SW8931222_HISTORICAL FILE_20001205

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW803 1 )_ )-
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

i
/ F `NA TF
Michael P.Easley,Governor
. ^ Y William G.Ross Jr.,Secretary
r North Carolina Department of Environment and Natural Resources
Coleen If Sullins Director
Division of Water Quality
z r y^
December 5, 2008
Michael Gardner, Regional VP of Real Estate and Design
Sam's.East, Inc.
2001 SE 101h Street
Bentonville, AR 72716
Subject: Stormwater Permit No. SW8 931222MOD
Sam's Club Expansion Store No. 6573-04
High Density Subdivision Project
Onslow County
Dear Mr. Gardner:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Sam's Club Expansion Store No. 6573-04 on December 1, 2008. Staff review
of the plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit
No. SW8 931222MOD, dated December 5, 2008, for the construction of the project, Sam's
Club Expansion Store No. 6573-04. "
This permit shall be effective from the date of issuance until December 5, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation 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.
If you have any questions, or need additional information concerning this matter, please
contact Chris Baker, or me at [phone].
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GS/csb: S:\WQS\STORMWATER\PERMIT\931222MOD.dec08
cc: Austin L. Watts, P.E., Kimley-horn.com
Onslow County Inspections
Chris Baker
Wilmington Regional Office No nCamhna
Central Files Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet www.ncwateroualitvore Fax [phone]
An Equal Opportunity/Affirmative Action Employer—50%Recycled110%Post Consumer Paper _

State Stormwater Management Systems
Permit No. SW8 931222MOD
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
Michael E. Gardner and Sam's East, Inc.
Sam's Club Expansion Store No. 6573-04
1170 Western Blvd., Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwaterrules')
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 December 5, 2018, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. 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 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 484,410 square feet of
impervious area.
3. The tract will be limited to the amount of built-upon area indicated on page 3 of
this permit, and per approved plans.
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.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 931222MOD
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
Pond #1 Pond #2
a. Drainage Area, acres: 12.49 4.08
On site, ft : 527,938 170,572
Offsite, ft2: 16,126 7,153
b. Total Impervious Surfaces, ft2: 405,979 78,431
C. Design Storm, inches: 1.5 1.5
d. Pond Depth, feet: 9.15 (5.32 avg) 6 (3.5 avg)
e. TSS removal efficiency: 90% 90%
f. Permanent Pool Elevation, FMSL: 40.15 42
g. Permanent Pool Surface Area, ft2: 30,958 23,144
h. Permitted Storage Volume, ft3: 54,845 14,591
i. Temporary Storage Elevation, FMSL: 41.7 1 42.6
j. Controlling Orifice, inches: 6.25 x 2 3 x 1.5
k. Permitted Forebay Volume, ft3: 26,519 14,300
I. Fountain Horsepower, HP: 1/2 1/4
M. Receiving Stream: Sandy Run Branch Northeast Creek
n. Drainage Basin: White Oak
n. Stream Index Number: 19-10-1 19-16-(0.5)
o. Classification of Water Body: "SC;NSW" "SC;NSW"
II. SCHEDULE OF COMPLIANCE
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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 931222MOD
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 vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in pond #1 is 1/2 horsepower, in
pond #2 is 1/4 horsepower.
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.
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
easements at all times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 931222MOD
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
1. 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 formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
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 the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
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.
3. 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.
4. 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.
5. 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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 931222MOD
6. 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.
7. 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.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 5th day of December, 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
� D sc,-
for C;oleefi H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 931222MOD
Sam's Club Expansion Store No. 6573-04
Stormwater Permit No. SW8 931222MOD
Onslow 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)
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:
SEAL
Signature
Registration Number
Date
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 931222MOD
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.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans 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 Regional Office
Onslow County Building Inspections
Page 8 of 8

P. 01
I TRANSACTION REPORT
DEC-05-200B FRI 02:48 PM
I FOR: NCDENR 910 350 2004
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DEC-05 02:43 PM 914792736503 4' 42" 9 FAX TX OK 708
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NCDENR North Carolina Department of Environment and Natural Resources 1NCDENR)
Wilmington Regional Office
[phone]
Michael F.Easley,Governor William G.Ross Jr.,Secretary
FAX COVER SHE);T
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TRANSACTION REPORT
DEC-05-2008 FRI 02:43 PM
FOR: NCDENR 910 350 2004
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DEC-05 02:40 PM 917043330845 2' 39" 9 FAX TX OK 707
TOTAL 2M 39S PAGES: 9
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Renional Off ceural Resources{NCO
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William G.Ross Jr.,Secretary
Michael F.Easley,Governor
FAX COVER SHEET
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l

