SW6110603_HISTORICAL FILE_20110802

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 4el 3 0Z/D�D�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
�i HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE�lQ
YYYYMMDD

SIC® NR
North Carolina Department of Environment and Natural Resources rQild'
Division of Water Quality.
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
August 2, 2011
Mr. Jeffrey L. Irvin
Concord Properties of the Carolinas, LLC
1338 Harding Place, Suite 100
Charlotte, NC 28204
Subject: Stormwater Permit No. SW6110603
Verizon — Skibo Road
High Density Commercial Bio-Retention Project
Cumberland County
Dear Mr. Irvin:
The Stormwater Permitting Unit received a complete Stormwater Management Permit Application for
Verizon — Skibo Road on July 15, 2011 after additional information was requested on July 5, 2011. Staff
review of the plans and specifications has determined that the project, as proposed, wi!I comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000.and.Session Law 2006-246. We are
forwarding Permit No. SW6110603; dated August 2, 2011, for the construction, operation and
maintenance of the subject project and the stormwater BMPs.
This permit shall be effective from the date of issuance until August 1, 2021, and shall be subject to the
conditions and limitations as specified therein. Piease pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for inspection and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this permit.
This request must be in the form of a written petition, conforming to Chapter 150B of the North Carolina
General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC
27611-7447. Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the Asheville Regional Office. If you have any questions, or need
additional information concerning this matter, please contact Brian Lowther at [phone]; or
[e-mail].
Sincerely,
for Coleen H. Sullins
cc: Fayetteville Regional Office,
SW6110603 File
Charles Garcia, Freeland & Kauffman, Inc.
Wetlands and Stormwater Branch One
1617 Mail Service Center, Raleigh, North Carolina 2769u-1617 NorthCarojina
Location: 9-8 N. Salisbury St. Raleigh, North Carolina 21604 �1'n F'ANa"�
Phone: 919�07-63001 FAX [phone] Customer Service: 1 877-623-6748 �/ yMC6�Fd
Internet: v=v.ncwaterqualitj.org
An Equal Opportunity 1 Af nnafive Action Employer

State Stormwater Permit
Permit No. SW6110603
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Concord Properties of the Carolinas, LLC
Verizon — Skibo Road
1956 Skibo Road, Fayetteville, Cumberland County
FOR THE
construction, operation, and maintenance of a bioretention cell in compliance with the
provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to as
the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 1, 2021, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 2 of this permit. The stormwater
control has been designed to handle the runoff from 13,939 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area as indicated in Section
1.7 of this permit, and per the application documents and as shown on the
approved plans. The total built -upon area for the development is limited to
35,719 square feet.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 1 of 6

State Stormwater Permit ,
Permit No. SW6110603
The following design criteria have been provided in the bioretention cell and must
be maintained at design condition:
a.
a
C.
d.
e.
f.
h.
u
Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
Total Impervioug Surfaces, ft2:
Onsite, ft :
Offsite, ft2:
Design Storm, inches:
Max. Ponded Depth, feet:
Seasonal High Water Table, fmsl:
Planting Media Depth, feet:
Cell Dimensions, feet:
Bottom Elevation, fTI:
Top Surface Area, ft
Permitted Storage Volume, ft3:
Bypass / Storage Elevation, fmsl:
Total number of plants provided:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
11. SCHEDULE OF COMPLIANCE
0.42
18,295
0
13,939
13,939
0
1.0
9"
218'
2'
115 by 18
220
1996
1:291.0
223.75
Grassed cell - Sod
Beaver Creek Pond / Cape Fear
18-31-24-5
..C..
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans.
f. Debris removal and unclogging of all drainage structures, level spreader,
filter media, planting media, underdrains, catch basins and piping.
g. Access to the cell and outlet structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data. .
Page 2 of 6

State Stormwater Permit
Permit No. SW6110603
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on
its merits and may or may not be approved.
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
Failure to abide by the conditions and limitations contained in this permit may
Page 3 of 6

State Stormwater Permit
Permit No. SW6110603
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this 2"d day of August 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 6

State Stormwater Permit
Permit No. SW6110603
Verizon — Skibo Road
Stormwater Permit No. SW6110603
Cumberland County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project Name)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 5 of 6

State Stormwater Permit
Permit No. SW6110603
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area. ,
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation, per the vegetation plan.
9. Vegetated slopes are no steeper than 3:1.
_10. The inlets are iocated per the approved pians and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Fayetteville Regional Office
Cumberland County Building Inspections
Page 6 of 6

FREELAND and KAUFFMAN, INC.
Engineers - Landscape Architects
July 11, 2011
NCDENR — Stormwater Permitting Unit
Attn.: Brian Lowther
512 N. Salisbury St.
9" Floor
Raleigh, NC 27604
Subject: Verizon — Skibo Road
1956 Skibo Road
Attached is the revised stormwater management permit application submittal package for the
above project. The following is the narrative for the project.
The site is currently an approximate +/-1.16 acre property located in CIP (shopping center district)
zoning and is located at 1956 Skibo Road. Currently the site is developed as a U-haul rental
facility and drains (1.16 AC) to the front of the site into an inlet connected to the DOT storm
drain system located in Skibo Road. The property will be developed to contain an approximately
+/-6,000 sf building. Construction will include the building area and accompanying parking and
landscape areas.
A bio-retention pond is proposed to the rear of the property for post development water quality
and the storm drain pipe is sized to provide underground detention for post development peak
run-off attenuation. Run-off from the adjacent parcels that currently Flow across the site will be
routed around the site in a ditch and connected to the storm drain system downstream of the
outlet control weir. The pond will be designed to attenuate at a minimum the I-yr and 10-yr storm
events. Flow from the pond will be controlled by an outlet control weir located at the front of the
site. Water quality will be achieved for the additional impervious area proposed by using a Bio-
retention pond for the rear 0.42 AC to remove 85% TSS.
The following is a summary of pre and post development peak discharge rates.
Storm Event
Pre -Development
Post -Development
1-yr
2.43 cfs
2.06 cfs
2-yr
3.35 cfs
2.90 cfs
10-yr
6.13 cfs
4.85 cfs
25-yr
7.92 cfs
7.20 cfs
100-yr
10.91 cfs
10.57 cfs
209 West Stone Avenue -Greenville, South Carolina 29609•Telephone [phone]•Fax [phone]

ri.
The following are responses to your e-mailed initial review.
1. Items have been added as requested. Easements and cell dimensions added to sheet C-5
and P-Index to sheet C-10.
2. Drainage area maps are included in Appendix A (Maps) of the calculations.
3. The previous soils report did not include the Seasonal High Water Table Elevation.
Attached is the report indicating the SHWT elevation as six feet below existing grade
which would put it at an elevation of 218.
4. The gravel/grass pretreatment is indicated on sheet C-5 and detailed on sheet C-10.
5. Sodding is indicated on sheet C-6 and specifications are included on sheet C-10.
6. Underdrain calculations have been added to the attached report.
If there are any questions, please contact me at any time. Thank you.
Very Truly Yours,
Freeland & Kauffman, Inc.
Charles Garcia (864-672-3430)
209 West Stone Avenue -Greenville, South Carolina 29609•Telephone [phone]•Fax [phone]

75 Old Airport Road Concord, NC 28025 . Phone [phone]
304 Breckenridge Court, Lexington, NC 27292 . Phone [phone]
I'ax 704-788-2253
June 30, 2011
Job 4CEC-178-S I
Concord Properties, Inc.
Attention: Jeff Irvin
1338 Harding Place, Suite 100
Charlotte, NC 28204
Re: ldentifacation of the Seasonally High Water Table.ior a Proposer! Bio-Retention Cell, Fayetteville,
NC.
SCOPE OF WORK
The scope of work was to identify the Seasonally High Water Table (SHWT) for a proposed Storm Water
BMP/Bio-Retention Cell for a commercial building in Cumberland County. The subject property is
located at 1956 Skibo Road in Fayetteville, NC.
Carolina Environmental Consultants (CEC) visited the site on June 29, 2011. CEC performed a soil
boring within the proposed BMP location. The soil boring was taken utilizing a soil hand auger down to a
depth of over 13 feet.
FINDINGS
CEC performed one deep soil boring down to depth of 161 inches. The soil identified onsite is similar to
the Norfolk Soil Series. Noted during the evaluation were textures of clay, sandy clay loam, clay loam,
sandy loam and sand. The depth to the SHWT was noted to be at 72 inches. The SHWT was determined
by using a Munsell Color Chart to identify clay with reducing characteristics. Clay percentage increases
downward throughout the soil profile, with the 87-1 18 inch horizon having the most dramatic increase.
Potentially high Kaolonitic (1:1) clays, and/or mixed mineralogy (2:1) clays where present within this
horizon. The aforementioned horizon represents a hydraulically restrictive layer, and may he causing
episaturation or a "perched water table". Evidence of water table was also identified below the clay laver
where sandy loam and sandy textures dominate.
CEC is glad to be of service in this matter. Please feel free to contact us with questions or comments
Best Regards,
�a'0--deu- �tr�
Brandon 17ulton, LSS. PSC. PWS
Attachment: Soil Boring Description

