SW7060406_HISTORICAL FILE_20190822

NORTH CAROLINA
Department of Environmental Qua

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW ZGY2U�(�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
YYYYMMDD

SOSI D: 0440781
BUSINESS CORPORATION ANNUAL REPO
10-2017�
NAME OF•SUSMIESS CORPORATION:
.1 4
HOUSE OF SILK FLOWERS,
SECRETARY OF STATE ID NUMBER:
0440781
REPORT FOR..THE FISCAL YEAR END: 12/ 3 1 /201 8
SECTION'A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Nabil T Chaanine
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
STATE OF FORMATION: NC
2660 NC Highway 101
Beaufort, NC 28516 CARTERET
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS
2. PRINCIPAL OFFICE PHONE NUMBER:
Date Filed: 8/22/2019 11:59:00 PM
Elaine F. Marshall
North Carolina Secretary of State
CA2019 234 00898
o .a
IN Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
PO Box 598.
Morehead City, NC 28557 Carteret
mfg & wholesaling silk plants & flowers
3. PRINCIPAL OFFICE EMAII Privacy Redaction
PRINCIPAL OFFICE STREET ADDRESS & COUNTY 5. PRINCIPAL OFFICE MAILING ADDRESS
2660 NC Highway 101 PO Box 598
Beaufort, NC 28516 CARTERET
Morehead City, NC 28557 Carteret
6. Select one of the following if applicable. (Optional see instructions)
❑ The;coi'ipany is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C. OFFICERS (Enter additional officers in Section E.)
NAME: KriStie H Chaanlne
TITLE: Vice President
ADDRESS:
NAME: Nabil T Chaanlne NAME:
TITLE: President
ADDRESS:
413 Blair Point 413 Blair Point Road
Morehead, NC 28557 Carteret Morehead City, NC 28557 Carteret
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT, Section D must be completed in its entirety by a person/business
entity. -
SIGNATURE �- DATE
Form must be signed by an officer listed under Section C of this form.
Print or Type Name of Officer Print or Type Title of Officer
SUBMIT THIS ANNUAL REPORT WITH THE REQUIRED FILING FEE OF $25
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525

Al"
LIMITED LIABILITY COMPANY ANNUAL REPORT
1012017
NAME OF LIMITED LIABILITY COMPANY: Chaanine Ventures LLC
SECRETARY OF STATE ID NUMBER: 0994310 STATE OF FORMATION: NC
REPORT FOR THE CALENDAR YEAR: 2019
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Chaanine, Nabil T
2. SIGNATURE OF THE NEW REGISTERED AGENT:
E - Filed Annual Report
0994310
CA201911902770
4/29/2019 12:07
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS & COUNTY 4. REGISTERED AGENT OFFICE MAILING ADDRESS
413 Blair Pointe Road
Morehead City, NC 28557-4734 Carteret County
SECTION B: PRINCIPAL_ OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Rpnl Fgtatp
PO Box 598
Morehead City, NC 28557-4734
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS 5. PRINCIPAL OFFICE MAILING ADDRESS
413 Blair Pointe Rd.
Morehead Citv, NC 28557-4734
Morehead City, NC 28557-4734
6. Select one of the following if applicable. (Optional see instructions)
❑ The company is a veteran -owned small business
❑ The company is a service -disabled veteran -owned small business
SECTION C: COMPANY OFFICIALS (Enter additional company officials in Section E.)
NAME: ICrietia r hmmnina
TITLE: General Manager
ADDRESS:
413 Blair Pointe Road
NAME: Nabil T Chaanine NAME:
TITLE: MQmhPr
ADDRESS:
413 Blair Pointe Rd.
TITLE:
ADDRESS:
Morehead City, NC 28557 Morehead City, NC 28557
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Kristie Chaanine
SIGNATURE
Form must be signed by a Company Official listed under Section C of This form.
4/29/2019
DATE
Kristie Chaanine General Manager
Print or Type Name of Company Official Print or Type Title of Company Official
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Business Registration Division, Post Office Box 29525, Raleigh, NC 27626-0525