IJEC 0 1 2008
DWQ USE ONLY - l
Date Received Fee Pad Permit Number
o`er o� S
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
Sam's East,Inc
2. Print Owner in fficial' name and title(person legally responsible for facility and compliance):
SVi0el E. Gardner
3. Mailing Address for person listed in item 2 above: A
°street � 00 1 3 E 1 O'6 �+4
City:Bentonville State:AR Zip:72716
Phone: (479 1 273-4000 Fax: [phone]
Email:ka thygriffithOwal-mart.c om
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Sam's Club Expansion Store No 6573-04
5. Location of Project(street address):
1170 Western Blvd
City:Tacksonville County:Onslow Zip:28546
6. Directions to project(from nearest major intersection):
From the Intersection of NC Highway 17(N Marine Highway/Ocean Boulevard)and Western Boulevard,
head northwest on Western Boulevard toward Circuit Lane approximately 0.5 miles
7. Latitude:34°47'03"N Longitude:77°23'46"W of project
8. Contact person who can answer questions about the project:
Name:Austin L.Watts,P.E. Telephone Number: (704 1 319-5698
Email:[e-mail]
1I. PERMIT INFORMATION:
1. Specify whether project is(check one): []New ❑Renewal ®Modification
FormSWU-101 Version09.25.08 Page Iof4

f -
._ DEC Q 1 2008
2. If this application is being submitted as the result of I renewal.or.modification to an existing permit,list the
PP g
existing permit number n/a and its issue date(if known)
3. Specify the type of project(check one):
Flow Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP []Other
4. Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control Z404/401 Permit ❑NPDES Industrial Stormwater
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.
Stormwater will be treated onsite by 3 different wet detention basins For more information please see the
attached detailed narrative.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 16.57 acres 4. Total Coastal Wetlands Area:0 acres
5. Total Property Area(3) — Total Coastal Wetlands Area (4) = Total Project Area**:16.57 acres
6. (Total Impervious Area/Total Project Area)X 100 = Project Built Upon Area(BUA):71.64
7. How many drainage areas does the project have?3
8. 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.
For high density projects,com lete the table with one drainage area for each engineered stormwater device.
Basin Information v.. Drainage Area 1.? Drainage Area 2
Receiving Stream Name Sandy Run Branch Northeast Creek
Stream Class&Index No. SQNSW - 19-10-1 SQNSW - 19-16-(0.5)
Total Drainage Area (so 544,064 177,725
On-site Drainage Area(so 527,938 170,572
Off-site Drainage Area(so 16,126 7,153
Existing Impervious*Area(sf) 447,361 2,613
Proposed Impervious*Area(so 405,979 88,427
%Impervious*Area (total) 74.62% 49.75%
Impervious*Surface Area '" Drainage Area 1 Drainage Area 2.
On-site Buildings(so 139,625 0
On-site Streets (so 0 0
On-site Parking (so 253,036 73,731
On-site Sidewalks (so 13,318 4,700
Other on-site (so 0 0
Off-site (so 0 0 leb)Ll
Total (so: 405,979 -8&,427—
*Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
**Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area(BUA).
FormSWU-101 Version09.25.08 Page 2of4

2008
9. How was the off-site impervious area listed above derived?n/a
PLEASE NOTE TO SEE ATTACHED FOR INFORMATION ON DRAINAGE AREA 3
Projects in Union County: Contact the DWQ Central Office staff to check to see if you project is located
within a Threatened&Endangered Species watershed that may be subject to more stringent stormwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS C NA
One of the following property 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.
Forms can be downloaded from htti27 /d 2o.enr.state.nc.us/su/bmp forms.htm-deed restrictions.
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 property 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 NC DWQ,and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS (tJ A
The applicable state stormwater management permit supplement form(s)listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at(919)807-6300 for the status and
availability of these forms. Forms can be downloaded from htt2://h2o.enr.state.nc.us/su/bml2 forms htm.
Form SW401-Low Density Low Density Supplement
Form SW401-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-Level Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement
Form SW401-Permeable Pavement Permeable Pavement Supplement
Form SW401-Cistem Cistern Supplement
Form SWU-101 Version 09.25.08 Page 3 of