Concord Office
75 Old Airport Road
Concord. NC 28025
Phone - 704-202-7877
Fax-704-788--1253
Lelin-Ion Office
304 Rreckenritlge Court
Lexington, NC 27292
Phone - 336-596-7585
SOIL BORING DESCRIPTION FOR ID OF SHWT
BORING 41
HORIZON DEPTH/INCHES
Fill
0-7
Btl
7-45
Bt2
45-72
BC
72-87
CI 87-118
C2 118-161+
MUNSELL COLOR TEXTURE STRUCTURE
NA
NA
MASS/SLESS
5YR 4/6
SCL/CL
MFSBK
7.5YR 4/6
CL
MFSBK
7.5YR 4/6
SCL
WKFSBK/ABK
(1 OYR 6/2)
I OYR 6/2
7.5YR 4/8
2.5YR 4/8
1 OYR 6/6
(7.5YR 6/1)
SCL/C WKFABK/SLESS
S L(S
w/clay
pockets
MASS/SLESS
NOTE: Identification of the Seasonally High Water Table (SH WT) via low chroma
colors rr depth of 72 inches. Clay increase from 72 inches with a dramatic clay increase
at 87 inches. Aforementioned 87-118 horizon contains potential mixed (2:1)
mineralology clay, or high kaolinitic (1:1) clay interface. Mottling potentially
representing episaturation, or "perched" water table.

SOIL DESCRIPTION KEY
COLOR:
ABSENCE OF O DEFINES SOIL MATRIX COLOR
( )-INDICATES MOTTLE COLOR
TEXTURE:
L-LOAM
SL-SANDY LOAM
CL-CLAY LOAM
SCL-SANDY CLAY LOAM
C-CLAY
STRUCTURE:
WKFGR-WEAK FINE GRANULAR
WKFSBK-WEAK FINE SUBANGULER BLOCKY
WKFABK-WEAK FINE ANGULAR BLOCKY
MFSBK-MODERATE FINE SUBANGULAR BLOCKY
NIMSBK-MODERA"fE MEDIUM SUBANGULAR BLOCKY
SLESS-STUCTURELESS
MASS -MASSIVE.

Page 1 of 2
Jeff Edney
From: Lowther, Brian [[e-mail]]
Sent: Tuesday, July 05. 2011 2:55 PM
To: Jeff Edney
Subject: RE: Verizon - Skibo Road
Jeff,
As you requested on the phone, I did an initial review of the project. Some of the items were listed as
TBP on the application so you probably are already aware of them. My additional information request is
below.
Brian
The Division of Water Quality Central Office received a Stormwaler Management Permit Application for the subject
project on June 28, 2011. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Please make sure to include all items from the Required Items Checklist included with the supplement form.
Notable items that need to be included are the boundaries of drainage easements, maintenance access, cell
dimensions, and the P-Index. Many of these items are labeled as TBP and therefore assumed to be submitted
still but please make sure to include all items upon resubmittal.
2. Please make sure to include a drainage area map that clearly shows the delineated drainage basins.
3. Please provide a soils report that includes the SHWT.
4. The supplement form indicates gravel and grass pretreatment was used. However, this is not shown on the
plans. Please show pretreatment on the plans.
5. A detailed planting plan is not necessary but please include a note of the type of sod and where it will be located.
6. Please include supporting calculations for the underdrains.
The requested information should be received by this Office prior to July 19, 2011, or the application will be returned
as incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please send your request, including date by which you expect to
submit the required information, to my attention. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
Please reference the State assigned project number on all correspondence. New original documents must be
provided and copies are not acceptable. If you have any questions concerning this matter feel free to contact me at
[phone] or brian Iowther(a)ncdenr.aov.
Brian C. Lowther
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
512 N. Salisbury St, Raleigh, NC 27604
Phone: [phone]
Email: brian lowtheranedenr.aov
Website: http•//portal ncdenr orb/web/wq/ws/su
E-mail correspondence to and from this address may be subject to the North Carolina
Public Records Law and may be disclosed to third parties.
From: Jeff Edney [mailto:[e-mail]
Sent: Thursday, June 30, 2011 10:53 AM
To: Lowther, Brian
Subject: RE: Verizon - Skibo Road

® First Submittal ❑ Re -submittal
Development/Project Name:,[
Receiving stream name %jAA
River Basin: CA-n t
Application Completeness Review
Date Received: (r Z9 /r Date Reviewed: z9 // By Bill Diuguid_�—
iYn.l _ _GP ': O ndw
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek*.'Siz;Mile Creek Water Sheds):
Latitude and Longitude: 3S o 8 S/ A( -70 5 9 V7 yJ Jurisdiction H y GTzV/ c zt
Project Address: 195Y Sk'/,o J12001W r"".00eew'Un rounl7y
Engineer name and firm: CAAA14s Gs.e ree FRac/ram/ d-,k_gQ- '.,,e„_Lrc.
Is the project confirmed to be in the State MSI Storm —water Permit jurisdiction? IR"Fes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets Pl igh Density, ❑ Other
p(�j} ❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
LIA '71
Check for $505.00 included
q,,�Original signature (not photocopy) on application
Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ or subdivided projects, a signed and notarized deed restriction statement
Sealed, signed & dated calculations
go ❑ Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
A(O ❑
Bioretention
❑
Dry Detention Basin
❑
Filter Strip
❑
Grass Swale
❑
Infiltration Basin
❑
Infiltration Trench
❑
Level Spreader
❑
Permeable Pavement
❑
Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
:�a '/Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
Narrative Description of stormwater management provided
❑ Soils report provided TO 6e: f teo yi'AF-n i e) A WaEk
❑ Wetlands delineated or a note on the plans or: in the.accompanying documents that none exist on site and/or
adjacent property
Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
❑dimensions & slopes provided
Ci'/Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
X BMP operation and maintenance agreements provided
❑ Application complete p'Application Incomplete Returned: (Date)
Comments
May 5, 2011 Revision, Bill Diuguid

FREELAND and KAUFFMAN, INC.
Engineers - Landscape Architects
June 27, 2011
NCDENR — Stormwater Permitting Unit
512 N. Salisbury St.
9" Floor
Raleigh, NC 27604
Subject: Verizon — Skibo Road
1956 Skibo Road
Attached is the stormwater management permit application submittal package for the above
project. The following is the narrative for the project.
The site is currently an approximate +/-1.16 acre property located in C1P (shopping center district)
zoning and is located at 1956 Skibo Road. Currently the site is developed as a U-haul rental
facility and drains (1.16 AC) to the front of the site into an inlet connected to the DOT storm
drain system located in Skibo Road. The property Will be developed to contain an approximately
+/-6,000 sf building. Construction will include the building area and accompanying parking and
landscape areas.
A bio-retention pond is proposed to the rear of the property for post development water quality
and the storm drain pipe is sized to provide underground detention for post development peak
run-off attenuation. Run-off from the adjacent parcels that currently flow across the site will be
routed around the site in a ditch and connected to the storm drain system downstream of the
outlet control weir. The pond will be designed to attenuate at a minimum the 1-yr and 10-yr storm
events. Flow from the pond will be controlled by an outlet control weir located at the front of the
site. Water quality will be achieved for the additional impervious area proposed by using a Bio-
retention pond for the rear 0.42 AC to remove 85% TSS.
The following is a summary of pre and post development peak discharge rates. i ,
Storm Event
Pre -Development
Post -Development
1-yr
2.43 cfs
1.97 cfs
2-yr
3.35 cfs
2.62 cfs
10-yr
6.13 cfs
4.89 cfs
25-yr
7.92 cfs
7.46 cfs
100-yr
10.91 cfs
10.95 cfs
a
209 West Stone Avenue -Greenville, South Carolina 29609•Telephone [phone]•Fax [phone]

If there are any questions, please contact me at any time. Thank you.
Very Truly Yours,
Freeland & Kauffman, Inc.
Charles Garcia (864-672-3430)
209 West Stone Avenue -Greenville, South Carolina 29609•Telephone [phone]•Fax [phone]

