SW6080302_HISTORICAL FILE_20080430

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

r
-i
Glenn Tew
Strickland's Inc.
2354 Cedar Creek Road
Fayetteville, NC 28312
Dear Sir or Madam,
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
April 24, 2008 ®E1 R—FR®
ANK 3u20.38
DWO
Subject: Post -Construction Notification
Project ID: CUMB_4/08 2
Project: Strickland Convenience Store / Strickland's Inc No. 5
Cumberland County, North Carolina
A review of the Financial Responsibility/Ownership (FRO) form required under the
Sedimentation Pollution Control Act received on March 12, 2008 has determined that the Strickland's
Inc. project may be subject to a State Stormwater Permit for Post -construction.
Unless excluded under the provisions of Session Law 2006-246, Section 8, you must submit
within 30 days a schedule for the project or an application for a Post -Construction Stormwater Permit to:
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
The Post -construction permit is in addition to a North Carolina General Permit (NCGO10000)
permit received for construction activity from the Division of Water Quality. For more information
regarding MSI Post -Construction and Phase II Session Law 2006-246 please visit:
http://h2o. enr.state.nc. us/su/N PDES_Phase_II_Stormwater_Program.htm
If you have any questions concerning this matter please feel free to call me at 919-733-5083 x
591or e-mail me at [e-mail].
Sincerely,
Jennifer Jones
cc: Fayetteville Regional Office
Stormwater Permitting Unit Files
q��hCarolina
✓vWna/!y
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwatercntalitv.org Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Emplcyer- 50% Recycled/1056 Post Consumer Paper

r
Jordan - Tew & Associates, P.A. AIR 2 3 201-9
ENGINEDWO,, SURVEYING, MATERIALS TESTING,* PL MUVG ®` �,�
102 Wort Bored Spat (Zip 28334) V N
Post Office Box 249
Dom, North Cerollne 2833S
Ramie H. Jordan, P.L.S. Phme (910)87bS1S9
Ronnie
(Henn Tow, P.&
Fwc [phone]
LETTER OF TRANSMITTAL.
To: 5'v✓4ac-t Dato : A/ /a Cl
i
Comoanv : �._ G • �. E �l /Q . Locatine • / '— / .. i_ .. J i

DWQ USE ONLY.
Date Received
Fee Paid
Permit Number
' Z3 Zoo
'b
St.J o Flo 3,5 L
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form ruay be photocopied for use as apt original
L GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Strickland's Inc. No. 5.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
L. Ralph Strickland / President
3. Mailing Address for person listed in item 2 above:
2354 Cedar Creek Road
City:Favetteville State:N.C. Zip:28312
Phone: (910 ) 484-5972 Fax:
Email:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Strickland's Inc. No. 5
5. Location of Project (street address):
Site is located in S.E. quadrant of Maxwell Rd. (S.R. 1006 ) and Wade- Stedman Rd. (S.R.1826)
County:Cumberland
6. Directions to project (from nearest major intersection):
Project is located at Bethant Crossroads ( Intersection of SRI006 and SR1826)
7. Latitude:35 3' 46.2 " Longitude:78 41' 47.4" W of project
8. Contact person who can answer questions about the project:
Name:Glenn Tew Telephone Number: (910 ) 892 - 5159
[e-mail]
IL PERMIT INFORMATION:
1. Specify whether project is (check one):
//
[]Renewal ❑Modification
Form SWU-101 Version 8.07 Pagel of4

2' If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit
and its issue date (if
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑LAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
All stormwater will sheet drain to a 6' curb cut at the site where the stormwater will enter and be treated by a
permanent on -site wet detention pond ( see attached narrative)
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Site Area: 2.65 acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: 0 acres (not applicable if no Wetlands exist on site)
6. Total Project Area**:2.65 acres 7. Project Built Upon Area:67.0
8. How many drainage areas does the project have?l
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basui Information `
Drainage Areal .
Drainage Area 2
Receiving Stream Name
Big Creek
Stream Class & Index No.
C,SW (18-68-12-5)
Drainage Area (so
115,501
Existing Impervious* Area (so
5,838
Proposed Impervious*Area (so
71,531
% Impervious* Area (total)
67.0
Impervious" Surface Area ';
'Drainage Area 1`
Drainage`Area2
On -site Buildings (so
5,728
On -site Streets (so
46,005
On -site Parking (so
6,484
On -site Sidewalks (so
1,099
Other on -site (so
12 215-pond
Off -site (so
5,838
Total (so:
77,369
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 8.07 Page 2 of

**Total project area shall be calculated based on the current policy regarding inclusion of Wetlands in the built upon area
percentage calculation.
10. How was the off -site impervious area listed above derived?Off-site impervious is paved area and existing
building on adjacent lot ( see Drainage Area Map )
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built -upon area for each lot must be provided as an attachment.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at httn://h2o.enr.state.nc.us/su/msi maos.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/ management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
Initials
4Ak
- Mean high water line
- Dimensioned property/ project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):fohnny Glemr Tew
Mailing Address:P.O.Box 249
City:Dunn State:N.C. Zip:28335
Phone: [phone] - 5159 Fax: [phone]
Eniail:[e-mail]
VIII. APPLICANT'S CERTIFICATION
I, (print or type none of person listed in General Information, item 2) L. Ralph Strickland
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. /�/%�J //n/ //n 41,
/ f1P �1ry
Sivna to rr.:� /C r.KJ/XA � �/%I/ f�!/O�(/X/X/.t tnA* ha� 41,03W /r3
FormSWU-101 Version8.07 Page 4of4

Permit No.
(to be provided by DWQ)
H�,�x .
1Yv
t
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be punted, filled out and submitted along with all of the required information
O�O�, W ATFIs,
QG
I.� PROJECT INFORMATION x A.
Project name Strickland's Inc. No. 5
Contact person Johnny Glenn Tew
Phone number :. 910-892-5159
Date
Drainage area number
II'.` DESIGN INFORMATION Y . •, . r..,::, .. a wa t " a
Site Characteristics
Drainage area
115,501
f?
Impervious area
77,369
fl'
%impervious
66.98556722
%
Design rainfall depth -
1.0
in
Storage Volume: Non•SRWaters
Minimum volume required
- 6,282
ft'
Volume provided
6,809
ft'
Storage Volume: SRWaters
1-yr, 24-hr runoff depth
in
Pre -development 1-yr, 24-hr runoff
to
Post -development 1-yr, 24-hr runoff
Minimum volume required
-ft,
ft'
Volume provided
- -
to
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak Flow required?
- Y
(Y or N)
1-yr, 24-hr rainfall depth
--
in
Rational C, pre -development
'0.3
(unitless)
Rational C, post -development
- 0.7
(unitless)
Rainfall intensity: 1-yr, 24-hr storm
6.1
in/hr
Pre -development 1-yr, 24-hr peak Flow
3.2 -
ff/sec
Post -development 1-yr, 24-hr peak Flow
-11.2
ft'/sec
Pre/Post 1-yr, 24-hr peak Flow control
8.0
ft'/sec
Basin Elevations
Basin bottom elevation
130.00
ft
Sediment cleanout elevation
131.00
ft
Permanent pool elevation
-137.50
ft
Temporary pool elevation
1 137.96
fl
Volume and Surface Area Calculations
SAIDA ratio
2.74
'(unitless)
Permanent pool, surface area required
3,160
off
Permanent pool, surface area provided
- 11,970.
ftz OK
Permanent pool volume
35,932
rya
Average depth for SAIDA tables
3.001871345
ff OK
Forebay volume
7,204
ft'
Forebay % of permanent pool volume
20
% OK
Temporary pool, surface area provided
15,266
'f?
Form SW401-Wet Detention Basin-Rev.2 Parts I. a I. Design Summary, Page 1 of 2

