SW8981121_COMPLIANCE_19981116

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

Date Design Andrew and Kuske Sheet
CONSULTING ENGINEERS, INC.
/ d / % � � G s 202 N. Fifth Ave. Wilmington, N.C. 28401 Of 3
Check Job ;,a ; c For Job No.
S -rd R.\k\-VA-7-C It CA C_ r -A PO rr, i a L cr %%/ ? 813 ,�
=�c CL15-VA 110FJ5 orQ I-1_r}n!s �rZ� 160� Ffi[WErZ
I 7P Aa 1 A
5 r- Ac
SI C AP -CA Y7
ll'\r'ErZv, o V s
13LOC. I1, :9 00 0.-Z7 �,r►.rsrrir+ri�r
PA fZ ICr ti � Z ! ! 2 vU O , 4q ����`� F1 CA Ro
\vn L1 <s 21 Sp u 0. 06 z�; �FE$Slp�;
QQ,
SE AL '
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ya''.
p c7+J t7 ro G S ! (:7 of
s� tzr-qGa_
S A/ DA S, / 50 9a S- 3.S A56P , 52 so /MI'
SA = G 8! 40 o s'F e
3-57 Sr` "TLE Q'D
Y1Lu,n = 3, 9 vp SF 7 3s00 SF 0K
c
STo2RGc voLu��4
0,45-) 1 (32, 600"0.70 x r' x Iya.-
'337v Cr 1Z' Q U
\/0LVrKG 'P"Xov+Oc.a
C—PLC✓1 oVoI- Vow
-3 1 '3 v
¢300
37,r 4-700 43oo Tor srerr_ C' 77.3
s Asa
39.5- 5600 9 4-Sc)
t
SE � T0 P OF 57oRA<5 6 e 3�-3 STORMWATER
VsO CF + O'V"(¢3ou cF�vF1
3400 c1= 7 337o cF: o, K
Q E C E l V E
NOV 61998
t ���� # D E lizi

Date Design Andrew and Kuske Sheet
p ! C g G I-- s 202 N, Fifth Ave. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 Of 3
Check Job S -A 76 For Job No,
5T6K^'w"7Glc 4el L- I --Ar-oti-/-1Lc- 'Ti ` &134
vu7L�r s-rrcvc��Rr_.
O R 11= lac:
-340o C.F 2 'PAYS
24 Ht r1q ), r
36.0L) Sic/H�+
o.3S a,4'
0, o 2= f p- Ca A . z U. S
= I.o I IQ,
7T r z.
0 r l^j /-rr
z
r - 0.57��
P,Pe
-F-OrLi�-.13A`/ \/0L.Vp,C CQELaw N�vL�
Fo rLG-r3 A 7'
E41/ ArLEr1
4 Von
-E VOL
s 4o
0
I�aDP
36.S 77 0
l o U
powo -3z
v
ZOoO
Z000
37 oo
3 G s� 25'ao
S7 00
VOL
!(p
docF
- 73.00 cr-
to FoKG$Ar = 160o1r-7.3.o.a
= 22 sO
v IC - SAN,E
p& r-rP As homo } /-
3

Date Design Andrew and Kuske [�Sheet
`CONSULTING ENGINEERS, INC.
61119 �? G �T 202 N. Fifth Ave. Wilmington, N.C. 28401 Ot 3
Check Job ►�y/Cau-,,-Y For Job No.
STa1�M��n'r K CA�r cAnonAL67r1 `)Sr34r
j�RC- Kfs-rrZcl4Tta►J 12uNorff
i � +
i
Q = �O. 2S}�+a • 3 Irv/N�� Cl,s7 A,1
C,� = 2, 47 cFs
C ^ Ca • 2 s~
S= �o.:? Irv�NR
4 = 1.57 Ac
9A51&/ #
A1ZLA
C-
I
A-
f�,SNa
t,j,6.f3L17.<
O,r3
O.S
1v, 13Lv< ,. 3
5u v'r H L'u-r ¢
0•S6
O ,
rr_Un t7 J-
Or4�
U,S
1
J 57
PI SSIrA-offs
C ,' S•
�2 or. f �� g, 06 A
c? = ks.3 cFs
L" = G'
V = sr FPi
1V 7.s'
O S` 5�
d G,
6