GEOTECHNICAL ENGINEERING REPORT
PROPOSED VERIZON STORE
AT 1956 SKIBO ROAD
FAYETTEVILLE, NORTH CAROLINA
S&ME Project No. 1031-11-118
Prepared for:
Concord Properties, Inc.
1338 Harding Place, Suite 100
Charlotte, North Carolina 28204
Prepared By:
*S&ME
409 Chicago Drive #116
Fayetteville, North Carolina 28306
S&ME Inc. NC PE Firm License No. F-0176
June 17, 2011

June 17.2011
Concord Propef,-60, Inc.
1338 Harding Place, Suite 100
Charlotte, North Carolina 282,04
Attention: Mr. Jeffery L. Irvin
Reference: Geotechnical Engineering Report
Proposed Vcrizon.Store at 1956 Skibo Road
Fay cttcville, North Carolina
S&N•TF. ProjeclNo: 1031-11-1 l8
Dear Mr. Irvin:
S&MG, Inc. is Pleased.to submit this gcotechnical engineering report for the proposed
new Veri'ron Store located at i * Skibo Road in Fayetteville, North Carolina. Our
exploration was performed in general accordance with our proposal No: FAY-204-11.
dated May 31, 2011 : The purpose of this exploration was to explore general subsurface
conditions at the site, and evaluaic those conditions with regard to site preparation and
foundation support for the ncw� building. This icoort' Presents a summary of pertinent
project information, results of our field testing, and our geotechnical recommendations
and conclusions. Authorization to Proceed with this report was Provided through your
execuiion orour ` Agreement for Services''Fonn AS-071 whicli was incorporated into
our proposal.
S&Ml , Inc. appreciates this opportunity to be of service to you. Pleasc call if you have
questions concerning this report or any of our services.
Respectfully submitted. Cd
S&NIF, Inc.
SEAL.
`�I/J1 02391,8
rian D. Kcan y, 1' i %„�Stjd.GfNE
Sell iorGCOtechni` IF..ngihey��ra..ltYS1
NC Registr boil No. 2391E
,S&MG Inc. M: PF Firin License No. F-0176
70
John R. I3rownntg, 1'.li.
Senior Fngineer
NA11)11tRP.POR'I'ffi.211 I A1031-11-.118 Vainmt Stm.- 11)%SkiSu RdU031-11.118 V&iz.n_Stoia•_VLi' ftlddc
S&ME, RIC: ! 409,Chic3ao Drive Stlite 118': Eay66ville,,NC 28306. o 9l.0.323 f 091 F91C.324 3499 4.i^vsrneihc.cam

TABLE OF CONTENTS
1. PROJECT DESCRIPTION .................................
2. EXPLORATION PROCEDURES ......................
3. SUBSURFACE CONDITIONS ...........................
3.1 Surface Conditions .........................................
3.2 Fill..................................................................
3.3 Natural Soils ...................................................
3.4 Subsurface Water ...........................................
4. Conclusions and Recommendations ....................
4.1 Earthwork.......................................................
4.1.1 Site Preparation ..................................
4.1.2 Proofrolling of Subgrade Soils ..........
4.1.3 Subgrade Repair after Exposure........
4.1.4 Excavations and Dewatering.............
d I G G;II
4.2 Seismic Design Parameters ..........................................
4.2.1 Site Class.........................................................
4.2.2 Potential Liquefaction ......................................
4.3 Shallow Foundations....................................................
4.4 Slabs on Grade.............................................................
4.5 Materials Testing During Construction .......................
5. Limitation of Report...........................................................
I .............. 1
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Insert: Important information about Your Geotechnical Engineering Report
APPENDIX
Figure No. 1: Boring Location Plan
Figure No. 2: Generalized Subsurface Profile
Legend to Soil Classification and Symbols
Soil Test Boring Logs: B-I through B-6

Geotechnical Engineering Report S&ME Project No. 1031-11-118
Proposed Verizon Store at 1956 Skibo Road June 17, 2011
Favetteville. North Carolina
1. PROJECT DESCRIPTION
We understand that a one-story commercial building is planned at 1956 Skibo Road in
Fayetteville, North Carolina. A site plan dated June 2, 2011, prepared by Freeland and
Kauffman, Inc., shows the proposed location of an approximate 6,000 square feet
building with associated parking and retaining wall on the site. We anticipate that the
building will have load bearing masonry walls and structural steel framing with a
concrete slab -on -grade, and will be supported on shallow foundations. Specific structural
information was not provided to S&ME; however, based on past experience with similar
projects, we expect that maximum wall and column loads will be 2 to 3 kips per linear
foot and 50 kips, respectively. Based upon an Erosion Control/Grading Plan dated June
2, 2011, provided by Freeland and Kauffman, Inc., minor (less than 2 feet) grade changes
at the site are expected in the building pad and parking areas. The final floor elevation of
the proposed building is elevation 225 feet. The height of the proposed retaining wall on
the west side of the site appears to be less than 4 feet.
Based upon our site reconnaissance, the site is currently occupied by a commercial
building and a parking lot and is relatively flat. The existing building is inside the
footprint for the proposed Verizon store thus the current building will be demolished.
Also, because of grade changes in the existing parking lot and new islands and curb and
gutter we assume the existing pavement will not remain.
2. EXPLORATION PROCEDURES
S&ME, Inc. drilled six (6) soil test borings (designated B-I through B-6) to obtain
subsurface information within the proposed building footprint and parking lot areas.
Boring locations were established in the field by representatives of S&ME by measuring
from existing site features, and therefore should be considered approximate. The
approximate boring locations are shown on the Boring Location Plan, Figure I in the
Appendix of this report.
The borings were drilled to depths ranging from 10 to 50 feet below existing site grades.
Borings were performed using wash drilling procedures with a CME 45-C drill rig
mounted on a truck. Samples of subsurface soils were obtained at 2.5-foot intervals above
a depth of 10 feet and at 5-foot intervals below 10 feet using a split spoon sampler.
Standard penetration testing (SPT) was performed in conjunction with split -spoon
sampling in general accordance with ASTM D 1586.
Split -spoon samples obtained from standard penetration testing were transported to our
laboratory and visually classified in general accordance with Unified Soil Classification
System (USCS) guidelines.
A Generalized Subsurface Profile drawing (Figure 2) and Boring Logs presenting
specific subsurface information from the borings are included in the Appendix. The
boring elevations were interpolated from the grading plan provided, not surveyed;

Geotechnical Engineering Report SWE Project No. 1031-11-118
Proposed Verizon Store at 1956 Skibo Road June 17, 2011
Favetteville, North Carolina
therefore, the elevations should be considered approximate. Stratification lines shown on
the Boring Logs and profile are intended to represent approximate depths of changes in
soil types. Natural transitional changes in soil types are often gradual and vary in both
the horizontal and vertical directions.
3. SUBSURFACE CONDITIONS
Details of subsurface conditions encountered in the borings are presented on the Boring
Logs in the Appendix, and represent our interpretation of subsurface conditions
encountered based upon the driller's field logs and our visual examination of split -spoon
samples. General subsurface conditions are discussed in the following paragraphs.
3.1 Surface Conditions
Approximately 1 inch of asphalt with no ABC stone base was encountered at the surface of
boring B-2. About I fool of topsoil was encountered at the surface of boring B-3, near the
existing building. At the surface of borings B-5 and B-6, about 6 inches of ABC stone base
was encountered. Except for the existing building and front parking lot, most of this site
appears to be ABC stone base or soil covered.
3.2 Fill
Fill was encountered in our borings below the asphalt, stone base and topsoil and
extended to depths of approximately 8 to 15 feet. In general, the fill consists of firm to
very stiff sandy and silty clays (classified as CL) and medium dense to dense clayey
sands (classified as SC). Standard penetration test (SPT) "N-value" in the fill ranged
from 5 to 32 blows per foot (bpf). Based on the recovered split -spoon samples, the fill
appears to be generally free of organics or debris. Fill soils having SPT N-values of 5 to
7 blows per foot to depths of 3 to 4 feet at borings B-1, B-2, B-3, B-5 and B-6 indicate
poorly to moderately compacted fill conditions. Typically well compacted fill soils of
similar classification will exhibit SPT N-values of 8 to 10 blows per foot or greater.
Based upon the SPT N-values, the fill soils generally are moderately to well compacted
below the above depths. Fill soils appeared dry to wet.
3.3 Natural Soils
Natural soils were encountered below the fill and extended to boring termination depths.
In general, the natural soils consisted of inter -bedded layers of poorly -graded sands with
silt and clay (classified as SC, SP, SP-SC, and SC-SM) and sandy to silty clay (classified
as CL and CH).
Standard penetration test (SPT) N-values ranged from 13 to 32 blows per foot (bpf) in the
sands and 5 to 22 bpf in the clay, indicating medium dense to dense relative density for
sands and firm to very stiff consistency for the clay layers. A firm plastic clay layer (N
value of 5 bpf) was encountered from about 32 to 37 feet below the existing ground
surface in boring B-3. Natural soils were dry to wet.