Permit
(to be provided by DWO)
IttrDESIGNIINFORMATION P, h Drawdown Calculations
Treatment volume drawdown time 2.57 days OK
Treatment volume discharge rate 0.03 ft'Is
Pre -development 1-yr, 24-hr discharge 3.20 fl'Is OK
Post -development 1-yr, 24-hr discharge 0,69, fols OK
Additional Information
Diameter of orifice
Design TSS removal
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies
L50 in ✓
85 %
3
1:1
OK
10
,:1
OK
10
ft
OK
- 3.3 -
:1
OK
2.76
:1
OK
Y -
;(YorN)
OK
1
'f:
OK
Y.(YorN)
OK
N
(Y or N)
Need a recorded drainage easement
.Y
'(YorN)
OK
• Y Basin is to be pumped out when needed for maintenance
/40 deeI /`cS'�1-i �'�'i'✓IS ar �r1ai^ V
eaSe~A+ is Aeecc�
prv�ect hAs A fv'tvvc JcvcicfvMPJ
POZibil Ties (Le
o vi-Pwiccf s)
-sviolivlstavl or
Forth SW401-Wet Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 2 of 2

_ cp WAT§
MAE
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT, INFORMATION s . i,. „1 "r
Project name Strickland's Inc. No. 5
Contact name Glenn Tew - - -
Phone number
Date
Drainage area number
Type of BMP
Drawdown flow from the BMP
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent Impervious
Rational C coefficient
Peak flow from the 1 inlhr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak Flow from the 10-yr storm
Where Does the Level SpreaderDischarge?
To a grassed bioretenlion cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feel of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 inlhr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
[phone]
1
Wet Pond .. ... _. _ ...
0.03 cfs
Do not complete this section of the worksheet
115,501.00
fjT
Do not complete this section of the wodksheet.
77,369.00
ftz
Do not complete this section of the worksheet.
66.99
%
Do not complete this section of the worksheet
Do not complete this section of the worksheet.
CIS
Do not complete this section of the worksheet.
min
in/hr
Do not complete this section of the worksheet.
CIS
Do not complete this section of the worksheet.
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
30.00 it
0.00
it
0.00
ft
30.00
fit
137.50
fmsl
137.30
fri l
0.67 % OK
N .(YorN) OK
sq it No forebay is needed.
13 ff/cfS
' N
'(Y or N)
N
(Y or N)
Y
(Y or N)
0.90
cfs
Y
(Y or N) OK
Form SW401-1-evel Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts 1. and 11. Design Summary, page 1 of 2

Length of the level lip
13.00
ft
�.
Are level spreaders in series?
N -
(Y or N)
Bypass Channel Design (if applicable)
_
Does the bypass discharge through a wetland?
N -
(Y or N)
Does the channel enter the stream at an angle?
Y
(Y or N)
Dimensions of the channel (see diagram below):
M
3.00
ft
B
10.00
ft
W
13.50 `
ft
y
0.50
ft
Peak velocity in the channel during the 10-yr storm
14.60
, cfs
Channel lining material
None
1
�----- -- -
Y
...
-------------�
M
^M
M
i
B
i
kVALUE!
Farm SW401-Level Spreader, Filler Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

III. REQUIRED ITEMS`CHECKL'IST f` "" °
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
JGT 1 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High Flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
JGT 2 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build -out.
JGT 2 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. A date -stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
JGT 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

�6 08 06:42a m.ichael eaker 9108224540 p.2
Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
[e-mail]
March 26, 2008 (revised)
Mr. Glenn Tew
Jordan-Tew & Associates, P.A.
102 West Broad Street
Dunn, NC 28334
Re: Hydraulic conductivity (Ksat) analysis & water table determination for retention
pond, Ralph Strickland Property, Maxwell Road, Cumberland County, North Carolina
Dear Mr. Tew,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on the aforementioned property. The purpose of the investigation was to
determine soil water table depths. In addition, Ksat was to be provided at varying depths
for use with retention pond design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity."
Soils at this site are most similar to the Candor soil series (see attached boring log). A
boring was advanced to 8 feet. Seasonal High, Water Table (SHWT) as determined by
evidence of colors of chroma 2 or less was encountered at 86 inches below the ground
surface (no free water was noted within 96 inches of the soil surface during the day of
testing).
Six compact constant head permeameter (CCHP) tests were conducted at depths ranging
from I to 4 feet. The two Ksat measurements in the A/E horizon averaged 51.28 cm/hr.
The two Ksat measurements in the Bt horizon averaged 43.96 cm/hr. The two Ksat
measurements in the C horizon averaged 51.28 cm/hr.
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING
GROUNDWATER DRAINAGEWOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

_6 08 06:42a michael eaker 9108224540 p.1
The attached map shows locations of sample points as well as Ksat locations. The
attached chart provides a list or measured rates at the pond location.
I trust this is the information you require at this time.
Sincerely,
Mike Eaker
President
��rARM �"
c
'T

B 08 05:06p michael eaker 9108224540 p.3
Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, INC 28311
Phone/Fax[phone]
Email meaker3851®aol.com
Ksat
Ksat
Location
Depth in
cm/hr (ave)
in/hr
1 & 2
12
51.28
20.19
1 & 2
26
43.96
17.31
1 & 2
49
51.28
20.19
Locations 1 & 2 are denoted on attached map as Ksat 1 & Ksat 2. These
positions were located using GPS.
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

—�8 08 05:06p micnael eaker 9108224540 p.2
Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email meaker3851 @aol.com
Typical Profile Description for Ralph Strickland Property (Retention Pond Area)
This map unit consists of somewhat excessively drained soils that formed in sandy and
loamy sediments on uplands. Slopes range from 1 to 2 percent.
Ap - 0 to 8 inches; dark grayish brown (IOYR 4/2) sand; weak fine granular structure;
very friable; abrupt smooth boundary.
E - 8 to 17 inches; yellowish brown (10YR 5/4) sand; weak fine granular structure; very
friable; abrupt wavy boundary.
Bt - 17 to 43 inches; yellowish brown (I OYR 5/6) loamy sand; weak fine subangular
blocky structure parting to weak fine granular structure; very friable; gradual wavy
boundary.
E' - 43 to 78 inches; brownish yellow (1 OYR 6/6) sand; single grained; loose; some
pockets of clean sand in lower 1.5 feet; gradual smooth boundary.
13't - 78 to 96+ inches; strong brown (7.5YR 5/6) sandy clay loam; moderate medium
subangular blocky structure; friable; many medium coarse distinct light gray (IOYR 7/1)
and yellowish red (5YR 5/8) mottles noted beginning at 86 inches.
SOIVSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

98 08.05:06p michael eaker
9108224540 p,1
\II i dal llll l:Jeal+l AT VVl 1v1♦
Ralph Strickland- Ksat & Boring Location
US State Plane 19B3 Scale 1:1,000 STRICKSSF
North Carolina 3200
NAD 1983 (Cones) N 2M2008
/11 0 125.0
I GPS Path(nder°ORice
11s Bunrey Peat P;-Trimble-
SOIVSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION P. DFSIAN