-,NrF.G. SMITHSON
& ASSOCIATES, INC.
May 18, 2006
TO:
North Carolina Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Attn.:
Roger K. Thorpe
Environmental Engineer
Reference:
House of Silk Flowers
Review # SW7060406
MAY 2 2 2006
Dear Sir,
I am sending this letter in response to the preliminary review comments letter dated May 10, 2006 for the
above Coastal Stormwater permit application.
) The stormwater permit should be issued to the House of Silk Flowers, Inc.
2) Wetlands relative to this site have been depicted. See plan Sht. C 1.
3) This project has been built in three phases. Initially, Building 1 and the paving were done which
covered 2.02 acres. Secondly, Building 2 was built which added .71 acres. This phase, the
proposed addition to Building 1, will add .71 acres of coverage making the total proposed
impervious area 3.44 acres.
4) 1 am not aware of a previous stormwater permit.
5) The wet pond supplement has been corrected to indicate a 4.06 acre drainage area matching the
plan and calculations. The impervious area draining to the wet pond will be 2.68 acres. See wet
pond supplement.
6) Pond sizing calculations have been modified using the SADA criteria for coastal counties. The
percent impervious area for just the pond has been used. See calculation submittal.
7) The SADA criteria for 90% TSS removal has been used. See calculation submittal.
8) The pond dimensions have been revised to 38' wide x 124' long (3.26 :1). There is an existing
pond being used as the forebay. The forebay volume will be greater than 20% of the pond
volume.
9) The vegetated shelf dimension has been increased to 10 ft. See plan Sht. C1.
I0) Down spout drainage piping has been diverted to spill into forebay. See plan Sht. CI I.
11) Wet pond supplement has been revised and included.
If I can help with any clan tions or request please do not hesitate to contact me at [phone].
Thank you,
Daniel W. Proctor, PE
E.G. Smithson and Associates, Inc
1661 South Wesleyan Blvd.
P.O. Box 1731
Rocky Mount
North Carolina 27802
[phone]

E. G. Smithson & Associates
LETTER OF TRANSMITTAL
Date: 5/19/06
Job #: 06-919
Project: L365
To: NCDEHNR
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
MAY 2 2 2006
From: D. PROCTOR
®WQ-WARO
Attn: ROGER K. THORPE
Re: House of Silk Flower's (PROD. # SW-7060406)
WE ARE SENDING YOU THE FOLLOWING:
❑ Preliminary Drawings ❑ Revised Drawings
R1 Final Drawings ❑ Computer Disk
THESE ARE TRANSMITTED AS CHECKED BELOW:
H For Approval ❑ For Your Files ❑ As Requested ❑ For Review & Comment
❑ Other:
TRANSMITTED VIA:
❑ Priority Mail H UPS ❑ Regular Mail ❑ Picked Up ❑ Fax ❑ Delivered
Copies Dated Description
2 4/10/06 Drainage Plan
REMARKS:
P.O. Box 1731 • 1661 South Wesleyan Blvd. • Rocky Mount, NC 27802
[phone] • [phone] fax

011�0� W A f ,,z�9QG
1 tr
May 10, 2006
Mr. Nabil T. Chaanine, President
House of Silk Flowers, Inc.
413 Blair Pt,
Morehead City, NC 28557
Inja�Q
Michael F. Faein-. Governor
William G. Ross Jr., Secrctan•
North Carolina Dcparrmen: of F1tvi—marnent and Naturai Rnoerces
Subject: Stormwater Review SW7060406
House of Silk Flowers
Craven County
Dear Mr. Chaanine:
Alan W, Klimek. P.£, Director
Division o A a.,v-r Quahii'
This office received a Coastal Stormwater permit application and plans for the subject project on April 11,
2006. A preliminary review of your project indicates that before a State Stormwater permit can be issued the
following additional information is needed:
LA Do you wish the stormwater permit to be issued to Nabil T. Chaanine as an individual or to House of
Silk Flowers, Inc.?
,/. 2. Please show any wetlands on the plans or a statement that none exist.
�} 3. The stormwater narrative states that the proposed addition will be 25,000 sir of building only. The
permit application on page 2 stated that the existing impervious area is 2.02 acres and the proposed
impervious area will be 3.44 acres. Please explain and clearly show on the plans what is existing and
what is proposed.
✓4. Has a stormwater permit ever been issuedfor this site? If so do you know the permit number?
✓5. The plans show a 4.06 acre drainage area to the wet pond while the wet pond supplement indicates a
3.24 acre drainage area. Please explain. Also how much impervious area is located In the pond
^ drainage area?
v 6. To design a wet detention pond in Craven County please use the SADA tables for coastal counties. A
copy of these tables is enclosed. To size the pond use the percent impervious area la:.ated in the
pond drainage area.
7. If a pond is sized for 85% TSS removal a vegetated filter must follow it. Flow through the filter should
be diffuse and have non -erosive velocities. A detail of the vegetated filter should be included on the
plans. An alternative would be to size the wet pond for 90% TSS removal and a vegetated filter would
not be required.
8. The forebay should be approximately 20% of the volume of the wet pond and the length to width ratio
of the pond should be approximately 3:1.
V/9. The vegetated shelf around the wet pond should be at least 10 feet wide.
1/10. All stormwater should enter the pond through the forebay and enter as far as possible from the pond
outlet. The downspouts from the proposed warehouse are located too close to the outlet.
V11. Please complete page 3 of 4 of the wet detention pond supplement showing sediment removal
elevations.
North Carolina Division of Water Quality lnteme:: +k«k nc\�a!erauair,: 1112 Gnu
94i Washington Square Mall Phone E 2i' 1046-6491 NorthCarolina
Washington, NC 27889 Fax I, i2) 946.9= I i ✓Xaturally