Combined Pipe & Node Report
10 YEAR
Upstream
Downstream
Pipe
Length
inlet
Inlet
Section
Capacity
Total
Average
Constructed
Upstream
Rim
Node
Node
(ft)
Area
Discharge
Size
(cfs)
Watershed
Velocity
Slope
Invert
Elevation
(acres)
(cfs)
(CIA)
(ftls)
(ft/ft)
Elevation
(ft)
(cfs)
(It)
INLET-5
Outlet
FLUME-5
38.00
0.48
3.15
12 inch
8.76
3.15
4.46
0,060526
38.30
41.00
C13-4
C13-3
P-4
168.00
0.56
3.67
15 inch
4.57
3.67
3.38
0.005000
37.70
40.20
C13-3
C13-2
P-3
60.00
0.16
0.93
15 inch
4.57
4.51
3.70
0.005000
36.86
39.50
CB-2
Outlet
P-2
18.00
0.13
0.85
15 inch
4.57
5.30
5.07
0.005000
36.56
39.00
NIA
NIA
NIA
NIA
NIA
NIA
NIA
8.35
NIA
NIA
NIA
36.00
Combined Pipe & Node Report
so var-qx
Upstream
Downstream
Pipe
Length
Inlet
Inlet
Section
Capacity
Total
Average
Constructed
Upstream
Rim
Node
Node
(ft)
Area
Discharge
Size
(cfs)
Watershed
Velocity
Slope
Invert
Elevation
(acres)
(cfs)
(CIA)
(ftls)
(ftlft)
Elevation
(ft)
(cfs)
(ft)
INLET-5
Outlet
FLUME-5
38.00
0.48
3.86
12 inch
8.76
3.86
5.51
0,060526
38.30
41.00
CB-4
CB-3
P-4
168.00
0.56
4.51
15 inch
4.57
4.51
3.67
0.005000
37.70
40.20
C13-3
CB-2
P-3
60.00
0.16
1.14
15 inch
4.57
5.55
4.52
0.005000
36.86
39.50
C13-2
Outlet
P-2
18.00
0.13
1.05
15 inch
4.57
6.54
5.70
0.005000
36.56
39.00
NIA
N/A
NIA
NIA
NIA
NIA
N/A.
10.29
NIA
NIA
NIA
36.00
Project Title: CAPORALETTI COLLECTION SYSTEM Project Engineer: LARRY SNEEDEN
c:1... lstmclprojects198134caporalettilcoliecti.stm SITEWORKS DESIGN GROUP StormCAD v1.0
10/05/98 04:22:02 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

CAPORALETTI FLUME #5
Worksheet for Trapezoidal Channel
Project Description
Project File
c:Ihaestadlfmw198134.fm2
Worksheet
FLUME #5 - CAPORALETTI
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.110000 ft/ft
Left Side Slope
Right Side Slope
Bottom Width
Discharge
2.000000 H : V
2.000000 H : V
2.00 ft
3.86 cfs
Results
Depth
0.16
ft
Flow Area
0.38
ft2
Wetted Perimeter
2.73
ft
Top Width
2.65
ft
Critical Depth
0.42
ft
Critical Slope
0.003844 ft/ft
Velocity
10.17
ft/s
Velocity Head
1.61
ft
Specific Energy
1.77
ft
Froude Number
4.74
Flow is supercritical.
10/05198 FlowMaster v5.13
04:29:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Data for 98134 CAPORALETTI SITE DETENTION POND Page 1
TEN YEAR 24-HOUR RAINFALL_ 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 5 Oct 98
H droCAD 5.01 000474 c 1986-1998 A2plied Microcomputer Systems
SUBCATCHMENT 1
OVERALL SITE
PEAK= 5.44 CFS O 12.07 HRS, VOLUME= .28 AF
ACRES CN SCS TR-20 METHOD
.80 95 PAVEMENT & BUILDINGS TYPE III 24-HOUR
.77 30 OPEN AREA RAINFALL= 7.00 IN
1.57 63 SPAN= 11-15 HRS, dt=..02 HRS
Method _ Comment _ Tc (min)
DIRECT ENTRY Segment ID: 5.0
SUBCATCHMENT 1 RUNOFF
OVERALL SITE
5.0 AREA= 1.57 AC
4 5 Tc= 5 MIN
CN= 63
4.0
r, SCS TR-20 METHOD
,n 3.5 TYPE III 24-HOUR
u 3.0 RAINFALL= 7.03 IN
2.5 PEAK= 5.44 CF5
0 2 0 8 12.07 HR5
UOLUME= .28 AF
LL 1.5
1.0
5
0.0m �n m in CS) in m is, CS)
N fV rn f*7 V V lP
TIME (hours)