Geotechnical Engineering Report S&ME Project No. 1031-11-118
Proposed Verizon Store at 1956 Skibo Road June 17, 2011
Fayetteville, North Carolina
3.4 Subsurface Water
Since mud -rotary drilling procedures were used to advance the boreholes, groundwater
levels could not be measured at the time of drilling. All boring locations, except B-4,
were backfilled and asphalt cold -patched (where required) prior to leaving the site for
safety reasons. A temporary PVC pipe was inserted into the borehole at B-4 and water
was measured at a depth of about I I feet after several days. Additionally, examination of
the split -spoon samples at other borings indicated mainly wet soils below about 10 feet.
It is important to realize that groundwater levels will fluctuate with changes in rainfall,
evaporation rates, near -by construction activity and may occur at higher elevations at
other times of the year. In addition, "perched" water conditions can be present within
sand layers overlying less permeable materials (such as clay), especially after rainfall.
Long term monitoring of water levels requires installation of piezometers (temporary
groundwater monitoring wells) which was beyond the scope of our report.
4. CONCLUSIONS AND RECOMMENDATIONS
4.1 Earthwork
4.1.1 Site Preparation
Site preparation should begin with demolition of the existing building (including
foundations and underground utilities), removal of all existing pavements, vegetation,
topsoil, and other unsuitable surface materials within the proposed construction limits.
Removal of the above materials should occur a minimum distance of 10 feet beyond the
building footprint and 5 feet beyond any pavement limits. Topsoil may be stockpiled on
site and reused in landscaped areas.
After planned demolition, all associated demolition debris, including old foundations and
utilities, must be removed from the proposed construction limits. Any voids created from
the removal of underground foundations or utilities should be backfilled with compacted
structural fill. Experience indicates that backfill associated with existing utilities is often
poorly compacted. Also, cracked or deteriorated pipes can collapse or serve as conduits
for subsurface erosion, either of which can result in excessive settlement and damage to
structures. We recommend that existing utilities located within the proposed building
area be removed and the trenches properly backfilled with suitable compacted structural
fill.
4.1.2 Proofrolling of Subgrade Soils
After removing the existing structure and pavements and after topsoil stripping
operations, and prior to new fill placement and foundation excavation, exposed subgrades
should be proofrolled with a loaded tandem axle truck, observed by the project
Geotechnical Engineer. The proofrolling will help reveal the presence of any unstable or
otherwise unsuitable near -surface materials. Also additional Subgrade evaluation may

Geotechnical Engineering Report SWE Project No. 1031-11-118
Proposed Verizon Store at 1956 Skibo Road June 17, 2011
Fayetteville, North Carolina
include performing shallow hand auger borings and dynamic penetrometer testing,
probing with a small diameter rod and excavation of shallow test pits. At least four
complete passes should be made over all subgrade areas with two passes perpendicular to
the earlier two. Areas that are observed to be unstable in the opinion of the project
geotechnical engineer should be repaired. Because of the sandy clay fill, subgrade repair
will likely involve undercut and replacement with acceptable fill soils. Based on the
lower SPT N-values (5 to 7 blows per foot) in the upper 3 to 4 feet at B-1, B-2, B-3, B-5
and B-6, repair (undercut and replacement) of these subgrade soils should be expected.
Undercut soils should be suitable as replacement structural fill if free of organics and
debris and if moisture contents are at levels to achieve adequate compaction.
Subgrade repair operations should be observed and documented by the Geotechnical
Engineer, or a senior engineering technician working under his direction.
4.1.3 Subgrade Repair after Exposure
On site exposed clayey subgrade soils may deteriorate when exposed to construction
activity and environmental changes such as freezing, erosion, softening from ponded
rainwater, and rutting from construction traffic. We recommend that exposed subgrade
surfaces in the building and pavement areas that have deteriorated be properly repaired
by scarifying and recompacting immediately prior to additional construction. It should
be noted that the level of difficulty and cost of developing a stable subgrade will depend
upon the weather conditions before and during construction as well as the time available
to stabilize the subgrade. If subgrade preparation operations must be performed during
wet weather conditions, undercutting the deteriorated soil and replacing it with
compacted ABC stone, rather than soil fill, may be preferable. Stabilization or repair of
weak subgrade soils in pavement areas might be accomplished with use of geotextile
fabrics, including geo-grids.
We recommend that the grading subcontractor smooth -roll exposed subgrades at the end
of each work day, limit construction traffic to defined areas, and protect exposed
subgrade soils during construction. This is essential for construction during the typically
wetter, cooler months of November through March.
The method of subgrade repair should be determined by the Geotechnical Engineer at the
time of subgrade evaluation. Performing grading activities during a wet period may
increase the amount of stabilization effort required.
4.1.4 Excavations and Dewatering
Difficult to excavate materials were not encountered within the anticipated excavation
depths for this project. Our experience indicates that the on -site soils can likely be
excavated using conventional grading equipment. All excavations should be sloped or
shored in accordance with local, state, and federal regulations, including OSHA (29 CFR
Part 1926) excavation trench safety standards. The contractor is solely responsible for
site safety. This information is provided only as a service, and under no circumstances
should S&ME be assumed to be responsible for construction site safety.

Geotechnical Engineering Report S&ME Project No. 1031-11-118
Proposed Verizon Store at 1956 Skibo Road June 17, 2011
Fayetteville, North Carolina
Based upon examination of the split -spoon samples, soils were mainly dry to moist; and
groundwater appears to exist below a depth of 10 feet. Thus groundwater should not be
encountered in excavation for shallow footings and shallow utilities. However, perched
water conditions could be present, especially after heavy rainfalls and where sandy soils
overly more clayey soils. If perched water is encountered, the contractor should be
prepared to remove such water from excavations.
4.1.5 Structural Fill Placement
Structural fill placed within building and pavement areas should be low plasticity
(plasticity index less than 20) and free of debris and organics. Structural fill should have
a minimum dry density of 100 pounds per cubic foot based on the laboratory standard
Proctor (ASTM D 698) test. We recommend the fill have Unified soil classifications of
SP, SW, SM, SC or CL.
All structural fill should be placed in 8 to 10-inch loose lifts and compacted to at least 95
percent of the standard Proctor maximum dry density (ASTM D 698) except within the
final one foot of finished subgrade where this requirement should be increased to at least
98 percent. Soil moisture should be maintained within two (2) percent of the optimum
moisture content during compaction.
Site preparation including fill placement and compaction should be observed by the
project Geotechnical Engineer or a qualified soils technician. A sufficient number of
density tests should be conducted on each soil lift to evaluate whether adequate
compaction has been achieved prior to additional fill placement or foundation
construction.
4.2 Seismic Design Parameters
4.2.1 Site Class
Site class was determined based on the soil conditions encountered by the borings and in
accordance with the 2009 North Carolina State Building Code. Based on the soil strength
information (Standard Penetration Test (SPT) "N-value") obtained during our subsurface
exploration and our experience in this area of Fayetteville, a `Site Class D' is
recommended for design.
4.2.2 Potential Liquefaction
The liquefaction susceptibility of the on -site soils was evaluated using the 2009 North
Carolina State Building Code design earthquake. Liquefaction is the loss of a soil's shear
strength due to the increase in pore -water pressure resulting from seismic vibrations.
Soils most susceptible to liquefaction generally consist of saturated, loose, "clean" (i.e.,
plasticity indices less than 5), fine (10% size ranging from 0.07 to 0.25 mm) sands. The
results of the liquefaction analysis indicate that the soils at this site have a relatively low
potential for liquefaction due to the design earthquake.