JORDAN - TEW & ASSOCIATES, P.A.
ENGINEERING, SURVEYING, MATERIALS TESTING & PLANNING
102 WEST BROAD STREET (ZIP 28334) -
P.O. BOX 249
DUNN, N.C. 28335 �..`�p%1" CARO
RONNIE E. JORDAN, P.L.S. EMAIL:jordnnlewQearlhlink.net ••• ,'DEESS/:� C1JJE: [phone]
JOHNNY GLENN TEW, P.E. A•'aQ� I A �";y R°C�JC; [phone]
Ralph Strickland Convenience Stolq%INEv�:•'•sv c`
Erosion Control Narrative '',,,�'byGiENN 1`�•',�°
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The Ralph Strickland Convenience Store project site is a 2.8 acre t tract to ated in the
Southeast quadrant of the intersection of SR 1006 (Maxwell Road) and SR 1826 (Wade -
Stedman Road) in Cumberland County. The proposed site is located adjacent to and on
the south side of an existing gas station, which is located directly adjacent to the
intersection of the two roads. The site presently slopes from the northwest to the
southeast at a grade of approximately 0.7%. The storm water generated on the existing
gas station lot presently sheet drains across the convenience store parcel as it flows
toward a swampy area to the south, which is labeled as Big Creek on the quadrangle map
(see attached quadrangle with site located on it). The existing soils on the parcel are CaB
(Candor Sand) (see attached soils map and soils legend).
The proposed grading plan will allow all of the impervious area on the proposed site to be
sheet drained to the rear of the building where it will flow through a permanent storm
water retention pond, which will outlet on the southeast corner of the tract, which is the
same direction that the pre -developed storm water left the site. We have provided the
results of a routing procedure for the 2 year, 10 year and 100 year storm event through
the pond with this report. N.C.D.O.T. is installing the lane widening on Maxwell Road
(SR 1006) and if their project is under construction before the convenience store project
begins, the temporary construction entrance as shown on our plan can be relocated in
order to accommodate the grading and erosion control plan, which N.C.D.O.T. will be
using to install the proposed lane widening.
We have provided the following temporary measures to minimize erosion and capture
sediment generated during the construction process.
1). Temporary construction entrances located at entrance onto Maxwell Road (SRI006)
and onto Wade -Stedman Road (SR 1826).
2). We are using the permanent retention pond as a temporary sediment storage trap
during construction. Sediment is to be cleaned out and permanent pond grades restored
when upstream drainage area is stable against erosion.
3). Temporary diversion berms to direct storm water to the temporary sediment basin.
4). Temporary silt fence as shown on grade plan at areas where silt could leave site by
sheet flow.
5). Temporary Seeding Specifications (See Seeding Specifications)
1

Next we have provided the following permanent erosion control measures for the site:
1). Permanent Rip Rap Aprons at outlet locations. (See calculations below for adequacy
of d50 = 6" Rip Rap Aprons)
First we determine the critical velocity at the 6' curb cut as follows:
Critical Q10 = 10.6 cfs 3 ft2=3.5 ft/sec. Using attached monograph it can be seen that
Rip Rap Apron using d50 = 6" stone is adequate for 10 ft/sec. Since 10 ft/sec > 3.5 ft/sec
d50 = 6" stone is o.k.
Next we check the adequacy of Rip Rap Apron #1 as follows: The design parameters a;e,,,
2 cfs from an 8" pipe ,.�''•g?N
Item
Min. Value
Value Pr., ✓jJcJ
W1
2
2'
W2
4.67
5
L
4'
4'
D50
3"
6"
Min depth
6.75"
18"
Comment 'q
= min o.k. 5
> min o.k. 14580
= min o.k. •'� •'
> min o.k. A- •••••'
>min O.k. •0100'kGIENN ,..:
%Iv%a E
2). We have provided for permanent seeding of all areas of disturbance (See Seeding
Specifications)
3). We have provided for all parking areas and drives to receive asphalt paving surface.
Swale Stability Calculations
Next we check the stability of Swale "A" as follows:
Typical Section
Critical Design Values
Design Q 10 = CIA = (0.50) (7.96) (0.15) = 0.60 cfs
Max longitudinal slope = 0.3%
Assume established Bermuda grass (n=0.03)
Assume easily erodible soil (V max allowed = 5ft/sec)
/�-fet Seed swage as
specs.
3 3
Flow Depth AREA R R2/3 n S1/2 V Q Comment
0.25 0.688 0.192 0.33 0.03 0.054 0.89 0.61 Q>Q10
V<V allow
Q = 1.49 AR2/3 Sl/2 = 1.49 (0.688) (0.33) (0.054) = 0.61
N (0.03)
V = Q=A = 0.61 _ 0.688 = 0.89J&Does not need temporary swale liner (<2 ft/sec)
The following is to serve as the storm water narrative for the project.
2

We have designed the grade plan such that the impervious area sheet drains to the 6/
curb cut area at the rear of the building. From this point the storm water flows through a
permanent retention pond and outlets at the low point on the site. The desigo,,pavWeters
fc,.r the surface area for the permanent pool were designed as follows:.,%,%, 11 CA�o
pe•� s...E...... �•9 i
On site impervious area = 71,531 sf
Off site impervious area = 5,838 sf r e.
Total Impervious Area=t77,,3697-sfl 580
0.
Total Drainage area = 1-1-5;501-sf2 My ••• 1``+.•�
GtfNN + o
Therefore the percentage Impervious of the drainage area flowing to the pond = 77,369 sf
115,501 sf = 67.0%
Using table 10-1 from the BMP Manuel (see attached table) we determine the SA/DA
factor needed to size the surface area at the permanent pool elevation.
Permanent pool elevation is set at f37-5
Average depth of the pond is determined as follows:
Permanent pool volume = 35;,932"4-ft31
Surface area at Perm. Pool elev. = 11,970 ft2
Therefore 35,932.4 ft3 =11,970 ft2 = 3.0 ft Therefore average depth = 3-. ft?
Using Table 10-1 with an average pond depth of 3.0' and an impervious percentage of
67.0% we interpolate to determine the SA/DA factor to be 2.736.
Therefore the surface area required at permanent pool elevation (137.50) = 115,501 sf x
0.02736 = 3160 sf
Since 11,970 sf > 3160 sf we have adequate surface area at the permanent pool elevation
Next we check the temporary pool adequacy as follows:
Rv = 0.05 + 0.9 (Ia)
Rv = 0.05 + 0.9 (0.67)
Rv = 0.653
V=3630xRpxRvxA where R.=1", Rv = 0.653, & A = 2.65 ac
V = 3630 (1) (0.653) (2.65 Ac)
V = 6282 ft3
We have set the emergency bypass elevation to be 138.96
When we provide for a P freeboard the temporary pool would be at elevation 137.96.
This elevation will be (137.96 — 137.50) 0.46' above permanent pool elevation.
The storage available at elevation 137.96 is 6,809 0.
Since 6809 113 > 6282 ft3
Therefore we have adequate temporary storage to store the 1" rainfall event.
Next we determine the adequacy of a 1 %z" diameter orifice as follows:

Q = 0.6 A 2gh where A = 0.01227 ft2 = (0.6) (0.01227) (3.84) g = 32.2
h = 0.46' 2 = 0.23' Q = 0.02827 ft3/sec
Drawdown time = 6282 ft3 _ 0.02827 ft3/sec =;W 21 / seconds = 60 = ?6�,577min.
3 7$.57 minutes _ 60 = 11.73 hours
hours - 24 = 2.57 days
Since 2.57 days is between the allowable draw down time of 2-5 days a 11/2" diameter
orifice is o.k.
We have routed the 2 year storm through the pond and find that the water surface rises to
elevation 137.79 and the Q peak outflow is 0.6921 cfs.
Since Pre -Development Q2 peak can be found to be 4.0 cfs (Q, 80% of Q2 therefore Q1
= .8 (4) = 3.2 cfs) by CIA where C = 0.25, I = 6.11 in/hr and A = 2.65 ac. The after
development routed Q2 peak is actually less than the before development Q2 and Q1
peak flows. (see attached routing calculations).
We have routed the 10 year storm through the pond and find that the water surface rises
to elevation 137.89 and the Q peak outflow is 0.90 cfs
Since Pre -development Q10 peak can be found to be 5.27 cfs by CIA where C = 0.25 I =
7.96 and A = 2.65 ac. The after development routed Q10 peak is actually less than the
before development Q10 peak flow. (See attached routing calculations).
We have routed the 100 year storm through the pond and find that the water surface rises
to elevation 138.00 and the Q peak outflow is 1.16 cfs.
Since Pre -development Q100 peak can be found to be 6.91 cfs by CIA where C = 0.25 I
= 10.44 and A = 2.65 ac. The after development routed QI00 peak is actually less than
the before development Q100 peak flow (see attached routing calculations)
The elevation of the emergency spillway is 138.96 and therefore the pond will pass the
100 year storm routing without the emergency spillway being activated.