a
w�
Rage 2
May 10, 2006
Mr. Nabil T. Chaanine
The above requested information must be received in this office prior to June 10, 2006 or your
applications will be returned as incomplete. The return of these projects will necessitate resubmittal of all required
items including the application fees. If you need additional time to submit the required information, please mail or
tax your request for time extension to this office at the Letterhead address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to $25,000 per day.
If you have questions, please feel free to contact me at [phone].
Sincerely,
Roger K Thorpe
Environmental Engineer
Washington Regional Office
Enclosure
cc: E G. Smithson & Associates, Inc.
v4ashington Regional Office

8=5"ic TSS REMOVAL L1 COASTAL COUNTIES
(30 FOOT I-EGETATED FILTER REQUIRED)
DEPTH
.._5'
1.0'
4.5'
5.0
5.5'
6.0 _
6.5'
7.07
I
1101V
1.9
1.8
1.7 1.6
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0
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20�-v
1.7
11.3
i 1 2
11.1 k 1.0
k _9 .8
I .7
I .6
I .5
130%-
i 2.5
2.2
1.9
I 1-8 1.6
1.5 1.3
1.2 11.0
19
4017n
1 3.4 3.0
12.6
12.-". 2.1
1.9 k 1.6
1.4
11.1
1 1.0
k 50%
k ?.2 13.7
3.3
i 3.0 I.2.7
12.4
12.1
11.8
11.5
11.3
60c-c
15.0
4.5
k -.a
, 5
i
12.9
12.6 12 3
12.0
k 1.6
70�7
6.0
-.5 -.1
3_ .
_
$0
16.8
16.0
5.2 A 7 1-2-
3.7
13.2
2.7
2.2
12.0
901�r
17.5
16.5
5.8
5 ;
I 4.8 14.3 13.8
13.E i 2.S
11.3
I ( l 0 0 yin
18.2
l 7.4 6 . $
6 ? 5. 6 5.0
4.4 3.8 3.2
2.6 i
*Rnic-A- 1057.97
9051c TSS REMOVAL L'l COASTAL COUNTIES
-\O-%-EGET-*,TED FILTER REQUIRED)
� it
�I D-I 3'
i EIVQ cc 1
3.5'
4 _0'
I 45
1 5.0
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6.0'
6_5
7.0'
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1 Oar 1.3
1.0
i -S
i .7
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I20%
k2.4 2.0 i1.8 1.7 k1.5
�1.4
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13.0
k 2.7.
2-5
i 2.211.9
I.6
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40 4.5 4.0 =.5
13.1 12.8 2.5
12.1
11.8 11.4
11.1
�50% I5.65.04..33.9
3.1
I2.7
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k5.I .�
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8-5 c7c TSS RE1t10-V AL IN COASTAL COUNTIES
(3U FOOT VEGETATED FILTER REQUIRED)
DET`i H I 3' 13.5* 1 ?.0' I -..>' 1 5.0' j 5S 1 6.0'- 1 6.5' f 7.0` I i
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3.4
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?.i I 19
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30rr.
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{Rcvisv� 1011I.197
90Cc TSS REN10V 4L L� COASTAL COUNTIES
�O «GE ATED FILTER REQUIRED)
DEPTH 3'
Cc
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I
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I
5.
5.5'
6.0'
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Stormwater Narrative
House of Silk Flower's, Inc.
Havelock Industrial Park
Havelock, NC
MAY 2 2 2006
DWQ-WARD
E.G. Smithson and Associates is submitting drainage calculations and drainage plans for
review of the proposed warehouse addition. The proposed addition will be 25,000 SF of
building only. The existing site features include two buildings with paved parking. The
lot is largely wooded otherwise. The existing parking will remain.
The subject site is mapped as a soil type Ly, Ra, To, soil group C. The entire site is
draining to Shop Branch. Storm water is discharged to Shop Branch from a existing
ditch. Drainage calculations provided analyze the discharge leaving the site from the
project area from the most remote point draining to Shop Branch. The SCS Tabular
Hydrograph Method (Type III Distribution) is used in calculating run-off. The time of
concentration has been based upon the TR-55 segmented approach. Currently there is a
retention pond which captures some onsite drainage. The existing pond will be modified
to provide the additional volume necessary for the addition. Proposed drainage features
will include piping and slopes to convey storm water to the storm water management
pond. The proposed pond once complete will provide the required permanent pool, and
temporary pool for storm water quality. The proposed pond will also provide volume for
detention of the Iyr 24-hour storm, and conveyance of the 10-yr and 100-yr storms.
Soils
(1) 3' Soil Boring indicated the following profile (top to bottom):
6" — Heavy Organic
6" — Topsoil
14" --- Sandy Clay
10" — Grey Sand
Seasonal High Water Level was not evident.

