
=
0.6
EMERGENCY WEIR:
Cw
=
3 Weir coefficient
Ecr
=
41.00 Elev. weir crest (ft)
Lw
=
16 Weir length (ft)
1
2
3
4
5 6 7
8
Stage
Riser
Riser
Barrel
1.25" Princ, Emerg.
Total
(weir)
(orifice)
orifice Spillway Weir
Outflow
[ft]
Ids]
Ids]
Ids]
[de] [cfel Ids]
[del
38.80
0.00
0.00
0.00
0.00 0.00 0.00
0.00
39.05
0.00
0.00
0.00
0.02 0.00 0.00
0.02
39.30
0.00
0.00
0.00
0.03 0.00 0.00
0.03
39.55
0.00
0.00
0.00
0.04 0.00 0.00
0.04
39.80
0.00
0.00
0.00
0.04 0.00 0.00
0.04
40.05
0.00
0.00
0.00
0.05 0.00 0.00
0.05
40.30
0.00
0.00
0.00
0.05 0.00 0.00
0.05
40.55
0.94
5.77
5.00
0.05 0.94 0.00
0.99
40.80
5.06
10.13
5.35
0.06 5.06 0.00
5.12
41.05
10.98
13.11
5.67
0.06 5.67 0.54
6.21
41.30
18.26
15.53
5.98
0.06 5.98 7.89
13.86
41.55
26.67
17.62
6.27
0.07 6.27 19.58
25.85
41.80
36.08
19.49
6.55
0.07 6.55 34.35
40.89
42.05
46.39
21.19
6.81
0.07 6.61 51.64
58.46
42.30
57.54
22.76
7.07
0.08 7.07 71.15
78.22
42.55
69.45
24.24
7.32
0.08 7.32 92.63
99.95
42.80
82.09
25.63
7.56
0.08 7.56 115.92
123.48

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DISCHAR01E
39.1
39.3
39.0
39.8
40.1
40.3
40.6
40.8
41.1
m 41.3
f
m 41.6
41.8
42.1
42.3
42.6
42.8
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DISCHARGE
38.8
39.3
39.8
40.3
40.8
41.3
In 41.8
1 42.3
42.8

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IIE.1. 21.I.VeE DIOC14V"C:E

CHAINSAW ROUTING
Input data:
Qp= 12.8
RESULTS:
Tp= 16.0
OUTFLOW PEAK= 4.96
MAX STAGE= 40.99
dT= 1.6
Ks= 4388
b= 1.15
7.5
Etop = 40.43
Top of riser
Dr = 3.516
Area of grate openings
Db= 1
Binv= 38.8
N= 1
No. of orif.
Cd= 0.6
Orifice coeff.
D= 1.25
Dia. of orifice
Zi= 38.8
Inv. elevation
Cw= 3 Weir Coefficient
L= 16 Length of overflow weir
Zor= 41 Elev. of overflow weir

1."1=
l:�b;: t�uti�LItiU�
U= JC
Lla L'F U(. 11yJ
d=.
1.Itov:_
-r
�r
Kr= tat 3
%HVx 2.LV(J`
lt`. t20 on II-MAAhEVK= dE

1
2
3
4
5
6
7
8
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
[min]
[cfs]
ICU ft]
Ift]
Icfs]
Icfs]
[cfs]
BARREL
0
0.00
0
38.8
0.00
0.000
0.00
0.00
1.6
0.31
0
38.80
0.00
0.000
0.00
0.00
3.2
1.22
30
38.81
0.00
0.000
0.00
0.00
4.8
2.63
147
38.85
0.00
0.003
0.00
0.00
6.4
4.41
399
38.93
0.01
0.011
0.00
0.00
8
6.39
822
39.03
0.02
0.018
0.00
0.00
9.6
8.36
1433
39.18
0.02
0.023
0.00
0.00
11.2
10.15
2234
39.36
0.03
0.029
0.00
0.00
12.8
11.57
3205
39.56
0.03
0.035
0.00
0.00
14.4
12.48
4312
39.79
0.04
0.040
0.00
0.00
16
12.80
5507
40.02
0.04
0.044
0.00
0.00
17.6
12.50
6731
40.25
0.05
0.048
0.00
0.00
19.2
11.60
7926
40.47
0.23
0.052
0.00
0.17
20.8
10.27
9018
40.67
2.64
0.055
0.00
2.59
22.4
9.02
9750
40.80
4.68
0.057
0.00
4.62
24
7.92
10167
40.87
4.79
0,058
0.00
4.73
25.6
6.96
10467
40.92
4.87
0.059
0.00
4.81
27.2
6.11
10668
40.96
4.92
0.060
0.00
4.86
28.8
5.37
10782
40.98
4.95
0.060
0.00
4.89
30.4
4.71
10822
40.99
4.96
0.060
0.00
4.90
32
4.14
10798
40.98
4.96
0.060
0.00
4.90
33.6
3.64
10719
40.97
4.94
0.060
0.00
4.88
35.2
3.19
10594
40.95
4.90
0.059
0.00
4.84
36.8
2.80
10430
40.92
4.86
0.059
0.00
4.80
38.4
2.46
10233
40.88
4.81
0.058
0.00
4.75
40
2.16
10007
40.84
4.75
0.058
0.00
4.69
41.6
1.90
9759
40.80
4.68
0,057
0.00
4.62
43.2
1.67
9492
40.75
4.16
0.057
0.00
4.10
44.8
1.47
9253
40.71
3.37
0.056
0.00
3.31
46.4
1.29
9071
40.68
2.80
0.065
0.00
2.75
48
1.13
8925
40.65
2.38
0.055
0.00
2.32
49.6
0.99
8805
40.63
2.04
0.055
0.00
1.99
51.2
0.87
8704
40.61
1.78
0,054
0.00
1.72
52.8
0.77
8617
40.59
1.56
0.054
0.00
1.50
54.4
0.67
8541
40.58
1.37
0.054
0.00
1.32
56
0.59
8474
40.57
1.22
0.054
0.00
1.16
57.6
0.52
8414
40.56
1.08
0.054
0.00
1.03
59.2
0.48
8360
40.55
0.97
0.053
0.00
0.91
60.8
0.40
8311
40.54
0.86
0.053
0.00
0.81
62.4
0.35
8266
40.53
0.78
0.053
0.00
0.72
64
0.31
8225
40.52
0.70
0.053
0.00
0.65
65.6
0.27
8188
40.52
0.63
0.053
0.00
0.58
67.2
0.24
8154
40.51
0.57
0.053
0.00
0.52
68.8
0.21
8122
40.50
0.51
0.053
0.00
0.46
70.4
0.18
8093
40.50
0.47
0.053
0.00
0.41
72
0.16
8066
40.49
0.42
0.053
0.00
0.37