Data for 98134 CAPORALETTI SITE DETENTION POND Page 2
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 5 Oct 98
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 1
DETENTION POND
Qin = 5.44 CFS Q 12.07 HRS, VOLUME=
Qout= 2.20 CFS @ 12.32 HRS, VOLUME=
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
36.5 3900 0 0
37.5 4700 4300 4300
38.5 5600 5150 9450
28 AF
1.9 AF, ATTEN= 60$, LAG= 15.2 MIN
STOR-IND METHOD
PEAK STORAGE = 5173 CF
PEAK ELEVATION= 37.7 FT
FLOOD ELEVATION= 38.5 FT
START ELEVATION= 36.5 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 56.5 MIN (.19 AF)
ROUTE INVERT OUTLET DEVICES
1 P 36.5' 1" ORIFICE/GRATE
Q=.6 PI r-2 SQR(2g) SQR(H-r)
2 -P 37.3' 3' x .4' ORIFICE/GRATE
Q=.6 Width 2/3 SQR(2g) (H-1.5 - LH-Height]"1.5)
3 P 37.8' 10' SHARP -CRESTED RECTANGULAR WEIR
Q=C L H-1.5 C=3.27+.4 H/2 L=Length-0(.1 H)
POND 1 INFLOW & OUTFLOW
DETENTION POND
5.0ND METHOD
4.5= 5173 CF
= 37.7 FT
4.0
3 5 5.44 CF5
,+ 2.20 CFS
u 3.0 15.2 MIN
2.5
3
0 2.0JLPEAK
LL 1.5
.5
0.0C Ln m Ln m in m in m
N fV rn m V V Ln
TIME (hour5)

Data for 98134 CAPORALETTI SITE DETENTION POND Page 3
FIFTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 5 Oct 98
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 1
OVERALL SITE
PEAK= 8.50 CFS @ 12.07 HRS, VOLUME= .43 AF
ACRES CN SCS TR-20 METHOD
.80 95 PAVEMENT & BUILDINGS TYPE III 24-HOUR
.77 30 OPEN AREA RAINFALL= 9.00 IN
1.57 63 SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
DIRECT ENTRY Segment ID: 5.0
8.5
8.0
7.$
7.0
6.5
6.0
5.5
'+ 5.0
4.$
4.0
3 3.5
O 3.0
2.5
2.e
1.5
1.0
.5
SUBCATCHMENT 1 RUNOFF
OVERALL SITE
AREA= 1.57 AC
Tc= 5 MIN
CN= 63
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 9.00 IN
PEAK= 6.50 CFS
e 12.07 HRS
VOLUME= .A3 AF
N N r'7 M eT' It 111
TIME (hours)