Geotechnical Engineering Report S&ME Project No. 1031-11-118
Proposed Verizon Store at 1956 Skibo Road June 17, 2011
Fayetteville, North Carolina
4.3 Shallow Foundations
Based on the results of the soil test borings performed, the proposed structure can be
adequately supported by shallow foundations bearing on approved existing fill or newly
placed structural fill, provided the earthwork procedures and recommendations outlined
in this report are implemented. An allowable bearing pressure of 2,500 pounds per
square foot (psf) can be used for design of the foundations. Shallow foundations should
be designed to bear at least 18 inches below finished grades for frost protection and
protective embedment. Column footings should be at least 24 inches square and wall
footings should be at least 18 inches wide to prevent a punching shear failure of the
foundation bearing soils.
Based on an allowable soil bearing pressure of 2,500 pounds per square foot, maximum
column loads of 50 kips and wall loads of 2 to 3 kip/foot, our analysis indicates total
foundation settlements will be on the order of I inch or less. We expect differential
settlements will be 1/2 inch or less. This assumes that our recommended site preparation
and repair procedures are implemented and footing soil bearing conditions are evaluated
in the field. These settlement magnitudes are expected to be tolerable; however, this
should be confirmed by the structural engineer.
The Geotechnical Engineer or his representative should evaluate the soil bearing
conditions for all footings prior to placement of reinforcing steel and concrete. This
evaluation should include performing shallow hand auger borings with dynamic cone
penetrometer (DCP) testing to evaluate the suitability of underlying soils for foundation
support. Prepared bearing surfaces for foundations should not be disturbed or left
exposed during inclement weather. If rainwater collects in foundation excavations, it
should be removed promptly. Saturation of the footing subgrade can cause a loss of
strength and increased compressibility. Softened/loosened soils at the foundation surface
bearing should be removed or densified in -place with suitable compaction equipment.
Any excessively loose/soft soils or other unsuitable materials should be repaired prior to
concrete placement.
Foundation soil repairs are typically performed by overexcavating unsuitable soils
neatline and backfilling with washed NCDOT No. 57 stone, or placement of lean
concrete. Because of lower SPT N-values in the upper fill soils within the proposed
building area, it should be anticipated that some overexcavation of foundation soils and
replacement with NCDOT #57 stone or lean concrete will be required. To further reduce
the potential for deterioration of bearing soils, we recommend that foundation excavation
and placement of concrete be conducted on the same day if practical. Also, concrete
should not be placed on frozen subgrades.
4.4 Slabs on Grade
Immediately prior to constructing the slab on grade, we recommend that the areas be
proofrolled to detect any softened, loosened or disturbed areas that may have been
exposed to wet weather or construction traffic. Areas that are found to be disturbed or
0

Geotechnical Engineering Report
Proposed Verizon Store at 1956 Skibo Road
Favetteville, North Carolina
S&ME Project No. 1031-11-118
June 17, 2011
indicate pumping action during the proofrolling should be undercut and replaced with
adequately compacted structural fill. This proofrolling should be observed by a staff
professional or a senior soil technician working under his/her direction. Proofrolling
procedures are discussed in previous sections of this report.
The slab -on -grade should be constructed above approved existing fill, or newly -placed,
well compacted structural fill. A 6-inch-thick layer of compacted ABC stone should be
placed beneath the building floor slab to provide uniform subgrade support and a
construction working surface. If vapor sensitive coverings are to be placed on top of the
slab, a vapor retarder should be placed in accordance with ACI 360R.
The floor slabs should be designed to resist the anticipated dead and live loads. We
recommend that the floor slabs be designed using a modulus of subgrade reaction (k) of
120 pounds per cubic inch (pci). We recommend that joints in the slab be placed in
accordance with ACI guidelines. The floor slab design should include isolation of the
slab from column and wall footings to allow for relative displacement.
4.5 Materials Testing During Construction
Field evaluations and testing will be very important during construction. A soils
technician working under the direction of the project Geotechnical Engineer is
recommended to be present during subgrade preparation, fill placement and foundation
installation. During the fill placement activities, it is recommended that a soils technician
perform field density tests to confirm compaction of fill soils is achieved. We
recommend that foundation evaluations and installation be monitored by the project
Geotechnical Engineer or senior engineering technician working under his direction to
verify that foundations are constructed on acceptable bearing soils prior to concrete
placement.
5. LIMITATION OF REPORT
This report has been prepared in accordance with generally accepted engineering practice for
specific application to this project. Any wetland, environmental, or contaminant assessment
efforts are beyond the scope of this geotechnical exploration; and therefore, those issues are not
addressed in this geotechnical exploration report. The recommendations contained in this report
are based on the applicable standards of our profession at the time this report was prepared. No
other warranty, express or implied, is made.
Analysis and recommendations presented in this report are based upon the data obtained from the
geotechnical exploration and our understanding of the proposed construction. The nature and
extent of variations between and outside of the boring locations may not become evident until
construction. If variations appear evident, then it will be necessary to re-evaluate the
recommendations of this report. In the event that the assumptions presented in this report
regarding site grades, design, structural loads or location of the proposed structure are incorrect,
the recommendations contained in this report should be reviewed and modified and verified in
writing.

Important Information About Your
Geotechnical Engineering Deport
Variations in subsurface conditions can be a principal cause of construction delays, cost overruns and claims.
The following information is provided to assist you in understanding and managing the risk of these variations.
Geotechnical Findings Are Professional
Opinions
Geotechnical engineers cannot specify material
properties as other design engineers do.
Geotechnical material properties have a far broader
range on a given site than any manufactured
construction material, and some geotechnical
material properties may change over time because
of exposure to air and water, or human activity.
Site exploration identifies subsurface conditions at
the time of exploration and only at the points where
subsurface tests are performed or samples
obtained. Geotechnical engineers review field and
laboratory data and then apply their judgment to
render professional opinions about site subsurface
conditions. Their recommendations rely upon these
professional opinions. Variations in the vertical and
lateral extent of subsurface materials may be
encountered during construction that significantly
impact construction schedules, methods and
material volumes. While higher levels of subsurface
exploration can mitigate the risk of encountering
unanticipated subsurface conditions, no level of
subsurface exploration can eliminate this risk.
Scope of Geotechnical Services
Professional geotechnical engineering judgment is
required to develop a geotechnical exploration
scope to obtain information necessary to support
design and construction. A number of unique
project factors are considered in developing the
scope of geotechnical services, such as the
exploration objective; the location, type, size and
weight of the proposed structure; proposed site
grades and improvements; the construction
schedule and sequence; and the site geology.
Geotechnical engineers apply their experience with
construction methods, subsurface conditions and
exploration methods to develop the exploration
scope. The scope of each exploration is unique
based on available project and site information.
Incomplete project information or constraints on the
scope of exploration increases the risk of variations
in subsurface conditions not being identified and
addressed in the geotechnical report.
Services Are Performed for Specific Projects
Because the scope of each geotechnical
exploration is unique, each geotechnical report is
unique. Subsurface conditions are explored and
recommendations are made for a specific project.
Subsurface information and recommendations may
not be adequate for other uses. Changes in a
proposed structure location, foundation loads,
grades, schedule, etc. may require additional
geotechnical exploration, analyses, and
consultation. The geotechnical engineer should be
consulted to determine if additional services are
required in response to changes in proposed
construction, location, loads, grades, schedule, etc.
Geo-Environmental Issues
The equipment, techniques, and personnel used to
perform a geo-environmental study differ
significantly from those used for a geotechnical
exploration. Indications of environmental
contamination may be encountered incidental to
performance of a geotechnical exploration but go
unrecognized. Determination of the presence, type
or extent of environmental contamination is beyond
the scope of a geotechnical exploration.
Geotechnical Recommendations Are Not
Final
Recommendations are developed based on the
geotechnical engineer's understanding of the
proposed construction and professional opinion of
site subsurface conditions. Observations and tests
must be performed during construction to confirm
subsurface conditions exposed by construction
excavations are consistent with those assumed in
development of recommendations. It is advisable to
retain the geotechnical engineer that performed the
exploration and developed the geotechnical
recommendations to conduct tests and
observations during construction. This may reduce
the risk that variations in subsurface conditions will
not be addressed as recommended in the
geotechnical report.
Portion obtained with permission from "Important Information About Your Geotechnical Engineering Report', ASFE, 2004
© S&ME, Inc. 2010

225
220
215
210
205
E
m 200
O
F 195
J
w 190
185
180
175
170
B 1
B-2
B 3
B-4
I
B-5
B-6 —
N
N
N
N
N
N
— 6
5
5
9
6
7
9
9
7
12
16
7
17
Y0
14
/ 32
15
17
F
12
22
i
15
1 17
11
11
BT@10'
BT@10' _
14
12
^
25
20
BT @ 15' .
— 13
19.�.
32
..
BT @ 25'
BT @ 25'.
..
-
,.
17.
6
24
26
32
BT
@
50'
-
I
I
I
APPROXIMATE DISTANCE ALONG PROFILE (feet)
Sandy Clay
Clayey Sand SP/SC.
Poody-graded Sand with Clay ® Asphalt
Topsoil
LL
SP/SM, Poorly -graded Sand with Silt SP,
Poody-graded Sand ® Silty Clay
Gravel
N = Standard Penetration Test resistance value (blows per foot).
The depicted straligraphy is shown for illustrative purposes only.
The actual subsurface conditions will vary between boring locations.
JOB NO: 1031-11-118
Suite
Diagram: Generalized Subsurface Profile
Figure
409 Chicago Drive, 116
Fayetteville, NC 211306
Project: Verizon Store at 1956 Skibo Road
=
Ph: 910-323-1091
2
DATE: 6/17/11
Location: Fayetteville, NC