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1
2
3
4
5
6
7
8
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
[min]
Ids]
[cu ft]
[ft]
[cfs]
[Cfs]
[Cfs]
BARREL
73.6
0.14
8041
40.49
0.38
0.052
0.00
0.33
75.2
0.12
8017
40.49
0.35
0.052
0.00
0.30
76.8
0.11
7996
40.48
0.32
0.052
0.00
0.27
78.4
0.10
7976
40.48
0.29
0.052
0.00
0.24
80
0.08
7957
40.47
0.27
0.052
0.00
0.21
95
0.02
7794
40.44
0.09
0.052
0.00
0.04
110
0.01
7732
40.43
0.06
0.052
0.00
0.01
125
0.00
7688
40.43
0.05
0.051
0.00
0.00
140
0.00
7644
40.42
0.05
0.051
0.00
0.00
155
0.00
7598
40.41
0.05
0.051
0.00
0.00
170
0.00
7552
40.40
0.05
0.051
0.00
0.00
185
0.00
7506
40.39
0.05
0.051
0.00
0.00
200
0.00
7460
40.38
0.05
0.051
0.00
0.00
215
0.00
7415
40.38
0.05
0.051
0.00
0.00
230
0.00
7369
40.37
0.05
0.050
0.00
0.00
245
0.00
7324
40.36
0.05
0.050
0.00
0.00
260
0.00
7278
40.35
0.05
0.050
0.00
0.00
275
0.00
7233
40.34
0.05
0.050
0.00
0.00
290
0.00
7188
40.33
0.05
0.050
0.00
0.00
305
0.00
7143
40.33
0.05
0.050
0.00
0.00
320
0.00
7098
40.32
0.05
0.050
0.00
0.00
335
0.00
7054
40.31
0.05
0.050
0.00
0.00
395
0.00
6876
40.28
0.05
0.049
0.00
0.00
455
0.00
6699
40.24
0.05
0.048
0.00
0.00
515
0.00
6525
40.21
0.05
0.048
0.00
0.00
575
0.00
6353
40.18
0.05
0.047
0.00
0.00
635
0.00
6183
40.15
0.05
0.047
0.00
0.00
695
0.00
6015
40.11
0.05
0.046
0.00
0.00
755
0.00
5849
40.08
0.05
0.045
0.00
0.00
815
0.00
5686
40.05
0.04
0.045
0.00
0.00
875
0.00
5524
40.02
0.04
0.044
0.00
0.00
935
0.00
5364
39.99
0.04
0.044
0.00
0.00
995
0.00
5207
39.96
0.04
0.043
0.00
0.00
1055
0.00
5051
39.93
0.04
0.043
0.00
0.00
1115
0.00
4698
39.90
0.04
0.042
0.00
0.00
1175
0.00
4747
39.87
0.04
0.041
0.00
0.00
1235
0.00
4598
39.84
0.04
0.041
0.00
0.00
1295
0.00
4451
39.81
0.04
0.040
0.00
0.00
1355
0.00
4306
39.78
0.04
0.040
0.00
0.00
1415
0.00
4164
39.76
0.04
0.039
0.00
0.00
1475
0.00
4024
39.73
0.04
0.038
0.00
0.00
1535
0.00
3885
39.70
0.04
0.038
0.00
0.00
1595
0.00
3749
39.67
0.04
0.037
0.00
0.00
1655
0.00
3616
39.65
0.04
0.037
0.00
0.00
1715
0.00
3484
39.62
0.04
0.036
0.00
0.00
1775
0.00
3355
39.59
0.04
0.035
0.00
0.00