'L— V �
MAY 2 2 2006
DWQ-WARD
DRAINAGE CALCULATIONS TO ACCOMPANY
EROSION CONTROL PLAN AND
STORMWATER MANAGEMENT PLAN
FOR
House of silk Flowers, Inc.
Havelock Industrial Park
Havelock, NC
New Storage Building Addition
Prepared March 27, 2006 by:
E.G. SMITHSON & ASSOCIATES, INC.
1661 Wesleyan Blvd.
Rocky Mount, NC 27802
Revised May 18, 2006

TEMPORARY SEDIMENT TRAP
8a
DRAINAGE AREA (acres):
REQUIRED STORAGE (cull ft.)= DA x 1,800 cu.ft.1 acre=
REQUIRED SURFACE AREA (sq.ft.)= .01 x Qten x 43560=
DEPTH (ft):
STORAGE PROVIDED (cu. ft.):
WIDTH (ft):
LENGTH (ft):
DAM -HEIGHT (ft):
SPILLWAY
A= 3.24
C= 0.21
1= 7.22
Qten= 4.9
LENGTH OF WIER (ft): 8
FLOW DEPTH (ft): 0.36
WEIR CAPACITY (cfs): 5
3.24
5832
2140
3
6420
45
48
4

TEMPORARY CHECK DAM
8b
DRAINAGE AREA (acres):
REQUIRED STORAGE (cu. ft.)= DAx 1,800 tuft./ acre=
REQUIRED SURFACE AREA (sq.ft.)= .01 x Qten x 43560=
DEPTH (ft):
STORAGE PROVIDED (cu. ft.):
WIDTH (ft):
LENGTH (ft):
DAM HEIGHT (ft):
SPILLWAY
A= 0.85
C= 0.21
1= 7.22
Qten= 1.3
LENGTH OF WIER (ft): 4
FLOW DEPTH (ft): 0.33
WEIR CAPACITY (cfs): 2
0.85
1530
561 .
3
1684
20
28
4