Data for 98134 CAPORALETTI SITE DETENTION POND Page 4
FIFTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 5 Oct 98
HVdroCAD 5.01 000479 (c) 1966-1998 Applied Microcomputer Systems
POND 1
DETENTION POND
Qin = 8.50 CFS 0 12.07 HRS, VOLUME=
Qout= 5.32 CFS @ 12.16 HRS, VOLUME=
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
36.5 3900 0 0
37.5 4700 4300 4300
38.5 5600 5150 9450
43 AF
34 AF, ATTEN= 37%, LAG= 5.8 MIN
STOR-IND METHOD
PEAK STORAGE = 6498 CF
PEAK ELEVATION= 37.9 FT
FLOOD ELEVATION= 38.5 FT
START ELEVATION 36.5 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 43.2 MIN (.34 AF)
## ROUTE INVERT _ OUTLET _DEVICES
1 P 36.5' 1" ORIFICE/GRATE
Q=.6 PI r-2 SQR(2g) SQR(H-r)
2 P 37.3' 3' x .4' ORIFICE/GRATE
Q=.6 Width 2/3 SQR(2g) W 1.5 - [H-Height]^1.5)
3 P 37.8' 10' SHARP -CRESTED RECTANGULAR WEIR
Q=C L H-1.5 C=3.27+.4 H/2 L=Length-O(.1 H)
POND 1 INFLOW & OUTFLOW
DETENTION POND
8.5
8.0
STOR-IND METHOD
7.5
PEAK STOR= 6498 CF
7.0
PEAK ELEU= 37.9 FT
6.5
6.0
Din= 8.50 CFS
j 5.5
bout= 5.32 CFS
L- 5.0
LAG= 5,8 MIN
W 4.5
4.0
`
:3 3.5
i
O 3.0
� 2.5
+ `
2.0
r
t.5
1.0
i
.5
r
0.0m
m ui m in m in m
TIME (hours)

�5�

A&K#98134
Permit No. 51,7) R-9
(in be provided bvD6N())
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATEIt MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
this form Inav be pholocopied,fvr use as an originol
DWQ.Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a signed and
notarized operation and maintenance agreement.
1. PROJECTINFORMATION (please complete the following information):
Project Name: _Caporaletti Office Building
Contact Person: Larry Sneeden Phone Number; ( 910 ) 343-9653
For projects with multiple basins, specify which basin this worksheet applies to: n/a
Basin Bottom Elevation
132.0
11.
(average elevation of the floor of the basin)
Permanent Pool Elevation
136.5
fi.
(elevation of the orifice)
Temporary Pool Elevation
137.3
ft.
(Elevation of the discharge structure overflow)
Permanent Pool Surface Area
3900
sq. ft.
(water surface area at the orifice elevation)
Drainage Area
1.57
ac.
(on -site and off -site drainage to the basin)
Impervious Area
0.82
ac.
(on -site and off -site drainage to the basin)
Permanent Pool Volume
7300
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
3400
cu. fl.
(volume detained above the permanent pool)
Forebay Volume
1600
cu. ft.
SA/DA t used
5.1
(surface area to drainage area ratio)
Diameter of Orifice
1.0
in.
Design TSS Removal
90
%
(85% TSS removal required, see item k below)
ii. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach ,justification.
Form SWU-102 Rev 1/August 1998 Page I of 3