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log)
CONSISTENCY OF COHESIVE SOILS
STD. PENETRATION
RESISTANCE
CONSISTENCY BLOWS/FOOT
Fill
Very Soft
0 to 2
Soft
3 to 4
Asphalt
Firm
5 to 8
Stiff
9 to 15
Very Stiff
16 to 30
Concrete
Hard
31 to 50
Very Hard
Over 50
Topsoil
RELATIVE DENSITY OF COHESIONLESS SOILS
Gravel
STD. PENETRATION
RESISTANCE
Sand
RELATIVE DENSITY
BLOWS/FOOT
Very Loose
0 to 4
Silt
Loose
5 to 10
Medium Dense
11 to 30
Dense
31 to 50
Clay
Very Dense
Over 50
Organic
Silty Sand
Clayey Sand
Sandy Silt
Clayey Silt
Sandy Clay
Silty Clay
Partially Weathered
Rock
Cored Rock
WATER LEVELS
(Shown in Water Level Column)
SZ = Water Level At Termination of Boring
1 = Water Level Taken After 24 Hours
= Loss of Drilling Water
NQ = Hole Cave
SAMPLER TYPES
(Shown in Samples Column)
Shelby Tube
Split Spoon
m Rock Core
No Recovery
TERMS
Standard The Number of Blows of 140 lb. Hammer Falling
Penetration 30 in. Required to Drive 1.4 in. I.D. Split Spoon
Resistance Sampler 1 Foot. As Specified in ASTM D-1586.
REC - Total Length of Rock Recovered in the Core
Barrel Divided by the Total Length of the Core Run
Times 100%.
Ill Total Length of Sound Rock Segments Recovered
that are Longer Than or Equal to 4" (mechanical
breaks excluded) Divided by the Total Length of
the Core Run Times 100%.
v

PROJECT: Verizon Store at 1956:Skibo Roan .
Fayetteville, NC
BORING LOG B-1
SBME Project No: 1031-11-118
DATE DRILLED: 6110/11
ELEVATION: 223.5ft
NOTES:
_
DRILL RIG: CME 45-C -
BORING DEPTH: 25.0 ft
DRILLER: GRB
WATER LEVEL: Not measured
HAMMER TYPE: Manual
LOGGED BY: B.Keane
SAMPLING METHOD: Split spoon -
NORTHING:
EASTING:
DRILLING METHOD: Wash Boring
BLOW COUNT
Z
O
O S d
Z
IssCORE DATA
STANDARD PENETRATION TEST DATA
w
w U
z o o
(blmslft)
o?
o
MATERIAL DESCRIPTION
w
w
a
p
J
>
y
REMARKS
c0
<
w
Q a s
-
z
10 20 30 6080
SANDY CLAY (CL), firm to stiff, ,
tan and gray,
moist, (FILL)
9
3
3
1
s
2
3
4
5
s
5
218.5
f
CLAYEY SAND (SC), medium dense, red and
tan, moist to wet, (FILL)
3
4
7
10
n
V
5
6
6
4
2
10
213.5
r
SANDY CLAY (CL), stiff, red and brown, wet,
(FILL)
5
4
7
7
14
15
208.5
-j:
SAND (SP-SC), medium dense, tan and gray,
with clay, moist to wet, fine grained, poorly
graded
is
5
7
6
6
13
20
203,5
..^
'I
I
'7
it
9
20
25
198.5
Boring terminated at 25 feet
NV1tS:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORbANCE WITH ASTM D-15e6.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Verizon Store at 1956 Skibo Road
Fayetteville, NC BORING LOG B-2
S&ME Project No. 1031-11-118 - -
DATE DRILLED: 6110111
ELEVATION: 223.0 ft
NOTES:
DRILL RIG: CME 45-C
BORING DEPTH: 25.0 ft
DRILLER: GRB
WATER LEVEL: Not measured
HAMMER TYPE: Manual
LOGGED BY: B.Keane
SAMPLING METHOD: Split soon -
NORTHING:
FASTING:
DRILLING METHOD:
Wash Boring
U
j
z
--w
i
B!OWCOUNT
ICCORE DATA
STANDARD PENETRATION TEST DATA
w
§
olowvn)
d d
a o
MATERIAL DESCRIPTION
v
w w
p
Q
W —
a
/REMARKS
>
t0
¢
w
a. a
;a -
o
z
V)
10 20 30 6080
ASPHALT (approximately 1. inch)'
SANDY CLAY (CL), firm to stiff, It. brown and
1
4
2
3
5
gray, moist, (FILL)
2
4
5
4
9
5
218.0
�
CLAYEY SAND (SC), medium dense, red and
brown, moist, (FILL)
6
10
10
i
3
zo
SANDY CLAY (CL), verystiff, tan, moist
a
7
10
12
22
10
213.0
SANDY CLAY (CL),'stiff, gray, wet
5
3
5
7
2
15
208.0
SAND (SP-SC), medium dense, pink and tan,
some clay, wet, fine grained, poorly graded
6
12
11
8
19
20
.
203,0.
7
7
13
17
;_'
30
25
198.0
Boring terminated at 25 feet
nvles:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
I. BORING SAMPLING AND PENETRATION TEST DA TA IN GENERAL
ACCORDANCE WITH ASTM D4586.
J. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
I. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Verizon Store at 1956 Skibo Road
Fayetteville, NC
BORING LOG B-3
5&ME Project No. 1031-11-118
DATE DRILLED: 610111
'ELEVATION: 223.5 h
NOTES'.
DRILL RIG: CME 45-C
BORING DEPTH: 50.0 ft
DRILLER: GRB
WATER LEVEL: Not measured
HAMMER TYPE: Manual
LOGGED BY: B.Keane
SAMPLING METHOD: Split spoon -
NORTHING:
FASTING:
DRILLING METHOD: Wash Boring-
p
-
j
z
Z F c-
BLOW COUNT
ICORE DATA
STANDARD PENETRATION TEST DATA
w
^
= O
.wi
F- ^
w U
z c�. o
(bbw5lfi)
o m
o
MATERIAL DESCRIPTION
w,
w"
a
p p
REMARKS
>
0
J
-. F-
-
Z
3
w
Q
N lag N
_
10 20 30 6060
-
TOPSOIL
SANDY CLAY (CL), firm, tan and gray, moist,.
1
4
2
3
5
-
(FILL)
_
SANDY CLAY (CL), firm to stiff, brown to red,
moist, (FILL)
2 1
3
3
4
T
5
218.5
3
6
6
8
_
14
i
j
CLAYEY SAND (SC), medium dense, brown,
moist to wet, (FILL)
5
7
8
15
10
j
213.54
j
/-
5
7
14
11
25
5
208.6
SAND (SP-SM), dense, tan and orange, with,
some silt, wet, fine grained, poorly graded
. f.f.
6
12
15
17
32
20
203.5
SANDY CLAY (CL), stiff, tan and gray, wet
.
7
3
4
6
10
25
'
.198.5
SAND (SP), medium dense, gray, wet, fine
grained, poorly graded
B
5
8
9
i
17
30
193.5
SILTY CLAY (CH), firm, brown, moist to wet
9
2
2
3:::::
5
NV/C5:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORbANCE WITH ASTM D-1588.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 2

PROJECT: Verizon Store at 1956'Skibo Road
Fayetteville, NC BORING LOG B-3
S&ME Project No. 1031-11-118
DATE DRILLED: 6110111 ELEVATION: 223.5ft NOTES:
DRILL RIG: CME 45-C BORING DEPTH: 50.0 ft
not, I Co. roo WATCo I C\la l' un. mmaanA
GYi
SAMPLING METHOD: Split soon
I NORTHING:
EASTING:
DRILLING
METHOD:
Wash Borin
p
>
ZO
Z
j
BLOW COUNT
/ DATA
STANDARD PENETRATION TEST DATA
w
_
yCORE
(blowsl8)
a d
a o
MATERIAL DESCRIPTION
< d
w
a
a
_ —
/REMARKS
>
<
o- Q
a
z
U)
N N
10 20 30 6080
SILTY CLAY (CH), firm, brown moist to wet
(continued)
CLAYEY SAND (SC), medium dense, brown,
wet
10
7
9
15
24
40
183,5
..'
SAND (SP-SC), medium dense to dense. blue
and gray, with, trace clay, wet, fine to medium
grained, poorly graded
11
9
IT
13
26
45
.
178.5
19
15
17
,12
32
50
173,5
I
Boring terminated at 50 feet
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
3. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
AccoW62NCE WITH ASTM D-1585.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL /S AT TIME OF EXPLORATION AND WILL VARY.
Page
-