tmp#1.txt
Culvert Calculator
All calculator output should be verified prior to design use
Entered Data:
shape...........................
Number of Barrels ...............
solving for .....................
chart Number ....................
scale Number .................
chart Description ...............
ENTRANCE
scale Decsription ...............
FILL
overtopping .....................
Flowrate ........................
Manning"s n .. ............. ..
Roadway Elevation ...........:...
Inlet Elevation ................
outlet Elevation ................
Diameter ........................
Length..........................
Entrance Loss ...................
Tailwater .......................
Computed Results:
Headwater .......................
Slope, ..........................
Velocity ........................
circular
1
Headwater.
1
3
CONCRETE PIPE CULVERT; NO BEVELED RING
GROOVE END ENTRANCE, PIPE PROJECTING FROM
off
14.0000 cfs
0.0130
20.0000 ft
12.0000 ft
10.4000 ft
1.5000 ft
320.0000 ft
0.0000
1.0000 ft
17.8599 ft Outlet Control
0.0050 ft/ft
8.2253 fps
Messages:
outlet head > Inlet head.
computing outlet Control headwater.
outlet not submerged.
Normal Depth: 1.5000 ft
critical Depth: 1.3814 ft
Flow is subcritical.
Normal depth > critical depth.
Tailwater depth < normal depth.
M2 drawdown profile.
Tailwater depth <= critical depth.
Depth computed with direct step method starting at critical depth.
Headwater: 17.8599 ft
Page 1

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S 1.47

SITE RUNOFF DATA
SCS SOIL TYPE Ly, Ra, To
HYDROLIC GROUP C
PRE -DEVELOPMENT
(DEVELOPMENT PRIOR TO RULE)
impervious
grass
wooded
impervious
lawn
wooded
total area
CN=98
CN=79
CN=70
acres
facres(acres)
acres
M
(W
ill
TOTAL AREA 2.02
3.25
3.2
8.47
23.8
38.4
37.8
STORM WATER R/0 TABULATION
Soil
total area
composite
To
Storage
-
Sc. Miles
CN
la
min
TOTAL AREA 0,01323
80
0,5
6
2.48
NOTE: Total Area = Area #1 i Area #2
-
E K. 5-1
Ex. 5.1
Ex. 5-1
01 Unit
1 year
RIO
Q
010
Unit
10 year
RIO
Q
0100 Unit
100 year
RIO
Q
(leak
24 hr depth
depth
peak
Peak
6 hr depth
depth
peak
Peak
6 hr depth
depth
peak
40
()
LQ
Lcfp)
Lu)
0
LQ
W-5)IOU)
n
(Q
(cfs)
TDTALAREA 559
3.90
1.97
14.57
559
4.20
2.22
16.41
559
7.20
4.89
36.21
POST -DEVELOPMENT
impervious
lawn
wooded
impervious tawn wooded
total area
CN=98
CN=79
CN=70
acres acres(acres
acre
L6)
j�6
ffi
AREA #1
0.76 2.25 1.4
4.41
17.2
51.0
31.7
AREA #2
2.68 0.88 0.6
4.06
66.0
21.7
12.3
STORM WATER RIO TABULATION
Soil
total area composite
To
Storage
S Miles ON la
min
n
AREA 01
0.00689 79 0.532
6
2.59
AREA #2
0.00634 90 0,222
5
1.06
Ex. 5-1
Ex. 5-1
Ex. 5-1
01
Unit 1 year RIO
Q
Q10
Unit
10 year
Rr0
Q Q100
Unit
100 year
RIO
Q
Feak 24 hr depth depth
peak
Peak
6 hr depth
depth
peak
Peak
6 hr depth
depth
peak
LO-0 L) LQ
fcfs)
IOU)
La)
LQ
WS)
Lou)
1P)
Q
Ls)
AREA 91
559 3.90 191
7.37
559
4.20
2.16
8.32
559
720
4.61
18.54
AREA #2
e62 3.90 2.87
12-04
662
4.20
3.16
13.24
662
7,20
6.07
25.49
AREA #2;ROUTED)
5.16
5.50
18.52
TOTAL POST-DEV DRAINAGE
12.53
i3.8
37-1
COMMENT:
Peak discharge to be allawed is 5.66 cfs
Pono modeling will be performed using hydrulics software
by Intelisolve.
The SCS Tabular Hydrograph Method (Type M Distribution)
wi11 be used.