The tcntpor-ary tool controls runot)'trom the I inch storm event.
b. The basin length to width ratio is ereater than 3:1.
c. The basin side clones above the nerrnanent pool are no steener than 3:1.
d. A submeraed and vegetated perimeter shelf at less than 6:1 is provided (show detail).
Veuetation above the permanent pool elevation is snecified.
An emeraencv drain is provided to ernnty the basin.
u. The nerrnanent pool death is between 3 and 6 feet (reauired minimum of 3 feet).
h. The teninorary pool draws down in 2 to 5 days.
i. A trash rack is provided for both the overflow and orifice.
i. The forebav volume is annroximately caual to 20% of the total basin volume.
k. Sediment storage is provided in the permanent nooi.
i A 'in-fnot vetJetative filter is nrnvirirri at the. nntlpt2 (inr.h�riP Prncivp tines ca10,11atinnc)
m. Recorded drainaue casement for each basin including access to nearest riaht-of-way.
n. A site specific operation and maintenance (O&M) plan is provided.
o. A veuetation manauement/mowinu schedule is provided in the O&M elan.
D. Semi-annual inspections are snecified in the O&M plan.
o. A debris check to be performed after every storm event is snecified in the O&M Dian.
r. SD8CiftC clean -out benchmarks are snecified in the O&M nlan (elevation or denth).
a A 1poally recnnncih1e narty is riec1onater1 in the. OkM nlnn3 (innlnrip name, And title)
t. If the basin is used for sediment and erosion control durinu construction_ clean out of the.
basin is snecified to be Derformed prior to use as a wet detention basin.
Footnotes:
1 Wlicn using the Division SA/DA table, the correct SA/DA ratio for permanent pool siring; should be computed based upon the
actual impervious'%o and permanent pool depth. Linear interpolation should be employed to determine (Ire correct value for non-
standard table entries.
2'1'he requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90%TSS removal.
3'Flie legally responsible party should not be a homeowners association unless more than 50% of (lie lots have been sold and a
resident of the subdivision has been named the president.
ill. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, forebay, non-integrated pretreatment
systems (pretreatment other than forebays), and the vegetated filter if one is provided.
This system (check one) ❑ does ® does not incorporate a vegetated filter.
This system (check (me) ❑ does ® does not incorporate non-integrated pretreatment.
Maintenance activities shall be perform as follows:
After every significant runoff producing rainfall event and at least monthly:
roan SWU-102 Rev 1/August 1998 Page 2 of 3

a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation, grass
cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (Le. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning•
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth. Removed sediment shall be disposed of in an appropriate
manner and shall not be handled in a manner that will adversely impact water quality (i.e. stockpiling near a
wet detention basin or stream, etc.).
The original design depth is: 3.5'
The sediment removal benchmark depth is: 2.6"
5. Remove cattails and other indigenous wetland plants when they cover 75% of the basin surface. These
plants shall be encouraged to grow along the basin perimeter.
6. if the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
8• Remove sediment to design depths upon completion of construction and establishment of vegetative cover,
I acknowledge and agree by my signature below that I am responsible for the performance of the above
maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the
project, responsible party, or address.
Print name:
Address:
Phone:
Title:
Signature:
Anthony S. Caporaletti
1727 Verrazzano Drive
910-256-5013
Date: November 10, 1998
1, Jeria M. Coleman , a Notary Public for the State of North Carolina
County of
New Hanover
personally appeared before me this 10th
do hereby certify that
day of November
due execution of the forgoing infiltration system maintenance requi
My c(fmmission expires July 26, 2002
Form SWU-lot Rev 1/August 1998 Page 3 of 3
Anthony S. Caporaletti
, 19 98 , and acknowledge the
rern nV ss my hand and official seal,
P Ei1. col F��y
vVA RY. 9y
i . PUBLIC i
�A
`"
""YER Gfl�_,����

STORMWATER MANAGEMENT NARRATIVE
MOTS
CAPORALETTI OFFICE SITE
WILMINGTON, NORTH CAROLINA
DEVELOPED BY
CAPORALETTI DEVELOPMENT, LLC
1727 VERRAZANO DRIVE
WILMINGTON, NORTH CAROLINA 28405
[phone]
NOVEMBER 9, 1998
A&K#98134
`ti�11 f i Frylfif
CARP''.
SEAL
c� 10972
r
f CF S N
genz�
STU02"RMWATER
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 MARKET STREET
WILMINGTON, NORTH CAROLINA 28401
[phone]
E C E I V E
NOV 161998
FRO.i #
D E M