PROJECT: Verizon Store at 1956 Skibo Road
Fayetteville, NC
BORING LOG B-4
SBME Project No. 1031-11-118
DATE DRILLED: 6110111
ELEVATION: 224.0 ft
NOTES:
DRILL RIG: CME 45-C
BORINGDEPTH: 15.0 ft
DRILLER: GRB
WATER LEVEL: 11.2 feet after 24 hours
HAMMER TYPE: Manual
LOGGED BY: B.Keane
SAMPLING METHOD: Split spoon
NORTHING: --FEASTING
DRILLING METHOD: Wash Borin
BLOW COUNT
.
'.
j'
z 5 c-
ICORE DATA
STANDARD PENETRATION TEST DATA
w
Lo
o
MATERIAL DESCRIPTION
w
x- o:
o
w
d
REMARKS
>
z
y
—
10 20 30 6D80
SANDY SILTY CLAY (CL), stiff, brown', moist,
(FILL)
5
4
5
1
s
SILTY CLAY (CL), Stiff, brown, moist, (FILL)
2
5
5
7
2
5
219.0
CLAYEY SAND (SC), dense, red and brown,
�.
moist, (FILL)
12
12
20
/
3
32
/
6
7
10
4
17
10
�.
214.0
t
SANDY CLAY (CL), very stiff, tan, moist to wet
5
7
7
13
2D
5
2090,
Boring terminated at 15 feet
NOTE :
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
1. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND'WILL VARY.
Page 1 of 1

PROJECT: Verizon Store at 1956 Skibo Road
Fayetteville, NC
BORING LOG B-5
SBME Project No. 1031-11-118
DATE DRILLED: 6/10111
ELEVATION: 223.Oft
NOTES:
DRILL RIG: CME 45-C
BORING DEPTH: 10.0 ft
DRILLER: GRB
WATER LEVEL: Not measured
HAMMER TYPE: Manual
LOGGED BY: B.Keane
SAMPLING METHOD: Split soon
NORTHING:
EASTING:
DRILLING METHOD:
Wash Boring
J
-.w
BLOW COUNT
U
j
0
z - ` y
/ CORE DATA
STANDARD PENETRATION TEST DATA
w
~
(blmstf)
o w
o
MATERIAL DESCRIPTION
0
>
/REARKSw
C7
W
J
W
Q ti
- :S -
z
-
3
V! VI tail
10 20 30 6080
GRAVEL
SANDY CLAY (CL), firm to very stiff, brown and
1
4
3
3
5
It. gray, moist, (FILL)
2
4
5
11
6
5
218.0
3
6
6
9
15
.
4 _
4
5
6
11
10
213.0
Boring terminated at 10 feet
NOTES:
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORbANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1

PROJECT: Verizon Store at 1956 Skibo Road
Fayetteville, NC
BORING LOG B-6
SBME Project No. 1031-11-118
DATE DRILLED: 6/10111
'ELEVATION: 222.5 ft
NOTES:
DRILL RIG: CME 45-C
BORING DEPTH: 10.0 ft
DRILLER: GRB
WATER LEVEL: Not measured
HAMMER TYPE: Manual
LOGGED BY: S.Keane
SAMPLING METHOD: Split spoon -
NORTHING: --FEASTING
DRILLING METHOD:
WashBoring
p
J
jZ
p
-- w
Z >
BLOW COUNT
/ CORE DATA
STANDARD PENETRATION TEST DATA
w
a
o
MATERIAL DESCRIPTION
w
Ja t
p
v
o
REMARKS
>
U,
ti
J
w
Q F- 2E
<
-
z
3
N
—
10 zo ao saao
GRAVEL
SANDY SILTY CLAY (CL), firm to very stiff,
.
1
7
3
4
T
gray to brown, moist, (FILL)
2
2
3
4
7
5
217.5
3
4
6
11
_
4
2
3
8
t1
0
212.5
Boring terminated at 10 feet _
NU I CJ:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
a. BORING SAMPLING AND PENETRATION TEST DA TA IN GENERAL
ACCORISANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
ha • i

North Carolina Secretary of State
Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENT OFTFIE
Secretary SECRETARY OFSTATE
PO Box 29622 Raleigh, NC 27626-0622 (919W7-2000
Date: 6/27/2011
Click here to:
View Document Filings I Sign Up for E-Notifications I
J Pre -populated Annual Report Fillable PDF Form I File an Annual Report I
Corporation Names
Name
Name Type
NC CONCORD PROPERTIES
LEGAL
OF THE CAROLINAS, LLC
Limited Liability Company Information
SOSID:
0913159
Status:
Current -Active
Effective Date:
5/11/2007
Dissolution Date:
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
1 /1 /2050
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
IRVIN, JEFFREY L.
Office Address:
1338 HARDING PLACE, SUITE 100
CHARLOTTE NC 28204
Mailing Address:
1338 HARDING PLACE, SUITE 100
CHARLOTTE NC 28204
Principal Office
Office Address:
1338 HARDING PLACE, SUITE 100
CHARLOTTE NC 28204
Mailing Address: 1338 HARDING PLACE, SUITE 100
CHARLOTTE NC 28204
Officers
Title: MANAGER
Name: JEFFREY L. IRVIN
Business Address: 1338 HARDING PLACE, SUITE 100
CHARLOTTE NC 28204
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version: 300
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=8172671 6/27/201 1

oeennnrEr 6. E-Filed Annual RelunT
-1-0-8172671
i - LIMITED LIABILITY COMPANY For year2011
ANNUAL REPORT Do not data enter manually.
NAME OF LIMI'I'I-D LIABILI'IY COMPANY: Concord Properties of the Carolinas, LLC
STATE OF INCORPORATION: NC
SI CRE-I'ARY OF STATIs L.L.C. ID NUMBL'R: 0913159
NATURE OF BUSINESS: Commercial and Residential Real E.viate l3rokeroge Gin»
REGISTERED AGENT: lmn, Jeffr'cy L.
REGISTERED OFFICE MAILING ADDRESS: 1338 Harding Place, Suite 100
Charlotte, rA'C 28204
REGISTERED OFFICE ST'REE I' ADDRESS: 1338 Harding Place, Suite 100
Charlotte, NC 28204 Aleeklenburg County
PRINCIPAL OFFICE TELEPI-ION1'? NUMBER: 704-405-9400
PRINCIPAL OFFICE MAILING ADDRESS:
PRINCIPAI.OFFICE STREE"I' ADDRESS
MANAG I-R S/MEMBER S/ORG AN I ZIiRS:
Name: Jeffrey L. bvin
Title: rbfanager
Address:
1338 Harding Place, Suite 100
Charlotte, NC 28204
1338llarding Place, Suite 100
Charlotte, NC 28204
1338llardimgPlace, Suite 100
Charlotte, NC 28204
CERTIFICATION OF ANNUAL REPORT MUST 13E COMPLETED BY ALI.. LIMITED LIABILITY COMPANIES
Jen'rsy L. hvin
FORM MUST 13E SIGNED BY A \IA,NAGER/NIEhIBFR
Jeffrey L. Imn
TYPE OR PRINT NAME
03/10/2011
DATE
Manager
TYPE'OR PRINTTITLE
ANNUAL RITORT PEE: $200 MAIL T'O: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh. NC 27626-0525