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#Units=E1evation,ft,Volume,ft3
#Stage —Storage Curve Data
#Stage — ft Volume — U
#----------------------
137.50000000, 7203.77426673
137.00000000, 6028.87564731
136.00000000. 3982.60454423
135.00000000, 2317.03491951
134.00000000, 1000.16674687
133.00000000, 0.00000000
STORAGE ABOVE PERM POOL
#Units=Elevat1on,ft,Volume,ft3
#Stage —Storage Curve Data
#Stage — ft AREA(SF)
VOL(CF)
#----------- -------------
137.50000000, 11970
0
138.00000000, 15266
6809
138.50000000, 16648
14787.5
TOTAL DRAINAGE AREA TO POND=115501 SF
total storage volume=28728.6+7203.8= 35932.4ft3
s.o. 0 elev. 137.5=2411sf+9559sf = 11970sf
average depth=35932.4/11970=3.00
f orboy%=7203.8/35932.4=20.0%
impervious area
77369/115501=67.0%
sa/do factor-2.736=> 115501•.02736=3160sf req'd
\\\p61(1�11p111j
01
14580 r
GL E O .,.••'
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#Units=0evation,ft,Volume,ft3
#Stage —Storage Curve Data
#Stage — ft Volume — U
#----------- ----------
137.50000000, 28728.59729858
137.00000000, 24411.93888545
136.00000000, 17533.28670129
135.00000000. 11874.63290239
134.00000000, 7363.97740869
133.00000000, 3929.32014013
132.00000000. 1498.66103059
131.00000000. 0.00000000
Y

Storage Indication Method
Ralph Strickland Property
2 Year Storm Routing
Given Input Data:
File...........
Description .... 2 Year Storm Routing
Time increment.,0.5000 min
Input Files:
Pre-Dev Hydrograph curve..
Post-Dev Hydrograph curve. G:\CAD\DWG\P\2288 R Strickland\hd\2yr.hdc
Stage -Storage curve ....... G:\CAD\DWG\P\2288 R Strickland\hd\permpool.ssc
Stage -Discharge curve ..... G:\CAD\DWG\P\2288 R Strickland\hd\8inchoutlet.sdc
Output Data
Routed Peak Flow .........
0.6921 cis
Routed Peak Time .........
16.5000 min
Post -Developed Peak Flow.
11.2000 cis
Post -Developed Peak Time.
5.0000 min
Support Calculations:
Time Inflow (11+12)/2 HI SI-(0I/2)T S2+(O2/2)T H2 Outflow
min cfs ft3 ft ft3 113 ft cfs
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000137.5000 0.0000
0.5000 0.2700 4.0500137.5000 0.0000 4.0500137.5003 0.0007
1.0000 1.0700 20.1000137.5003 4.0295 24.1295137.5018 0.0041
1.5000 2.3100 50.7000137,5018 24.0076 74,7076137.5054 0.0126
2.0000 3.8700 92.7000137.5054 74.3301 167.0301137.5121 0.0281
2.5000 5.6000 142.0500137.5121 166.1862 308.2362137.5224 0.0519
3.0000 7.3300 193.9500137.5224 306.6788 500.6288137.5363 0.0843
3.5000 8.8900 243.3000137.5363 498.0992 741.3992137.5538 0.1249
4.0000 10.1300 285.3000137.5538 737.6532 1022.9532137.5743 0.1723
4.5000 10.9300 315.9000137.5743 1017.7845 1333.6845137,5968 0.2246
5.0000 11.2000 331.9500137.5968 1326,9458 1658.8958137.6204 0.2794
5.5000 10.9300 331.9500137.6204 1650.5139 1982.4639137.6439 0.3339
6.0000 10.1400 316.0500 137.6439 1972.4470 2288.4970 137.6661 0.3854
6.5000 8.9700 286.6500 137.6661 2276.9339 2563.5839137.6861 0.4318
7.0000 7.8800 252.7500 137.6861 2550.6309 2803.3809 137.7035 0.4722
7.5000 69200 222.0000137.7035 2789.2163 3011.2163 137.7186 0.5072
8.0000 6.0700 194.8500 137.7186 2996.0015 3190.8515 137.7316 0.5374
8.5000 5.3300 171.0000137.7316 3174.7290 3345,7290 137.7429 0.5635
9.0000 4.6800 150.1500 137.7429 3328.8241 3478.9741 137.7526 0.5859
9.5000 4.1100 131.8500137.7526 3461.3958 3593.2458 137.7609 0.6052
10.0000 3.6100 115.8000 137.7609 3575.0902 3690.8902 137.7679 0.6216
10,5000 3.1700 101.7000 137.7679 3672.2412 3773.9412 137.7740 0.6356
11.0000 2.7800 ' 89.2500 137.7740 3754.8726 3844.1226 137.7791 0.6474
11.5000 2.4400 78.3000 137.7791 3824.6994 3902.9994 137.7833 0.6574
12.0000 2.1500 68.8500 137.7833 3883.2787 3952.1287 137.7869 0.6656
12.5000 1.8800 60.4500 137.7869 3932.1598 3992.6098 137.7898 0.6724
13.0000 1.6500 52.9500 137.7898 3972.4363 4025.3863 137.7922 0.6780
13.5000 1.4500 46.5000 137.7922 4005.0472 4051.5472 137.7941 0.6824
14.0000 1.2800 40.9500 137,7941 4031.0759 4072.0259137.7956 0.6858
14.5000 1.1200 36.0000 137.7956 4051.4512 4087.4512 137.7967 0.6884
15.0000 0.9800 31.5000 137.7967 4066.7985 4098.2985 137.7975 0.6902
15.5000 0.8600 27.6000 137.7975 4077.5910 4105.1910 137.7980 0.6914
16.0000 0.7600 24.3000 137.7980 4084.4487 4108.7487 137.7983 0.6920
16.5000 0.6700 21.4500 137.7983 4087.9884 4109.4384 137.7983 0.6921
17.0000 0.5800 18.7500 137.7983 4088.6746 4107,4246 137.7982 0.6918
04
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17.5000 0.5100 16.3500 137.7982 4086.6710 4103.0210 137.7979 0.6910
18.0000 0.4500 14.4000 137.7979 4082.2896 4096.6896 137.7974 0.6900
18.5000 0.4000 12.7500 137.7974 4075.9903 4088.7403 137.7968 0.6886
19.0000 0.3500 11.2500 137.7968 4068,0811 4079.3311 137.7961 0.6871
19.5000 0.3100 9.9000 137.7961 4058.7194 4068.6194 137.7954 0.6853
20.0000 0.2700 8.7000 137.7954 4048.0619 4056.7619 137.7945 0.6833
20.5000 0.2400 7.6500 137.7945 4036.2643 4043.9143 137.7936 0.6811
21.0000 0.2100 6.7500 137.7936 4023.4816 4030.2316 137.7926 0.6788
21.5000 0.1800 5.8500 137.7926 4009.8680 4015.7180 137.7915 0.6763
22.0000 0.1600 5.1000 137.7915 3995.4278 4000.5278 137.7904 0.6738
22.5000 0.1400 4.5000 137.7904 3980.3143 3984.8143 137.7893 0.6711
23.0000 0.1200 3.9000137.7893 3964.6802 3968.5802 137.7881 0.6684
23.5000 0.1100 3,4500137.7881 3948.5281 3951.9781137.7869 0.6656
24.0000 0.0900 3.0000 137.7869 3932.0099 3935.0099 137.7857 0.6627
24.5000 0.0800 2.5500 137.7857 3915.1275 3917.6775 137.7844 0.6598
25.0000 0.0700 2.2500 137.7844 3897.8826 3900.1326 137.7831 0.6569
25.5000 0.0600 1.9500137.7831 3880.4264 3882.3764137,7818 0.6539
26.0000 0.0600 1.8000 137.7818 3862.7599 3864.5599137.7806 0.6509
26.5000 0.0500 1.6500137.7806 3845.0334 3846.6834 137.7793 0.6479
27.0000 0.0400 1.3500 137.7793 3827.2473 3828.5973 137.7779 0.6448
27.5000 0.0400 1.2000 137.7779 3809.2525 3810.4525 137.7766 0.6418
28.0000 0.0300 1.0500 137.7766 3791.1994 3792.2494 137.7753 0.6387
28.5000 0.0300 0.9000 137.7753 3773.0883 3773.9883 137.7740 0.6356
29,0000 0.0300 0.9000 137.7740 3754,9194 3755.8194 137.7727 0.6326
29.5000 0.0200 0.7500 137.7727 3736.8424 3737.5924 137.7713 0.6295
30.0000 0.0200 0.6000 137.7713 3718.7074 3719.3074 137.7700 0.6264
30.5000 0.0200 0.6000 137.7700 3700.5149 3701.1149 137.7687 0.6234
31.0000 0.0200 0.6000 137.7687 3682.4142 3683.0142 137.7674 0.6203
31.5000 0.0100 0.4500 137.7674 3664.4051 3664.8551 137.7661 0.6172
32.0000 0.0100 0.3000 137.7661 3646.3376 3646,6376 137.7647 0.6142
32.5000 0.0100 0.3000 137.7647 3628.2122 3628.5122 137.7634 0.6111
33.0000 0.0100 0.3000 137.7634 3610.1784 3610.4784 137.7621 0.6081
33.5000 0.0100 0.3000 137.7621 3592.2358 3592.5358 137.7608 0.6051
34.0000 0.0100 0.3000 137.7608 3574.3837 3574.6837 137.7595 0.6021
34.5000 0.0000 0.1500 137.7595 3556.6219 3556.7719 137.7582 0.5990
RO
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Storage Indication Method
Ralph Strickland Property
10 Year Strom Routing
Given Input Data:
File........... G:\CAD\DWG\P\2288 R Strickland\hd\IOyr.hdc.sim
Description .... 10 Year Storm Routing
Time increment. 0.5000 min
Input Files:
Pre-Dev Hydrograph curve..
Post-Dev Hydrograph curve. G:\CAD\DWG\P\2288 R Strickland\hd\10yr.hdc
Stage -Storage curve ....... G:\CAD\DWG\P\2288 R Strickland\hd\permpool.ssc
Stage -Discharge curve ..... G:\CAD\DWG\P\2288 R Strickland\hd\8inchoutlet.sdc
Output Data:
Routed Peak Flow ......... 0.9023 cfs
Routed Peak Time ......... 16.5 min
Post -Developed Peak Flow. 14.6000 cfs
Post -Developed Peak Time. 5.0000 min
Support Calculations
Time Inflow (11+I2)/2 HI SI-(01/2)T S2+(O2/2)T H2 Outflow
min cfs ft3 It ft3 ft3 ft cfs
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000137.5000 0.0000
0.5000 0.3600 5.4000137.5000 0.0000 5.4000137.5004 0.0009
1.0000 1.3900 26.2500137,5004 5.3727 31.6227137.5023 0.0053
1.5000 3.0100 66.0000137.5023 31.4629 97.4629137.5071 0.0164
2.0000 5.0400 120.7500137.5071 96.9705 217.7205137.5158 0.0367
2.5000 7.3000 185.1000137.5158 216.6204 401.7204137.5292 0.0677
3.0000 9.5600 252.9000137.5292 399.6906 652.5906137.5474 0.1099
3.5000 11.5900 317.2500137.5474 649.2933 966.5433137.5702 0.1628
4.0000 13.2100 372.0000137.5702 961.6596 1333.6596137.5968 0.2246
4.5000 14.2400 411.7500137.5968 1326.9210 1738.6710137.6262 0.292E
5.0000 14.6000 432.6000 137,6262 1729,8860 2162.4860137.6570 0.3642
5.5000 14.2400 432.6000 137.6570 2151.5596 2584.1596 137.6876 0.4352
6.0000 13.2100 411.7500 137.6876 2571.1026 2982,8526 137.7165 0.5024
6.5000 11.6900 373.5000 137.7165 2967.7812 3341.2812 137.7426 0.562E
7.0000 10,2700 329.4000137,7426 3324.3987 3653.7987 137.7653 0.6154
7.5000 9.0200 289.3500137.7653 3635.3371 3924.6871 137.7849 0.6610
8.0000 7.9200 254.1000 137.7849 3904.8568 4158.9568 137.8019 0.7005
8.5000 6.9500 223.0500 137.8019 4137.9428 4360.9928 137.8166 0.7345
9.0000 6.1000 195.7500 137.8166 4338.9580 4534.7080 137.8292 0.7638
9.5000 5.3600 1719000 137.8292 4511.7955 4683.6955 137.8400 0.7888
10.0000 4.7100 151.0500 137.8400 4660.0301 4811.0801 137.8493 0.8102
10.5000 4.1300 132.6000 137.8493 4786.7712 4919,3712 137.8571 0.82K
11.0000 3.6300 116.4000137.8571 4894.5150 5010.9150 137.8638 0.844(
11.5000 3.1900 102.3000137.8638 4985,5964 5087.8964 137.8694 0.8565
12.0000 2.8000 89.8500 137.8694 5062.1887 5152.0387 137.8740 0.8677
12.5000 2.4600 78.9000 137.8740 5126.0070 5204.9070137.8779 0.8766
13.0000 2.1600 69.3000 137.8779 5178.6081 5247.9081 137.8810 0.8839
13.5000 1.8900 60.7500 137.8810 5221.3920 5282.1420137.8835 0.8896
14.0000 1.6600 53.2500 137.8835 5255.4529 5308.7029 137.8854 0.8941
14.5000 1.4600 46.8000 137.8854 5281.8796 5328.6796137,8868 0.8975
15.0000 1.2800 41.1000 137.8868 5301.7553 5342.8553 137.8879 0.8999
15.5000 1.1300 36.1500 137.8879 5315.8595 5352.0095 137.8885 0.9014
16.0000 0.9900 31.8000 137.8885 53249674 5356.7674 137.8889 0.9022
16.5000 0.8700 27.9000 137,8889 5329.7012 5357.6012 137.8889 0.9023