POND 1
WATER QUALITY BASIN DESIGN CRITERIA
DESIGN REF. - NCDEHNR STORMWATER BMP's (APRIL,99)
1) DRAINAGE
impervious
grass
wooded
impervious lawn wooded total area CN=98
CN=79
CN=70-
acres acres acres acres
2.68 0.88 0.5 4.06 66.0
21.7
12.3
2) PERMANENT WATER QUALITY POOL
TOTAL_ DRAINAGE AREA= 176854 sq.ft.
TOTAL IMP. AREA = 116741 sq.ft.
% IMP AREA = 66 %
AVG. PERM. POOL DEPTH= 4.5 ft.
SA / DA (FROM TABLE 1.1)= 5.5
SURFACE AREA REQUIRED= 9727 sq.ft.
SURFACE AREA PROVIDED= 10225 sq.ft.
3) TEMPORARY WATER QUALITY POOL
R/O COEFF. (Rv)=
0.64 in/in
VOLUME TO BE CONTROLLED=
9492 cu.ft.
VOLUME BELOW PERM. POOL=
20966 cu.ft.
VOLUME BELOW TEMP. POOL=
30458 cu.ft.
*HEIGHT OF TEMP. POOL=
5.35 ft.
ELEV. OF TEMP. POOL=
15.85
(FROM STAGE -STORAGE FUNCTION)
4) DEWATERING
ELEVATION OF ORIFICE: 115.00
SURFACE AREA OF TEMPORARY POOL: 10225
DEWATERING TIME DAYS: 3.00
ORIFICE AREA REQUIRED (sq. in.): 1.45
ORIFICE DIAMETER (in.): 1.36 => 1 1/2" DIA.
5) 1yr, 24 hr RUNOFF
PRE DEVELOPMENT - 14.57 CFS
POST DEVELOPMENT - 19.41 CFS
POST DEVELOPMENT (ROUTED)- 12.53 CFS

STASTO (POND 1)
POND
COMPUTATION OF FUNCTION
FOR STAGE - STORAGE
POND #1
CLIENT: SMITHSON, INC
LOCATION: HAVELOCK, NC
PROJECT: HOUSE OF SILK FLOWERS
DESCRIPTION: WAREHOUSE
INVERT ELEV: 10.5
dZ (ft): 1
Z
SURFACE
S
Z
STAGE
AREA
ACCUM. VOL.
In S.
In Z
CHECK
CONTOUR
121
laam
cu ft
ft
10.5
0
0
0
11
0.5
1225
306
5.72
-0.69
0.67
12
1.5
1949
1893
7.55
0.41
1.52
13
2.5
5311
5523
8.62
0.92
2.46
14
3.5
7675
12016
9.39
1.25
3.50
15
4.5
10225
20966
9.95
1.50
4.50
16
5.5
13810
32984
10.40
1.70
5.52
17
6.5
16873
48325
10.79
1.87
6.56
18
7.5
20110
66817
11.11
2.01
7.59

L365-HSE OF SILK LOT11.x1S
POST DEVELOPED HYDROGRAPH
DRAINAGE AREA:
AREA#2 , POND#1
METHOD:
SCS STEP FUNCTION
INPUT DATA
DESIGN YEAR:
1
AREA acres):
4.06
SCS CN:
90
la (in):
0.222
SOIL STORAGES (in):
1.11
-H Tc(min):
5
PRECIP. DEPTH-P 24 hr (in):
3.9
Qunit peak (cfs):
662
RIO DEPTH-Q (in):
2.82
Q1 peak (cfs):
12
RIO VOL"UME(cu ft):
41626
Tp (min):
42.1
dT (min):
1 3
HYDROGRAPH FORMULATION
TIME
INFLOW
(cfs)
_(min)_
0
0.00
3
0.15
_
6
0.58
9
1.29
12
2.22
15
3.34
18
4.59
21
5.91
24
7.23
27
8.48
30
9.60
33
10.55
36
11.26
39
11,70
_
42
11,86
45
11.72
48
11.30
51
10.60
54
9.71
57
8.85
60
8.06
63
7.35
66
6.70
69
6.11
72
5.57
75
5.07
78
4,62
81
4.22
84
87
3.84
3.5050
_
90
3.19
93
2.91-�
96
2.65
I
99
2.42--
--
102
2.20
�I
��
108
1.83 --;--- - -
1.67
----- j
- --�
-
111
114 -�
- 117 I
1.52-
1.39 I
_
_