e6/05/2011 13:28 9104269963 S*WHILLS ABSTRACTIN PAGE 03/50
2568
0243'
e99K2568 ru1243
NORTH CARMINk ..
CUMMAND COUNTY
THIS DEED, made and entared into this 1�th day o£ February, 1°76,
• by and between ALPEONZA FANOEL, MARION r"B'SM W MAM(E4, and DOROMN
WaMBL, all of Washington, D. C., Parties of the First Pare, and a_ C.
I(r E9 INVESTMENTS, INC, of Cumberland County, North Carolina, ,Party
of the Second Part:
W I T N E 6 S& T H
A
That said Partite of the First Fart, for and in consideration of
the sum of Seven Hundred £i£ty and No/100 ($750.00) Dollars to them is
hand paid, the receipt of which is hereby acknowledged, have remised
and xeleaved and by base precasts do res+iop, raltasc, and forever quit-
claim unto the Party of the 5eeon9 Dart and its heirs and asoigas all
right, title, claim and interest of the Said Parties of the First Part
in and to a certain tract or Parcel' Of land lying and being in the
Cooaty Of Cumherland and etato of North Cafolien, in Saventy-First
Townahip, and more partietlarly described na
Beginning aY an iron 'stake on the Western aide of Northcaro.
�ralllofathegEo C Bragg9Railroadeepaa,9and said beginniet w"t jerbM the ng
point being the Northeast corner of a ,sect of land daz-
criced in a dead from Gaoxge Manuel and wife, Ezsie Manuel,
to Ervin Mateal and Wife, Sally S. Manuel dated Marab 19,
-1968, and recorded in nook 2092. Page. 27, Cvmborland Connty
Registry, and said beginning point further being South 19
degrees 40 M}nstec East 102.00 rest fi. the beginning
=Or of that tract o€ land deslgnated as Traet,Five in
a commissioners report xecordod in Beek 1114, page 467;.
c mberland,C'ounty Registry, thence for a first call with
1 68, Ervin iadescribedline As
cord'od in Book 2092 s Pain the d
Worth 68 degree. astad �3518
minutes West 350.5 foot to a stake in Smothers Ilea; theaco
North 19 degrees 08 minutes Bast 102 F00 feet to a stake, rhs
NorhwC4t cornox of Tzavt Plva abwe;rofarced to; thenca
.with the Noithern lino of the abeve referred to Tract Five,-
8ogth 70 degrees 20 minutes Fast 351.1 feet to a stake, said
stake being ,9 foot worst from the western sail of the Fort
Bragg Railroad; thence South 19 degrees 40 mi4ut" Weet 113.00
feet to the point and place Of BEGINNING.
Arid being the northern portion of Tract Five as described do
the "Report of Partition by Coarmi.asi'oners", in an action
entitled Frank NcPheraon•vs_ Carrie MCPheraan, et at, re-
corded in Book 1134, page 467. Cumberland County Registry.

06/05/2011 13:28 9104269963 SANDHILLS ABSIRACTIN PAGE 04/50
2568 .. ......:..
N 244;
To hav! and to hold th4 a£ora*aid tract or Parcel: of land and
All privileges thereunto belauging to it the said party of the Second
Part and its hairs and assigns free and discharged from all right,.
title, claim or interest Of the said Patties of the First Part or '
anyone claiming by, through or under them.
IM TTS>TZMONY WAEREOP, said Parties of the First Part have IIetar
unto sat their hands and seals thisn�day of %nn�/,.'.C�n f/ 1976.
I
lir�lYd.J hV�A aa4i' � (SFlS)
,. ALYNONEA MANUEL
.
/j
�UEL '* �1•••'�-<S'D1L)
- MARION FLE35-- UMA
.
._,(SML)
tl��1£f,
DISTRICT OF CCLD}HIA '
WASEINGTON D. C.
I. �ll �/>I1:;2 r?�,a•�T /,� Notary Public o£�,S `�.•f�%��•
- �--- -
ao hereby certify that ALYNONZa HMOs[. personally appoaFed before As,
thia.tday and acknowledged the execution of the foregoing Quitclaim Dead.
TNESS my hand and Notarial Seal,this day of 1214AC✓S'
1976
L"/ J Nota P 1c
. :': ;% ::"�•c1C MY c .ivvion expires, ✓=/Y-Cj�
'DISTRICT or COLOMDIA
FWSN3NGIn/N D. C.
- T• L '<' Notary Public
do hereby certify that MARICN FLEISN171N fApgFt. personally pppeirad be-
fore me this day and ac),A wldged the execution of the foregoing Quit -
Claim need.
WITNESS my Hood and notarial Ses1, this .LZfday of /•�'�%.,Y'.d
- ..Vary Pun e
: kyCo®nleeSon expire*, V� 1%1-60�0

06/05/2011 13:26 91B4269963 SANDHILLS AB,SiRACTIN PAGE 05/50
2568
0245
tOOX2568 o1c1245
DIB2RIOT or OOLMSM
WA3I3BSGTON D. c. � ll d
a Notary Ptmlic ,oE ,�,{i fi% [`!•��_
do hereby certify that DORO'SITY M.NM paral)"lly appeared befere me
chin day and acknowledged the execution of •the£ooregOing Quitclaim Decd.
444 WITNESS my hand and Notarial Seal, thi."?R% rdaY of
�19,7f i., ....
f; .
7D •;:
y`a!f • d6}hLl Y •i' : I NotrYL PUAlic '
- Ty., {�i, i � �. )•; i H I oeoo�se lon oxrircoa y� /�/- �%`
Nmtt'd CARNJM OasseERSAem ownrr . �L/ � � pAA�,I
•aa lrcaoma «,m¢aa aeiifb� Q �.J.-- lftl,q. yU�;ldvy.P,FISc.M+,.
T48b+aumea ... Proa.s ar pt .msa h wy.(1fc. n 9wt D; �qd row Z
,ads �..L�— eeI d aak YTS ��,,,�—. n.lsr_ a .1 '
r.aw calk '3r Noah a
a o a � Ii0 A Af
n
a

YW2�,�

r
i2rf+srvJ Bier.4 Lo v dfticu
c /& i p 4k e 4- $! w..3
U First Submittal ❑ Re -submittal
Development/Project Name:,[L
Receiving stream name 6AA !L
River Basin: Cw-n r
Application Completeness Review
Date Received: G Zg /t Date Reviewed: z9 // By Bill Diuguid.�
;Yn.l G/! 10 O n.tw
Classification:
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-Il, WS-III, WS-IV, HOW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30/% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek, o(Six'.Mile Creek Water Sheds): /y /1-
Latitude and Longitude: 3.6- o$ 5/ rV -70 -6Q V71n/ Jurisdiction h4V,CT;ZViccr
Project Address: /954 -sk'o &Do rafins21tewA)n COU
Engineer name and firm: C[�gAlk-ir G,s etw;a GRrc/. w /y kAtA
Phone: g(o� -G72 -3y-3a Email: e�Ae�,�C))�-i✓e- can
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? es or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets ; f'iigh Density ❑ Other
❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
:BUA 171
� Check for $505.00 included
Original signature (not photocopy) on application
Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spellinq, capitalization, punctuation: htto://w.ww'.secretary.state.nc.us/comorations/theDaLe.asnx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ For subdivided projects, a signed and notarized deed restriction statement
RK Sealed, signed & dated calculations
No ❑ Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
/t/p ❑
Bioretention
❑
Dry Detention Basin
❑
Filter Strip
❑
Grass Swale
❑
Infiltration Basin
❑
Infiltration Trench
❑
Level Spreader
❑
Permeable Pavement
❑
Restored Riparian Buffer
Rooftop Runoff Management
Sand Filter
Stormwater Wetland
Wet Detention Basin
Low Density
Curb Outlet
Off -Site
NCDOT Linear Road
:Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
�d' Narrative Description of stormwater management provided
❑ Soils report provided TO 6e t1te0t(tAri:, )A) A wack
❑ Wetlands delineated or a note on the plans or,ln theaccompanying documents that none exist on site and/or
adjacent property
Q/t Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
:�D
imensions & slopes provided
rainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
BMP operation and maintenance aeements provided
❑ Application complete pplication Incomplete Returned: (Date)
Comments
May 5, 2011 Revision, Bill Diuquid

SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density Droiects
❑ No more than two dwelling units per acre or 24% built -upon area;
❑ Vegetated conveyances to the maximum extent practicable;
❑ Built -upon areas at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
Hich densitv oroiects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge, the storage volume at a rate equal to or less than the predevelopment discharge rate for the
one-year, 24-hour storm. I
❑ Achieve 85% average annual removal of total suspended solids:'!,
❑ For BMPs that require a separation from the seasonal high-water,table (SHWT), the separation shall include
at least 12 inches of naturally occurring soil above the SHWT.' • ., .
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c);
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffer Requirements
o Undisturbed riparian buffers within 200 feet of water bodies within the 100-Year Floodplain and within 100 feet
of water bodies that are not within the 100-Year Floodplain. -Exceptions to the undisturbed buffer
requirements are set forth in 15A NCAC 02B .0607 .
Stormwater Controls as required by 15A NCAC 02B .0602
❑ Control and treat the difference between the pre -development and post -development conditions for the one-
year, 24-hour storm with structural controls.
❑ Development and redevelopment shall implement stormwater management measures that promote infiltration
of flows and ground water recharge for the purpose of maintaining stream base flow.
❑ 85% average annual removal of total suspended solids.'.
❑ Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention ponds.
❑ Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the one-
year, 24-hour storm.
❑ Meet design or stormwater management measures set forth in 15A NCAC 2H .1008.
High Density Projects that require a 401/404 within an NSW
❑ 85% TSS
❑ 30% TN
❑ 30% TP
May 5, 2011 Revision, Bill Diuguid