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2
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4
5
6
7
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TIME
INFLOW
STORAGE
STAGE
OUTFLOW
ORIFICE
WEIR
RISER/
[min]
[cfs]
[«+ftl
[ftl
[dsl
[cfa]
[cfs]
BARREL
1835
0.00
3228
39.57
0.03
0.035
0.00
0.00
1895
0.00
3103
39.54
0.03
0.034
0.00
0.00
1955
0.00
2981
39.52
0.03
0.033
0.00
0.00
2015
0.00
2860
39.49
0.03
0.033
0.00
0.00
2075
0.00
2742
39.47
0.03
0.032
0.00
0.00
2135
0.00
2627
39.44
0.03
0.031
0.00
0.00
2195
0.00
2513
39.42
0.03
0.031
0.00
0.00
2255
0.00
2402
39.39
0.03
0.030
0.00
0.00
2315
0.00
2294
39.37
0.03
0.030
0.00
0.00
2375
0.00
2188
39.35
0.03
0.029
0.00
0.00
2435
0.00
2084
39.32
0.03
0.028
0.00
0.00
2495
0.00
1982
39.30
0.03
0.028
0.00
0.00
2555
0.00
1883
39.28
0.03
0.027
0.00
0.00
2615
0.00
1787
39.26
0.03
0.026
0.00
0.00
2675
0.00
1692
39.24
0.03
0.025
0.00
0.00
2735
0.00
1601
39.22
0.02
0.025
0.00
0.00
2795
0.00
1511
39.20
0.02
0.024
0.00
0.00
2855
0.00
1425
39.18
0.02
0.023
0.00
0.00
2916
0.00
1340
39.16
0.02
0.023
0.00
0.00
2975
0.00
1259
39.14
0.02
0.022
0.00
0.00
3335
0.00
784
39.02
0.02
0.017
0.00
0.00
3695
0.00
416
38.93
0.01
0.011
0.00
0.00
4055
0.00
169
38.86
0.00
0.004
0.00
0.00
4415
0.00
82
38.83
0.00
0.002
0.00
0.00
4775
0.00
48
38.82
0.00
0.001
0.00
0.00
5135
0.00
31
38.81
0.00
0.000
0.00
0.00
5495
0.00
21
38.81
0.00
0.000
0.00
0.00
5855
0.00
15
38.81
0.00
0.000
0.00
0.00
6215
0.00
11
38.81
0.00
0.000
0.00
0.00
6575
0.00
9
38.80
0.00
0.000
0.00
0.00
6935
0.00
7
38.80
0.00
0.000
0.00
0.00
7295
0.00
6
38.80
0.00
0.000
0.00
0.00
7655
0.00
5
38.80
0.00
0.000
0.00
0.00

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VdOJ9iU(?--44— V%O

APR- 3-95 MON 11:28 NEW HANOVER CO ANNEX FAX NO. 9193414035 P.02
iNGINEENING a PAGIUTIES
APPLICATION
FOR
PERMIT
FOR
A LAND -DISTURBING ACTIVITY
UNDER THE CONDITIONS. SET -FORTH BY
THE NEW HANOVER COUNTY
SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE
(P3'Tl,
File Number
Fee Paid
Dat
Applicant: GA W*Z 4J30Lr4-f% L CC- Applicant's
Agents 11A•9K &1VA 40 ClaUs?, Go,
Address: IpD,B �(eOL Address: /"DB n-,ol
GyrlNlin/t.,riar�� 1�8yo3 ovi/Ps.n/..JoAI Nc 29Y41
Telephone Number:-% - SL 6 Telephone Numbers
Total Acres of Land Diaturbanee: �- •4 purpose or Day.lopaents__�yC//Aw�srf/d ul r>
Location and Description of Land Disturbances '
L'ARryAesL Q/i 6ic/i N)ioe/ /VO 1Y % 4,0C /01
Approximate Start Up Dates f - Approximate completion Dates V.4 4 G
sTATzmzyT or FINANCIAL RssPoysuzuTy
Land owner(s) of Record
Person or firm(s) financially responsible
for the land -disturbing activity
Name: 41C Name: /si/4R,G/YA-YddA0 IOAI.3(.fU/1a✓CO.
hddress: .0Oa si.0/ Address: jOya Sk0/
Ale Z xyOS Lv. /11,n0%a12,,✓ A)e ti8slo3
Telephone Numbers TeleephoneBarbers di/!? - % Sol- rLV
Location of deed(s) or instrument (a)s County /y/.✓ Al"ooel look 1po3 page / q 9
County Book page
The above information is true and correct to the beat of my knowledge and belief and vas
provided by ne while under oath. (This form must be signed by the finaaelally responsible
person if an individual and by an officer, diraetor, partner, attorney -LA -feet, or ether
parson of authority to execute instruments for the financially responsible person If not
an individual.)
Date: \1' ;� i '�O , 1�+�! > Name (T7pe, or Prints V\11
Signatures wc,� vti ✓Sa/\.t/�J