I VI. SUBMITTAL REQUIREMENTS DEC 0 1 2008
Only complete application packages will be accepted and reviewed by'the'Divisidfi 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 hav://h2o.enr.state.ne.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions&Protective Covenants Form(if
required as per Part IV above)
• Original of the applicable Supplement Form(s)and O&M agreement(s)for each BMP
• Permit application processing fee of$505(Express:$4,000 for HD,$2,000 for LD)
payable to NCDENR
• Calculations&detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications(sealed,signed &dated),including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-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(such as additional information requests),please complete this section. (ex. designing engineer or firm)
Designated agent(individual or firm):Kimley-Hom and Associates,Inc.
Mailing Address:4651 Charlotte Park Drive,Suite 300
City:Charlotte State:NC Zip:28217
Phone: (704 1 333-5131 Fax: (704 333-0845
Email:
VIII. APPLICANT'S CERTIFICATION Michael E. Gardner'
1,(print or type name of person listed in General Information, item 2)
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.
Signature: i Date:
FormSWU-101 Version09.25.08 Page 4of4
yg9e ,/I
Y�

®0❑ Kimley-Horn
® and Associates, Inc.
November 26, 2008
Suite 300
4651 Charlotte Park Drive
Chris Baker Charlotte,North Carolina
NCDWQ—Wilmington Office 2e217
127 Cardinal Drive Extension
Wilmington, NC 28405
Subject: Sam's Club Expansion, Store#6573-04, Jacksonville,NC
NPDES Phase II Stormwater Management Permit
Our Ref: 015476084
Dear Mr. Baker:
Please find attached our submittal for the NPDES Phase II Stormwater
Management Permit per comments from our initial express review meeting held
on November 3 d, 2008. This submittal contains
• 2 Copies of the Stormwater Management Permit Application (I with
Original Signature)
• 2 Copies of the required Operations and Maintenance Agreements (I for
each with original signature)
• 2 Copies of the Stormwater Management Calculations(Signed and
Sealed)
• 2 Full Size sets of Plans (Signed and Sealed)
• 2 Copies of the Required Items Checklist
• Check in the amount of$4,000 payable to NCDWQ
The Geotechnical Report was hand delivered on November 3'd
If you have any questions or concerns please do not hesitate to call me at
[phone].
Sincerely yoursYE
OCIATES, INC.
.I.
71C�Q�
r
s
s
TEL [phone]
FAX 704 333 OW
I

.0�
Applicant 2I �
` Date
Stormwater Application No. SW8 ( y lQ
November 14, 2008
Chris Callaway, Vice President of Design and Real Estate
Sam's Real Estate Business Trust
2001 SE 10t' Street
Bentonville, AR 72716-0550
Subject: Request for Additional Information
Stormwater Project No. SW8 931222MOD
Sam's Club Expansion Store No. 6573-04
Onslow County
Dear Mr. Callaway:
The Wilmington Regional Office received an NPDES Phase II Post Construction Permit
Application for Sam's Club Expansion Store No. 6573-04 on November 5, 2008. 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. Drawdown time for both wet ponds #1 & #2 are less than the required 2
days minimum, please correct.
2. Orifice #2 is shown to be 3.5" x 2" on the plans but recorded to be 3.5" x
1.5" on the supplemental form and in the calculations, please correct.
3. "Sam's Real Estate Business Trust" is not listed on the NC Secretary of
State's web site. The applicants name recorded in Section 1.1 of the
Stormwater Management Permit Application Form must be an
organization registered in the state of North Carolina. The individual
signing the permit (Chris Callaway) must then appear in the as a signing
officer in the articles of incorporation. Please make necessary corrections.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to November
14, 2008, 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 mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Sincerely,
Page 1 of 2

Applicant
Date
Stormwater Application No. SW8
Chris Baker
Environmental Engineer II
ENB/csb: S:\WQS\STORMWATER\ADDINFO\2008\931222MOD.nov08
CC: Austin Watts, P.E., Kimley-Horne
Page 2 of 2