STORMWATER MANAGEMENT NARRATIVE
CAPORALETTI OFFICE SITE
DESCRIPTION
The site is a 1.57 acre tract on the east side of Racine Drive south of the entrance to
Ashton Place. The tract is bounded by road rights -of -way to the north and west, residential uses
to the south, and nonresidential uses to the east. The site is vacant with medium sized trees and
moderately dense vegetation. The tract is gently sloping from a ridge in the southeast corner to a
low, wetland area in the north west corner. The isolated wetland is less than one -tenth of an acre
and does not require notification or permitting prior to placing fill. There is no expected runoff
from off -site draining to this project.
The project is new development consisting of clearing, grading, and construction of an
office building, parking area, stormwater management system and utilities. Design impervious
for the entire site is computed at 52%. Approximately 1.4 acres will be disturbed by the
construction work.
STORMWATER MANAGEMENT MEASURES
Runoff will be collected in curb inlets and roof drains and piped to a new detention pond.
The pond is designed for 90% TSS removal in accordance with state regulations. Discharge from
the pond will flow to the NCDOT owned piped drainage system in Racine Drive.
Maintenance will be provided by the grading contractor and developer during
construction. The Owner or his property manager will provide maintenance after occupancy.
F4

WYATT E. BLA\'CHARD, P.E.
Counry Engineer
MEMORANDUM
NEW NANO VER COUNTY
ENGINEERING DEPARTMENT
414 CHESTNUT STREET
WILMINGTON, NORTH CAROLINA 28401
TELEPHONE [phone]
0(� �XV
TO: LINDA LEWIS
DEM
FROM: BETH EASLEY
EROSION CONTROL SPECIALIST
RE: SEDIMENTATION AND EROSION CONTROL PLAN
r rtir[+t�
C�-p l `? � g 7 CamR[
_ n
� OE�U!-
Please review the attached plan.
If you have any questions, please contact this office.
BE/aj
Attachment
L,L-

Mr
ENGINEERING & FACUrIES
CO& APPLICATION FOR PERMIT FOR A
LAND -DISTURBING ACTIVITY
IleUNDER THE CONDITIONS SET FORTH BY
THE NEW HANOVER COUNTY
SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE
A&K#98134
Fie Number
50 o ro
Fee Paid
Date
Applicant: Ca oraletti Development, LLC Applicant's Agent: Andrew & Kuske Consulting Eng. Inc.
Address: 1727 Verrazzano Drive
Address: 902 Market Street
Wilmington, NC 28405 Wilmington, NC 28403
Telephone Number: 910-256-5013 Telephone Number: 910-343-9653
Total Acres of Land Disturbance: 1.57 Purpose of Development: Office Building
Location and Description of Land Disturbance:
Clearing and grading for construction of an office building, parking lot, and stormwater detention located
on the east side of Racine Drive south of Ashton Place.
Land owner(s) of Record
STATEMENT OF FINANCIAL RESPONSIBILITY
Person or firm(s) financially responsible for the
land -disturbing activity. If not a North Carolina
resident you must have a N.C. agent (List Below)
Name: Caporaletti Development, LLC Name: Ca oraletti Development, LLC
Address: 1727 Verrazzano Drive Address: 1727 Verrazzano Drive
Wilmington, NC 28405
Telephone Number: 910-256-5013
Location of deed(s) or instrument(s)
Wilmington, NC 28405
Telephone Number: 910-256-5013
County New Hanover., ___Book 2418 Page 0458
The above information is true and correct to the best of my knowledge and belief and was provided by me while under oath. (This form
must be signed by the financially responsible person if an individual and by an officer, director, partner, attorney -in -fact, or other person
of authority to execute instruments for the financially responsible person if not an individual.) I agree to provide corrected information
should there be any change in the information provided herein.
Date: _ November 10, 1998 Name (Type or Print) AnthonyS. Ca oraletti
Title: Manager Signature: _
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TS aI
� Pt18l,1 G a
y� A Coe, . %
a Notary Public of the County of New Hanover State of North
that --Anthony S .C'apnralPtti _ appeared personally before me this day and
Nledged that the above form was executed by him.
Witness my hand and notarial seal, this 10th _day of Nrlvealber--, 1998
Notary
My commission expires