17.0000 0.7600 24.4500137.8889 5330.5308 5354.9808 137.8888 0.9019
17.5000 0.6700 21.4500137.8888 5327.9237 5349.3737 137.8883 0.9010
18.0000 0.5900 18.9000 137.8883 5322.3449 5341.2449 137.8878 0.8996
18.5000 0.5200 16.6500 137,8878 5314.2571 5330.9071 137.8870 0.8979
19.0000 0.4500 14.5500 137.8870 5303.9716 5318.5216 137.8861 0.8958
19.5000 0.4000 12.7500 137.8861 5291.6487 5304.3987 137.8851 0.8934
20.0000 0.3500 11.2500137.8851 5277.5971 5288.847 1 137.8840 0.8908
20.5000 0.3100 9.9000 137.8840 5262.1242 5272.0242 137.8827 0.8879
21.0000 0.2700 8.7000 137.8827 5245.3862 5254.0862 137.8814 0.8849
21.5000 0.2400 7.6500 137.8814 5227.5388 5235.1888 137.8801 0.8817
22.0000 0.2100 6.7500137.8801 5208.7370 5215.4870 137.8786 0.8784
22.5000 0.1800 5.8500 137.8786 5189.1347 5194.9847 137.8771 0.8750
23.0000 0.1600 5.1000 137.8771 5168.7359 5173.8359 137.8756 0.8714
23.5000 0.1400 4.5000 137.8756 5147.6941 5152.1941 137.8740 0.8678
24.0000 0.1200 3.9000 137.8740 5126.1615 5130.0615 137.8724 0.8640
24.5000 0.1100 3.4500 137.8724 5104.1409 5107.5909 137.8708 0.8602
25.0000 0.1000 3.1500 137.8708 5081.7837 5084.9337 137.8691 0.8564
25.5000 0.0800 2.7000 137.8691 5059.2410 5061.9410 137.8675 0.8525
26.0000 0.0700 2.2500 137.8675 5036.3645 5038.6145 137.8658 0.8486
26.5000 0.0600 1.9500 137.8658 5013.1559 5015.1059 137.8641 0.8447
27.0000 0.0600 1.8000137.8641 4989.7661 4991.5661137.8624 0.8407
27.5000 0.0500 1.6500 137.8624 4966.3452 4967.9952 137.8607 0.8367
28.0000 0.0400 1.3500 137.8607 4942.8933 4944.2433 137.8589 0.8327
28.5000 0.0400 1.2000 137.8589 4919.2615 4920.4615 137.8572 0.8287
29.0000 0.0300 1.0500 137.8572 4895.5999 4896.6499 137.8555 0.8247
29.5000 0.0300 0.9000 137.8555 4871.9086 4872.8086 137.8537 0.8207
30.0000 0.0300 0.9000 137.8537 4848.1877 4849.0877 137.8520 0.8167
30.5000 0.0200 0.7500 137.8520 4824.5867 4825.3367 137.8503 0.8127
31.0000 0.0200 0.6000 137.8503 4800.9557 4801.5557 137.8486 0.8087
31.5000 0.0200 0.6000 137.8486 4777.2948 4777.8948 137.8469 0.8047
32.0000 0.0200 0.6000 137.8469 4753.7536 4754.3536 137.8451 0.8007
32.5000 0.0100 0.4500 137.8451 4730.3312 4730.7812 137.8434 0.7968
33.0000 0.0100 0.3000 137.8434 4706.8780 4707.1780 137.8417 0.7928
33.5000 0.0100 0.3000 137.8417 4683.3940 4683.6940 137.8400 0.7888
34.0000 0.0100 0.3000137.8400 4660.0287 4660,3287 137.8383 0.7849
34.5000 0.0000 0.1500 137.8383 4636,7814 4636.9314 137.8366 0.7810
1rpNr b q„"
N CA Rol
�4Essioy.,� ;
T4580
Gas ..�
r4rr nr11r`•.
3%�I oa