L365_HSE OF SILK LOT11.xls
POST DEVELOPED HYDROGRAPH
DRAINAGE AREA:
AREA#2 , POND#1
METHOD:
SCS STEP FUNCTION
INPUT DATA
DESIGN YEAR:
10
AREA (acres):
4.06
SCS CN:
90
la (in):
0.2221
SOIL STORAGE-S (in):
1.11
Tc(min):
51
PRECIP. DEPTH-P 6 hr (in):
4.2
Qunit peak (cfs):
662
RIO DEPTH-Q (in):
3.11
Qten peak (cfs):
13
42.1
RIO VOLUME(cu ft):
45824
Tp (min):
dT (min):
3
HYDROGRAPH FORMULATION
TIME
INFLOW
(cfs)
_(min)_
0
0.00
3
0.16
6
0.64
9
1.42
12
2.45
15
3.68
18
5.06
21
6.50
24
7.95
27
9.33
30
10.57
33
11.61
36
12.39
•39
12.88
42
13.06
_
45
12.91
48
12.43
51
11.67
54
10.69
57
9.74
60
8.88
63
8.09
66
7.38
69
6.72
72
6.13
75
5.59
_
78
5.09
81
4.64
84
4.23
87 I
90
93
96 }
3.86
3.51
3.20
2.92
_
_
_
_99 I
102 I
4 405
2.66
2.43
2.21�_-
108 j
2.02
I
I
T 111 ; 1.84
114 I 1.67
117 _1.537-
120 _ 1.39 1

L365_HSE OF SILK LOT11.xls
POST DEVELOPED HYDROGRAPH
DRAINAGE AREA:
AREA#2 , POND#1
METHOD:
SCS STEP FUNCTION
INPUT DATA
DESIGN YEAR:
100
AREA (acres):
4.06
SCS CN:
90
la (in):
0.222
SOIL STORAGE-S (in):
1.11
Tc(min):
5
PRECIP. DEPTH-P 6 hr (in):
7.2
Qunit peak (cfs):
662
R/O DEPTH-Q (in):
6.02
Q101] peak (cfs):
25.3
R10 VOLUME(cu ft):
88711
Tp (min):
42.1
dT (min):
3
H_YDROGRAPH FORMULATION
TIME
INFLOW
(rain)
(cfs)
0
-0.00
3
0.32
6
1.25,
9
2.74
12
4.74
15
7.12
18
9.79
21
12.59
24
15.40
27
18.07
30
20.47
33
22.47
36
23.99
39
24.94
42
25.28
45
24.98
48
24.07
51
22.59
54
20.69
57
18.86
60
. 17.19
63
15.67
66
14.28
69
13.02 _
72
11.86
75
10.81
78
9.86
81
8.98
84
8.19
87
7.46
90
6.80
93
6.20
96
5.65
i
�-
99
102 -!
_ 5.15 I
4.70
I I
I
108 j--
3.90
3.56
3.24
111
114
117_�_�_
2,95
_

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve Friday, May 19 2006, 10:13 AM
Hyd. No. 2
DRAINAGE AREA #1
Hydrograph type = Reservoir Peak discharge = 5,16 cfs
Storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 16.39 ft
Reservoir name = POND#1 Max. Storage = 38,983 cult
Storage Indication method used. Wet pond routing start elevation = 14.10 ft. Hydrograph Volume = 17,818 tuft
10.00
. 11
4.00
2.00
a.00
0.0 0.5
Hyd No. 2
DRAINAGE AREA #1
Hyd. No. 2 --1 Yr
1.0 1.5
Hyd No. 1
2.0 2.5
Q (cfs)
12.00
10.00
i 11
. E$
4.00
2.00
0.00
10
Time (hrs)
s

Pond Report
3
Hydraflow Hydrographs by Intelisolve
Friday, May 19 2006, 10:13 AM
Pond No. 1 - POND#1
Pond Data
Pond storage is based on known contour areas. Average end'area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Iner. Storage (tuft)
Total storage (tuft)
0.00 10.50
00
0
0
0.50 11.00
1,225
306
306
1.50 12,00
1,949
1,587
1,893
2.50 13.00
5,311
3,630
5,523
3.50 14.00
7,675
6,493
12,016
4.50 15.00
10,225
8,950
20,966
5,50 16.00
13,810
12,018
32,984
6.50 17.00
16,873
15,342
48,325
7.50 18.00
20,110
18,492
66,817
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A)
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 16.00
0.00
0.00
0.00.
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 17.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 11.82
0.00
0.00
0.00
Weir Type
= Riser
---
---
-
Length (ft)
= 30.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.00
. 0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= nla
No
No
No
Exfiltration = 0.000
in/hr (Contour) Tailwater
Elev. = 0.00 ft
Stage (ft)
8.00
6.00
4,00
2,00
Note: CulverVOHflce outflows have been analyzed under Inlet and outlet control. Weir riser checked for orifice conditions.
Stage 1 Discharge
Stage (ft)
8,00
6.00
4.00
2.00
0.00 -1 1 1 I 1 1 _ 1 - 1 1 1---'- 0.00
0.00 2.00 4.00 6.00 8.00 10.00 12,00 14.00 16.00 18.00 20.00
Total Q discharge (efs)