1.
�F WATF9 i //� . _n
Ot OG �/ � ,, Michael F.Easley,Governor
Y / William G.Ross Jr.,Secretary
r North Carolina Department of Environment and Natural Resources
O C Coleco H.Sullins Director
Division of Water Quality
November 14, 2008
Chris Callaway, Vice President of Design and Real Estate
Sam's Real Estate Business Trust
2001 SE 10" Street
Bentonville, AR 72716-0550
Subject:Request for Additional Information
Stormwater Project NO.iSW8 931222MOD1
Sam's Club Expansion Store No. 6573-04
Onslow County
Dear Mr. Callaway:
The Wilmington Regional Office received an NPDES Phase 11 Post Construction Permit Application for Sam's Club
Expansion Store No. 6573-04 on November 5, 2008. 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. Drawdown time for both wet ponds#1 &42 are less than the required 2 days minimum,please correct.
2. Orifice#2 is shown to be 3.5" x 2"on the plans but recorded to be 3.5" x 1.5"on the supplemental form and in the
calculations, please correct.
3. "Sam's Real Estate Business Trust" is not listed on the NC Secretary of State's web site. The applicants name recorded in
Section 1.1 of the Stormwater Management Permit Application Porm must be an organization registered in the state of North
Carolina. The individual signing the permit(Chris Callaway)must then appear in the as a signing officer in the articles of
incorporation. Please make necessary corrections.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to November 14, 2008, 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 mail,email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect to
submit the required information. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be revised
have been sent to the engineer or agent. All original documents must be returned or new originals must be provided. Copies
are not acceptable. If you have any questions concerning this matter please feel free to call me at(910)796-7215 or email me
at [e-mail].
Sincerely,
c�kt.:4, 3
Chris Baker
Environmental Engineer 11
ENB/csb: S:\WQS\STORMWATER\ADDINFO\2008\931222MOD.nov08 NQo(" Carolina
CC: Austin Watts, P.E.,Kimley-Horne �/VWmally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington,NC 28405 Phone[phone] Customer Service
Wilmington Regional Office Internet: www.ncwateroualitvorg Fax [phone]
An Equal Opportunity/Affirmative Action Employer—50%Recycled110%Post Consumer Paper

WET DETENTION POND ANALYSIS
FILE NAME: S:\WQS\STORMWATER\EXCELSPREADSHEETS\POND\931222MOD.WK1
PROJECT#:SW8 931222MOD REVIEWER: C. Baker
PROJECT NAME: Sam's Club Expansion Srote No.6573-04 Original Run Date: 11/12/08
Last Modified: 01-May-09
Pond 1 Pond 2 Pond 3 Pond 4 Pond 5 Pond 6
Receiving Stream: Sandy Run Branch Sandy Run BrancM1
Classification: SC;
NSW SQNSW
Index Number: 19-10-1 19-10-1
Onsite DA,sf= 527938.00 170572.00
Offsite DA, sf= 16126.00 7153.00
Total Drainage Area: 544064.00 177725.00 0.00 0.00 0.00 0.00
Built-Upon Area
Buildings/Lots, 00
5.
Streets/Parking,sf 2530300 89386.00
Sidewalk/Concrete,sf= 13318.00 4704.00
Other,sf=
Offsite, sf=
Total Built-upon Area: 405979.00 94090.00 0.00 0.00 0.00 0.00
Surface Area
%impervious 74.62% 52.94% #DIV/O! #DIV/O! #DIV/0! #DIV/O!
Design Depth, ft: 5.32 3.26
TSS(85%or 90%): 90 90
SA/DAratio 5.32% 6.01% #DIV/O! #DIV/O! #DIV/01 #DIV/0!
Req. Min. Surface Area 28963 10684 #DIV/01 #DIV/01 #DIV/O! #DIV/O!
Volume Calculations
Design Storm, inches: 1.5 1.5
Rational Cc= 0.77 0.60 #DIV/01 #DIV/O! #DIV/O! #DIV/O!
Rational Volume, cf: 52186 13264 #DIV/O! #DIV/01 #DIV/01 #DIV/O!
Rv= 0.722 0.526 #DIV/O! #DIV/O! #DIV/O! #DIV/O!
Min.Req.Volume= 49073 11696 #DIV/01 #DIV/01 #DIV/01 #DIV/01
Bottom Elevation= 30.00 36.00
Permanent Pool Elev= 40.15 42.00
Perm Pool Area= 30968.00 21861.00
Temp. Pool Elevation= 41.70 42.60
Temp.Pool Area= 37541.00 24189.00
Total Volume Prov.= 53086.73 13816.00 0.00 0.00 0.00 0.00
Forebay Volume
Permanent Pool Vol.= 135422.00 77203.00
Req. Forebay Volume= 27084.4 15440.6 0 0 0 0
Prov. Forebay Volume= 26519.00 14325
Percent=(22>%>18) 20% 19% #DIV/O! #DIV/O! #DIV/O! #DIV/01
Pond 1 Pond 2 Pond 3 Pond 4 Pond 5 Pond 6
Drawdown OrificeMfeir
Avg. Head, ft= 0.52 0.20 0.00 0.00 0.00 0.00
Average Flow 02,cfs 0.284 0.068 #DIV/O! #DIV/O! #DIV/01 #DIV/01
Average Flow Q5, cfs 0.114 0.027 #DIV/O! #DIV/01 #DIV/O! #DIV/0!
Q2 Area, sq. in. _ 11.82 4.53 #DIV/01 #DIV/O! #DIV/0! #DIV/01
Q5 Area, sq. in. = 4.73 1.81 #DIV/O! #DIV/O! #DIV/O! #DIV/O!
No. of Orifices 1 1
Orifice Diameter, in.=
Orifice Area, sq. in.= 13.500 5.250 0.000 0.000 0.000 0.000
Weir Height, inches=
Weir Length, inches=
Weir C= #DIV/0! #DIV/0! #DIV/01 #DIV/O! #DIV/O! #DIV/O!
Weir U,eff. length= -0.103 -0.040 0.000 0.000 0.000 0,000
Avg. Flowrate, Q, cfs= 0.324 0.079 0.000 0.000 0.000 0.000
Drawdown,days= 1.9 2.0 #DIVI01 #DIV/01 #DIV/01 #DIV/01