Storage Indication Method
Ralph Strickland Property
100 Year Storm Routing
Given Input Data:
File ........... G:\CAD\DWG\P\2288 R Strickland\hd\I00yr.hdc.sim
Description .... 100 Year Stoma Routing
Time increment . 0.5000 min
Input Files:
Pre-Dev Hydrograph curve..
Post-Dev Hydrograph curve. G:\CAD\DWG\P\2288 R Strickland\hd\I00yr.hdc
Stage -Storage curve....... G:\CAD\DWG\P\2288 R Strickland\hd\permpool.ssc
Stage -Discharge curve ..... G:\CAD\DWG\P\2288 R Strickland\hd\8 inchoutlet.sde
Output Data
Routed Peak Flow .........
1.1674 cfs
Routed Peak Time .........
16.5 min
Post -Developed Peak Flow.
19.1000 cfs
Post -Developed Peak Time.
5.0000 min
Support Calculations:
Time Inflow (11+12)/2 HI SI-(01/2)T 52+(O2/2)T H2 Outflow
min cfs ft3 11 113 ft3 It cfs
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000137.5000 0.0000
0.5000 0.4700 7.0500137.5000 0.0000 7.0500137.5005 0.0012
1.0000 1.8200 34.3500137.5005 7.0144 41.3644137,5030 0.0070
1.5000 3.9400 86.4000137.5030 41.1554 127,5554137.5093 0.0215
2.0000 6.6000 158.1000137.5093 126.9109 285.0109137.5207 0.0480
2.5000 9.5500 242.2500137.5207 283.5708 525.8208137.5382 0.0886
3.0000 12.5000 330.7500137.5382 523.1640 853.9140137.5620 0.1438
3.5000 15.1600 414.9000137.5620 849.5994 1264.4994137.5918 0.2130
4.0000 17.2800 486.6000137.5918 1258.1103 1744.7103137.6267 0.2939
4.5000 18.6300 538,6500 137.6267 1735.8948 2274.5448 137.6651 0.3831
5.0000 19.1000 565.9500 137.6651 2263.0522 2829.0022 137.7054 0.4765
5.5000 18.6300 565.9500 137.7054 2814.7080 3380.6580 137.7454 0.5694
6.0000 17.2900 538.8000 137.7454 3363.5766 3902.3766 137.7833 0.6573
6.5000 15.3000 488.8500 137.7833 3882.6590 4371.5090 137.8174 0.7363
7.0000 13.4300 430.9500 137.8174 4349.4211 4780.3711 137.8470 0.8051
7.5000 11.7900 378.3000 137.8470 4756.2173 5134.5173 137.8727 0.8648
8.0000 10.3600 332.2500 137.8727 5108.5741 5440.8241 137.8950 0.9164
8.5000 9.0900 291.7500 137.8950 5413.3332 5705.0832 137.9142 0.9609
9.0000 7.9800 256.0500 137.9142 5676.2571 5932.3071 137.9307 0.9991
9.5000 7.0100 224.8500 137,9307 5902.3329 6127.1829 137.9448 1.0320
10.0000 6.1600 197.5500 137.9448 6096.2240 6293.7740 137.9569 1.0600
10.5000 5.4100 173.5500 137.9569 6261.9735 6435.5235 137.9672 1.0839
11.0000 4.7500 152.4000 137.9672 6403.0067 6555.4067 137.9759 1.1041
11.5000 4.1700 133.8000 137.9759 6522.2841 6656.0841 1379832 1.1210
12.0000 3.6600 117.4500 137.9832 6622.4529 6739.9029 137.9893 1.1352
12.5000 3.2100 103.0500 137.9893 6705.8482 6808.8982 137.9943 1.1468
13.0000 2.8200 90.4500 137.9943 6774.4948 6864.9448 137.9984 1.1562
13.5000 2.4800 79.5000 137.9984 6830.2583 6909.7583 138,0014 1.1613
14.0000 2.1800 69.9000 138.0014 6874.9179 6944.8179 138.0036 1.1635
-14,5000 1.9100 61.3500 138.0036 6909.9144 6971.2644 138.0053 1.1650
15.0000 1.6800 53.8500 138.0053 6936.3132 6990.1632 138.0064 1.1662
15.5000 1.4700 47.2500 138.0064 6955.1779 7002.4279 138.0072 1.1669
16,0000 1.2900 41.4000 138.0072 6967.4205 7008.8205 138.0076 1.1673
16.5000 1.1400 36.4500 138.0076 6973.8015 7010.2515 138.0077 1.1674
tTyt`a`yy r ^u^nnr�s•
,1 f1 LA�O�/arar
Ar..•. a.A � �
�FESS
r......0 �� i