Hydrograph Plot
2
Hydraflow Hydrographs by Intelisolve Friday, May 19 2006. 10:13 AM
Hyd. No. 2
DRAINAGE AREA #2
Hydrograph type = Reservoir Peak discharge = 5.50 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 17.22 ft
Reservoir name = POND#1 Max. Storage = 52,364 tuft
Storage Indication method used. Wet pond routing start elevation = 15.00 ft.
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0.0 0.5
Hyd No. 2
DRAINAGE AREA #2
Hyd. No. 2 -- 10 Yr
1.0 1.5
— Hyd No. 1
Hydrograph Volume = 16,043 tuft
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
2.0 2.5 3.0 3.5
Time (hrs)

5
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, May 19 2006, 10:13 AM
Hyd. No, 2
DRAINAGE AREA #2
Hydrograph type = Reservoir Peak discharge = 18.52 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 17.57 ft
Reservoir name = POND#1 Max. Storage = 58,898 cult
Storage Indication method used. Wet pond routing start elevation = 15.00 ft.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
a oa
DRAINAGE AREA #2
Hyd. No. 2 --100 Yr
Hydrograph Volume = 56,664 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0.0 0.5 1.0 1.5 2.0 2.5 3.0
Time (hrs)
Hyd No. 2 Hyd No. 1

Pond Report
2
Hydraflow Hydrographs by Intelisolve
Friday, May 19 2006, 10:13 AM
Pond No. 1 - POND#1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 10.50
00
0
0
0.50 11.00
1,225
306
306
1.50 12.00
1,949
1.587
1,893
2.50 13.00
5,311
3,630
5,523
3.50 14.00
7,675
6,493
12,016
4.50 15.00
10,225
8,950
20,966
5.50 16.00
13,810
12,018
32,984
6.50 17.00
16.873
15,342
48,325
7.50 18.00
20,110
18,492
66.817
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 10.00
0.00
0.00
0.00
Crest Len (ft)
= 16.00
0.00'
0,00
0.00
Span (in)
= 10.00
0.00
0.00
0.00
Crest El. (ft)
= 16.10
0.00
0.00
0.00
No. Barrels
= 1
0'
0
0
Weir Coeff.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 12.00
0.00
0.00
0.00
Weir Type
= Riser
--
---
--
Length (ft)
= 4.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= nla
No
No
No
Exfiltration = 0.000
inlhr (Contour) Tailwater
Elev.
= 0.00 ft
Stage (ft)
8.00
6,00
4.00
2,00
0 00
Note: CUlvertlOdfice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage 1 Discharge
Stage (ft)
8,00
6.00
4.00
2.00
0 00
0.00 1.00 2.00 3.00 4,00 5.00 6.00
Total Q Discharge (cfs)

E. G. Smithson & Associates
LETTER OF TRANSMITTAL
Date: 4/10/06
Job #: 06-919
Project: L365
To: NCDEHNR
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
.From: D. Proctor
RECOVE0
Attn:
Re: House of Silk Flower's
n%Alll-1A1AP0
WE ARE SENDING YOU THE FOLLOWING:
❑ Preliminary Drawings ❑ Revised Drawings
El Final Drawings ❑ Computer Disk
THESE ARE TRANSMITTED AS CHECKED BELOW:
0 For Approval ❑ For Your Files ❑ As Requested ❑ For Review & Comment
❑ Other:
TRANSMITTED VIA:
❑ Priority Mail 0 UPS ❑ Regular Mail ❑ Picked Up ❑. Fax ❑ Delivered
copies Dated Description
2 4/10/06 Drainage Plan
REMARKS:
P.O. Box 1731 • 1661 South Wesleyan Blvd. • Rocky Mount, NC 27802
[phone] 9 [phone] fax

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