9312-Z`L �o For DENR Use ONLY
Reviewer: y�
North Carolina Department of Environment and Submit
Natural Resources
Na•®EMIR Request for Express Permit Review Time:
Confirm: 110-3o-06
FILL-IN all the information below and CHECK the Permits)you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative,site plan(PDF file)and vicinity map(same items expected in the application package
of the project location.Please include this form in the application package.
• Asheville Region-Alison Davidson 828-296-4698;alison.davidson(rDncmail.net
• Fayetteville or Raleigh Region-David Lee 919-791-4203;daviddee(rDncmail.net
• Mooresville&-Patrick Grogan 704-663.3772 or patrick.grogan(ancmail.net
• Washington Region-Lyn Hardison 252-946.9215 or Iyn.hardison(dncmail.net
• Wilmington Region-Janet Russell 910-350-2004 or ianet✓usse/100cmail.net ® E C E t V E D
NOTE:Project application received after 12 noon will be stamped in the following work day.
Project Name: SAM'S CLUB EXPANSION STORE NO.6573-04— County: ONSLOW OCT 2 a 2008
Applicant:J. CHRIS CALLAWAY Company: SAM'S REAL ESTATE BUSINESS TRUST
Address: 2001 SE 10TH STREETCity: BENTONVILLE, State:AR Zip:72716-0550 DWO
Phone:[phone] Fax: :[phone] Email:[e-mail] PROJ u
Physical Location:1170 WESTERN BLVD,JACKSONVILLE, NC
Project Drains into SANDY RUN BRANCH/NORTHEAST CR waters—Water classification SC:NSW(for classification see-
http://h2o.enr.state.nc.us/bims/reports/reportsWB.htmi)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters?N ,within''/3 mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters?N
Engineer/Consultant:AUSTIN L.WATTS, P.E.. Company: KIMLEY-HORN AND ASSOCIATES—
Address:4651 CHARLOTTE PARK DRIVE,SUITE 300 City: CHARLOTTE,State: NC Zip 28217-_
Phone:[phone] Fax: :[phone] Email: [e-mail]—
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑Scoping Meeting ONLY ❑ DWQ, ❑ DCM,-❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM(S)YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑401 Unit ❑Stream Origin Determination:_#of stream calls—Please attach TOPO map marking the areas in questions
❑ IntermiltenUPerennial Determination:_#of stream calls—Please attach TOPO map marking the areas in questions
❑401 Water Quality Certification ❑ Isolated Wetland(_linear ft or_acres)
El Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
®State Stormwater ❑General ❑SFR, ❑Bkhd&Bt Rmp, ❑Clear&Grub, [:] Utility
❑Low Density ❑ Low Density-Curb&Gutter _#Curb Outlet Swales ❑Off-site[SW_ (Provide permit#)j
®High Density-Detention Pond 2#Treatment Systems ❑ High Density-Infiltration _#Treatment Systems
❑ High Density-Bio-Retention _#Treatment Systems ❑ High Density—Stormwater Wetlands _#Treatment Systems
El High Density-Other _#Treatment Systems /❑MODIFICATION: El Major El Minor El Revision SW_(Provide permit#)
❑Coastal Management ❑Excavation&Fill ❑ Bridges&Culverts ❑ Structures Information
❑Upland Development ❑ Marina Development ❑Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.(CK# (for DENR use))
SECTION THREE—PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT(for both scoping and express meeting request)
Wetlands on Site❑Yes® No Buffer Impacts: ®No❑YES: —acre(s)
Wetlands Delineation has been completed: ❑Yes❑No Isolated wetland on Property❑Yes® No
US ACOE Approval of Delineation completed: ❑Yes❑No 404 Application in Process w/US ACOE: ❑Yes ® No Permit
Received from US ACOE ❑Yes❑ No
For DENR use only
Fees lit for multiplepermits: Check# Total Fee Amount $
SUBMITTAL DATES - Fee SUBMITTAL DATES Fee
CAMA $ Variance(❑Maj;❑Min) $
SW(❑1[1LD,El Gen) $ 401: $
LQS $ Stream Deter,_ $
NCDENR EXPRESS September 2008