17.0000 1.0000 32.1000 138.0077 6975.2300 7007.3300 138.0075 1.1672
17.5000 0.8800 28,2000 138.0075 6972.3137 7000.5137 138.0071 1.1668
18.0000 0.7700 24.7500 138.0071 6965.5097 6990.2597 138.0064 1.1662
18.5000 0.6800 21.7500138.0064 6955.2743 6977.0243 138.0056 1.1654
19.0000 0.5900 19.0500 138.0056 6942.0627 6961.1127 138.0046 1.1644
19,5000 0.5200 16.6500 138.0046 6926.1797 6942.8297 138.0035 1.1633
20.0000 0.4600 14.7000 138.0035 6907.9298 6922.6298 138.0022 1.1621
20.5000 0.4000 12.9000 138.0022 6887.7663 6900.6663 138.0008 1.1608
21.0000 0.3500 11.2500 138.0008 6865.8423 6877.0923 137.9993 1.1583
21.5000 0.3100 9.9000 137.9993 6842.3444 6852.2444 137.9974 1.1541
22.0000 0.2700 8.7000 137.9974 6817.6220 6826.3220 137.9956 1.1497
22.5000 0.2400 7.6500 137.9956 6791.8307 6799.4807 137.9936 1.1452
23.0000 0.2100 6.7500 137.9936 6765.1249 6771.8749 137.9916 1.1405
23.5000 0.1800 5.8500 137.9916 6737.6586 6743.5086 137.9896 1.1358
24.0000 0.1600 5.1000 137.9896 6709.4356 6714.5356 137.9875 1.1309
24.5000 0.1400 4.5000 137.9875 6680.6091 6685.1091 137.9853 1.1259
25.0000 0.1200 3.9000 137.9853 6651.3312 6655.2312 137.9831 1.1209
25,5000 0.1100 3.4500137.9831 6621.6043 6625,0543 137.9810 1.1158
26,0000 0.1000 3.1500 137.9810 6591.5798 6594.7298 137.9788 1.1107
26.5000 0.0800 2.7000 137.9788 6561.4086 6564.1086 137.9765 1.1056
27.0000 0.0700 2.2500 137.9765 6530.9421 6533.1921 137.9743 1.1003
27.5000 0.0700 2.1000 137.9743 6500.1818 6502.2818 137.9720 1.0951
28.0000 0.0600 1.9500 137.9720 6469.4277 64713777 137.9698 1.0899
28.5000 0.0500 1.6500 137.9698 6438.6797 6440.3297 137.9675 1.0847
29.0000 0.0400 1.3500 137.9675 6407.7886 6409.1386 137.9653 1.0794
29.5000 0.0400 1.2000 137.9653 6376.7552 6377.9552 137.9630 1.0742
30.0000 0.0300 1.0500 137.9630 6345.7292 6346.7792 137.9608 1.0689
30.5000 .0.0300 0.9000 137.9608 6314.7108 6315.6108 137.9585 1.0637
31.0000 0.0300 0.9000 137.9585 6283.6999 6284.5999 137.9562- 1.0585
31.5000 0.0200 0.7500 137.9562 6252.8457 6253.5957 137.9540 1.0533
32.0000 0.0200 0.6000 137.9540 6221.9981 6222.5981 137.9517 1.0480
32.5000 0.0200 0.6000 137.9517 6191.1572 6191.7572 137.9495 1.0428
33.0000 0.0200 0.6000 137.9495 6160.4720 6161.0720 137.9473 1.0377
33,5000 0.0100 0.4500 137.9473 6129.9420 6130.3920 137.9450 1.0325
34.0000 0.0100 0.3000 137.9450 6099.4169 6099.7169 137.9428 1.0273
34.5000 0.0000 0.1500 137.9428 6068.8968 6069.0468 137.9406 1.0222
VINEEV�
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NCDENR Stormwater BMP Manual
Revised
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent
Pollutant Removal Efficiencv in the Mountain and Piedmont Regions, Adapted from Driso
Percent
Impervious
Cover
3.0
4.0
Permanent Pool Average Depth (ft)
5.0 6.0 7.0
8.0
'•, Y.,
•'4,�
9.0+�+�
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
600 l
2.40
2.03
1.71
1.51
1.29
1.18
1.10
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency
in the Coastal Region,
Adapted
from Driscoll,1986
Percent
Permanent Pool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5'
10%
0.9
0.8
0.7
0.6
0.5
0
0
0
0
0
.20%
1.7
1.3
1.2
1.1
1.0
0.9
0.8
0.7
0.6
0.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
0.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.3-
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100%
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiencv in the Mountain and Piedmont Regions. Adanted from nricrnll 19AA
Percent
Permanent Pool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
10%
0.9
0.8
0.8
0.7
0.6'
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4
20%
1.5
1.3
1.1
1.0
1.0
0.9
0.9
0.9
0.8
0.8
0.8
0.7
0.7
30%
1.9
1.8
1.7
1.5
1.4
1.4
1.3
1.1
1.0
1.0
1.0
0.9
0.9
40%
2.5
2.3
2.0
1.9
1.8
1.7
1.6
1.6
1.5
1.4
1.3
1.2
1.1
50%
3.0
2.8
2.5
2.3
2.0
1.9
1.9
1.8
1.7
1.6
1.6
1.5
1.5
60%
3.5
3.2
2.8
2.7
2.5
2.4
2.2
2.1
1.9
1.9
1.8
1.8
1.7
70%
4.0
3.7
3.3
3.1
2.8
2.7
2.5
2.4
2.2
2.1
2.0
2.0
1.9
80%
4.5
4.1
3.8
3.5
3.3
3.0
2.8
2.7
2.6
2.4
2.3
2.1
2.0
90%
5.0
4.5
4.0
3.8
3.5
3.3
3.0
2.9
2.8
2.7
2.6
2.5
2.4
580
t
a
IENN Oo.'
let,
✓uno
Wet Detention Basin
10-9
July 2007

ap-Cumberland County, North Carolina
ti
Map Unit Legend
Unit Syrrrbol 'y,
N Map Und Name' s'=
in;AO1
,'; Map
i5,,q"`�vAcres „n
AuA
Autryville loamy sand, 0 to 2
13.7
3.4%
percent slopes
CaB
Candor sand, 1 to 8 percent
197.3
48.9%
slopes
GoA
Goldsboro loamy sand, 0 to 2
14.9
3.7%
percent slopes
JT
Johnston loam
122.6
30.4%
LaB
Lakeland sand, 1 to 8 percent
36.8
9.1 %
slopes
NoA
Norfolk loamy sand, 0 to 2
12.2
3.0%
percent slopes
NoB
Norfolk loamy sand, 2 to 6
4.4
1.1 %
percent slopes
Wa8
Wagram loamy sand, 0 to 6
1.9
0.5%
percent slopes
Totals for Area of Interest (AOI)
403.7
100.0%
/o
USDA Natural Resources Web Soil Survey 2.0 1/23/2008
Wdo Conservation Service National Cooperative Soil Survey Page 3 of 3

Soil Map -Cumberland County, North Carolina
MAP LEGEND
Area of Interest (AOI)
,Z
Very Stony Spot
Area of Interest (ACI)
�.
Wet Spot
Soils
Other
_
L.._t
Soil Map Units
Special
Line Features
Special
Point Features;a�'j
Gully
Cr
Blowout
Short Steep Slope
®
Borrow Ptt
fl%
Other
X.
Clay Spot
Political Features
Closed Depression
Municipalities
X
Gravel Pit
.0
Clues
..
Gravelly Spot
O
Urban Areas
®
Landfill
Water Features
Lava Flow
Oceans
Marsh
Streams and Canals
5t
Mine or Quarry
Transportation
Rails
O
Miscellaneous Water
Roads
O
Perennial Water
N
Interstate Highways
v
Rock Outcrop
US Routes
}
Saline Spot;;
r'
3v w
State Highways
Sandy Spot
Local Roads
-a
Severely Eroded Spot
a>t-+,
Other Roads
Q
Sinkhole
�W4
Slide or Slip
,a
Sodic Spot
Spoil Area
Q
Stony Spot
MAP INFORMATION
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: hftp://websoilsurvey.nres.usda.gov
Coordinate System: UTM Zone 17N
This product is generated from the USDA•NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Cumberland County, North Carolina
Survey Area Data: Version 8, Nov 2, 2007
Date(s) aerial images were photographed: 3/1211998; 3/27/1998
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries maybe evident,
v.e
e
I15D_4 Natural Resources
® Conservation Service
Web Soil Survey 2.0
National Cooperative Soil Survey
1/23/2008
Pace 2 of 3

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Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, INC 28311
Phone/Fax [phone]
Email meaker3851®aol.com
February 28, 2008
Mr. Glenn Tew
Jordan-Tew & Associates, P.A.
102 West Broad Street
Dunn, NC 28334
Re: Hydraulic conductivity (Ksat) analysis & water table determination for retention
pond, Ralph Strickland Property, Maxwell Road, Cumberland County, North Carolina
Dear Mr. Tew,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on the aforementioned property. The purpose of the investigation was to
determine soil water table depths. In addition, Ksat was to be provided at varying depths
for use with retention pond design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity."
Soils at this site are most similar to the Candor soil series (see attached boring log). A
boring was advanced to 8 feet. Soil wetness (colors of chroma 2 or less) was encountered
at 86 inches (although there was no free water noted).
Six compact constant head permeameter (CCHP) tests were conducted at depths ranging
from 1 to 4 feet. The two Ksat measurements in the A/E horizon averaged 51.28 cm/hr.
The two Ksat measurements in the Bt horizon averaged 43.96 cm/hr. The two Ksat
measurements in the C horizon averaged 51.28 cm/hr.
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

The attached map shows locations of sample points as well as Ksat locations. The
attached chart provides a list or measured rates at the pond location.
I trust this is the information you require at this time.
Sincerely,
Af` Gti --
Mike Eaker
President
Sao sort
G,rp,El D,
IPA ' . +�, t

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email meaker3851 @aol.com
Ksat
Ksat
Location
Depth in
cm/hr (an)
in/hr
1 & 2
12
51.28
20.19
1 & 2
26
43.96
17.31
1 & 2
49
51.28
20.19
Locations 1 & 2 are denoted on attached map as Ksat 1 & Ksat 2. These
positions were located using GPS.
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email meaker3851 @aol.com
Typical Profile Description for Ralph Strickland Property (Retention Pond Area)
This map unit consists of somewhat excessively drained soils that formed in sandy and
loamy sediments on uplands. Slopes range from 1 to 2 percent.
Ap - 0 to 8 inches; dark grayish brown (I OYR 4/2) sand; weak fine granular structure;
very friable; abrupt smooth boundary.
E - 8 to 17 inches; yellowish brown (I OYR 5/4) sand; weak fine granular structure; very
friable; abrupt wavy boundary.
Bt - 17 to 43 inches; yellowish brown (10YR 5/6) loamy sand; weak fine subangular
blocky structure parting to weak fine granular structure; very friable, gradual wavy
boundary.
E' - 43 to 78 inches; brownish yellow (1 OYR 6/6) sand; single grained; loose; some
pockets of clean sand in lower 1.5 feet; gradual smooth boundary.
B't - 78 to 96+ inches; strong brown (7.5YR 5/6) sandy clay loam; moderate medium
subangular blocky structure; friable; many medium coarse distinct light gray (I OYR 7/1)
and yellowish red (5YR 5/8) mottles noted beginning at 86 inches.
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGEIMOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

C.
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

MAR 26,2008 11:01 9104846279 Page 1
Strickland's Inc
2354 Cedar Creek Rd.
Fayetteville, NC 28312
910-484-5972
910-484-6279 fax
2/26/08
FAX COVER SHEET
5-Pages Counting Cover
To: Glenn
From: Jo'Leita Evans
Subject: Articles of Incorporation

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NORTH CAROLINA
Department of The Secretary of State
To all whom these presents shall come, Greetings:
I, ELAINF F. MARSI-IALL, Secretary of State of the State of North Carolina, do
hereby certify the following and hereto attached to be a true copy of
ARTICLES OF INCORPORATION
OF
STRICKI,AND'S, INC.
the original of which was tiled in this office on the 16th day of December, 2001
1N WITNESS WHEREOF, I have hereunto
set my hand and affixed my official seal at the
City of Raleigh, this 16th day of December, 2002
Seeretary of State
❑o ument Id; 223509020

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22 350 9020
ARTICLES OF INCORPORATTON
OF
STRICKLAND'S, INC.
sdsm: l56145
Date Filed: 12/16/1002 9:56:INI AM
Elaine F. Marshall
North Carolina Secretary of Stale
The Undersigned hereby submit these Articles of Tne:orporation
for the purpose of forming a business corporation under the laws of
the State of North Carolina;
1. The name of the corporation is STRICKLAND'S, INC.
2. The Corporation is authorized to issue 1,000,000 Shares of
common stock with no par value.
3. The address of the initial registered office of the
Corporation in the State of North Caroli.na, County of Cumberland,
.is 2354 Cedar Creek Road, Fayetteville, North Carolina 2830.1, and
the name of its initial registered agent at such address is Jo'
Leita Evans.
4. The name and address of the Incorporator is:
Name
Cyrus J. Fairrloth
Address
114 Lisbon Street
Clinton, NC 28328
5. The number of Directors Constituting the initial Board of
Directors shall be Five (5); and the names and addresses of the
persons who are to serve as Directors until the first meeting of
Shareholders, or until their successors be elected and qualified
are:
Name
L. Ralph Strickland
Jo' Leita Evans
Rachel L. St.inson
Elnita S, Horne
Donald F.Strickland
Address
2354 Cedar Creek Road
Fayetteville, NC 28301
2354 Cedar Creek Road
Fayetteville, NC 28301
2354 Cedar Creek Road
Fayetteville, NC 28301
2354 Cedar Creek Road
Fayetteville, NC 28301
2354 Cedar Creek Road
Fayetteville, NC 28301
6. To the fullest extent permitted by the North Carolina

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6. To the fullest extent permitted by the North Carolina
Business Corporation Act as it exists or may hereafter he amended,
no person who is serving or who has served as a Director of the
corporation shall, be personally liable to the corporation or any of
its Shareholders for monetary damages for breach of duty as a
Director. No amendment or repeal of this article, nor the adoption
of any provision to these Articles of Incorporation inconsistent:
with this article, shall eliminate or reduce the protection granted
herein with respect to any matter that occurred prior to such
amendment, repeal, or adoption.
7. The provisions of the North Carolina Business Corporation
Act. entitled "The North Carolina Shareholder Protection Act" and
"The North Carolina Control Share Acquisition Act" shall not he.
applicable to this corporation.
B. All. Shareholders of the corporation are entitled to
cumulate their votes for Directors. No amendment shall be made to
this article when the number of shares voting against the proposal
to amend would be sufficiont to elect a Director by cumulative
voting and such shares are entitled to be. voted cumulatively for
the election of Directors.
9. These articles will become effective upon their filing in
the Office of the Secretary of State for the State of North
Carolina.
This the 12th day of December, 2002.
CY S J. F IR 0T�PORATOR

MAR 26,2008 11:01 9104846279 Page 5
CONSENT OF DIRECTORS
OF
STRICKLAND'S, INC.
TO
ACTION WITHOUT MEETING
we, l.he Undersigned, being all the Directors of STRICKLAND'S,
INC., do hereby adopt the following resolutions by signing our
wriL.ten consent. thereto:
w x x w w w w w*+
ADOPTION OF HYIAWS
RESOLVED, that the Bylaws thathave been inserted into the
minute book of the Corporation :immediately preceding this Consent
he, and they hereby are adopted as the Bylaws of the Corporation.
#** w w w w x x x
APPOINTMENT OF OFFICERS
RESOLVED, that the following persons be, and they hereby are.,
appointed as Officers of the Corporation to serve as such until
their succesFor, shall. have been duly appointed and qualified.
NAME.
J.. Ralph Strickland
Shelby F. St.r'.ickland
Jo'Le',iLa Evans
OF FiCE
-PRESIDENT'
VICE-PRESIDENT
SECRETARY -TREASURER
* * * * * * * w * *
ISSUANCE OF SHARES FOR CASH
REyOLVf;D, that the shares of the Corporation be, and they
hereby are, issued for a valuable consideration heretofore provided
by the individuals hereinafter named at a no par value per share as
follows:
SHAREHOLDER
L. RALPH STR]C.KLAND
TOTAL SHARES ISSUED
NUMBER OF SHARES
11W
100000
RESOLVED further that Lhe Corporation having received the full
consideration from each of the persons named above, the proper
officers of the Corporation are hereby authorized, empowered and
directed to execute and deliver to each of them a certificate of
the Corporation for the shares so purchased, and the shares