swa �3tZzZ f(-,oa -J,� ' tG<i'ofz
Reviewer: t_
North Carolina Department of Environment and submit� 'tp Q
�►� Natural Resources
NC®ENIi Request for Express Permit Review Time: �110
Confirm: -,
FILL-IN all the information below and CHECK the Permit(s)you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative,site plan(PDF file)and vicinity map(same items expected in the application package
of the project location.Please include this form in the application package. 2 o or 2 3
• Asheville Region-Alison Davidson 828.296-4698;alison.davidson(a)ncmail.net
• Fayetteville or Raleigh Region-David Lee 919-791-4203;david.lee(7a,ncmail.net
• Mooresville&-Patrick Grogan 704-663.3772 or patrick.proaan(a)ncmail.net
• Washington Region-Lyn Hardison 252-946-9215 or Ivn.hardison(o)ncmail.net
• Wilmington Region-Janet Russell 910-350-2004 or janet.russell(a.ncmail.net
NOTE:Project application received after 12 noon will be stamped in the following work day.
Project Name: SAM'S CLUB EXPANSION STORE NO. 6573-04 County: ONSLOW
Applicant:J. CHRIS CALLAWAY Company: SAM'S REAL ESTATE BUSINESS TRUST
Address:2001 SE 10TH STREETCity: BENTONVILLE,State:AR Zip:72716-0550
Phone:[phone] Fax: :[phone] Email:[e-mail]
Physical Localion:1170 WESTERN BLVD,JACKSONVILLE, NC
Project Drains into SANDY RUN BRANCH/NORTHEAST CR waters-Water classification SC:NSW(for classification see-
http://h2o.enr.state.nc.us/bimstreports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters?N ,within %,mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters?N
Engineer/Consultant:AUSTIN L.WATTS, P.E. Company: KIMLEY-HORN AND ASSOCIATES—
Address:4651 CHARLOTTE PARK DRIVE, SUITE 300 City: CHARLOTTE, State:INC Zip 28217- E C E I d E D
Phone: [phone] Fax: :[phone] Email:[e-mail]—
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY R DWQ, ❑ DCM,-❑ DLR, ❑ OTHER: OCT 14 2008
SECTION TWO: CHECK ONLY THE PROGRAM (S)YOU ARE REQUESTING FOR EXPRESS PERMITTING DWO
PROJ #
❑401 Unit ❑Stream Origin Determination:_#of stream calls—Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination:_#of stream calls—Please attach TOPO map marking the areas in questions
❑401 Water Quality Certification ❑ Isolated Wetland(_linear It or_acres)
El Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
®State Stormwater ❑General ❑SFR, ❑Bkhd&Bt Rmp, ❑ Clear&Grub, ❑ Utility
❑ Low Density ❑ Low Density-Curb&Gutter _#Curb Outlet Swales ❑Off-site[SW_ (Provide permit#)]
® High Density-Detention Pond 2#Treatment Systems ❑High Density-Infiltration _#Treatment Systems
❑ High Density-Bio-Retention _#Treatment Systems ❑ High Density—Stormwater Wetlands _#Treatment Systems
❑ High Density-Other _#Treatment Systems /❑ MODIFICATION: El Major El Minor El Revision SW—(Provide permit#)
❑Coastal Management ❑ Excavation&Fill ❑ Bridges&Culverts ❑Structures Information
❑ Upland Development ❑ Marina Development ❑Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with—acres to be disturbed.(CK# (for DENR use))
SECTION THREE-PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT(for both scoping and express meeting request)
Wetlands on Site❑Yes® No Buffer Impacts: ® No❑YES: acre(s)
Wetlands Delineation has been completed: ❑Yes ❑No Isolated wetland on Property❑Yes® No
US ACOE Approval of Delineation completed: ❑Yes ❑No 404 Application in Process w/US ACOE: ❑Yes ® No Permit
Received from US ACOE❑Yes❑ No
For DENR use only
Fees lit for multiplepermits: Check# Total Fee Amount It
SUBMITTAL DATES I Fee SUBMITTAL DATES Fee
CAMA $ Variance(❑Mal;❑Min) $
SW(❑HD,❑LD,❑Gen) I I $ 401: $
Los I I $ Stream Deter— $
NCDENR EXPRESS September 2008

Sam's Club Expansion Store No. 6573-04,Jacksonville, NC -NCD... -Z
Subject: Sam's Club Expansion Store No. 6573-04, Jacksonville, NC - NCDENER Scope Meeting
Request
From: <Justin.Houston a kimley-horn.com>
Date: Tue, 14 Oct 2008 10:15:07 -0400
To: <Janet.Russel [e-mail]>
CC: <[e-mail]>
Dear Ms. Russell
The following is the narrative for the scope meeting request for the expansion of Sam's Club Store No. 6573-04.
This is a request for a scoping meetingfor the expansion of Sam's Club Store No. 6573-04 located at 1170 Western
Blvd, in Jacksonville, NC in Onslow County. The site is a combination of three tracts jar a total of 16.57 acres(PIN
Nunt ers. 345- 00.3, 345-10.6, 345-10.9). The current owners of these sites are.Sams Real Estate Business Trust, Man
H Chow and Tony Chow, respectively.
The site consists of an existing 111,849 square foot Sam's Club Store. The store will be expanded approximately
27,776, to 139,625 total squarefootage. The proposed improvements will disturb approximately 16.0 acres. There are
no wetlands located on the site. Water and Waste Water services will e supphe y the existing infrastructure that
supports the existing Sam's Club Store.,Additionally, there are no historic sites and/or projects being fitnded with public
monies.
7'he stormwater system for this project will be designed for high density commercial and will be designed to NPDES
Phase 1i regulation. The proposed impervious area on site is approximately 70%. There will be three wet detenGon�
basins onsite to treat all stormwater runoffgenerated by the site, inclut upon area. The first wet detention
basin is Wet Detention Basin 91, is the modification of the existing large basin onsite to be brought to Phase Ii
standards. The second wet detention basin, Wet Detention Basin 92, is a newly designed basin on the Man II Chow
acquired property. The final basin, Wet Detention Basin 93, is an existing offsite basin that the stormwater flow to this
basin will be a decrease from existing conditions.
All wet detention basins will receive stormwater through the underground storm drainage system. There is no
anticipated off-site runoff into the on-site wet detention basins. Additionally there will be no off-site road construction
across other properties, and the North Carolina DOT is not requesting any additional off-site roadway improvements.
Wal-Mart is considering helping DOT with an already planned turn lane improvement on Western Blvd At this time,
the work is planned to be performed by DOT.
Stormwater from the site will flow into the White Oak River Basin. Stormwater from Wet Detention Basins #i & #3 will
flow into the City of Jacksonville stormwater facilities and ultimately into,Sandy Run Branch. Sandy Run Branch has a
water qualification o(SC;NSW Stornnvater from the new pond 92 flows into a series of unnamed tributaries and
ultimately Northeast Creek. Northeast Creek also has a classification of SC;N.SW.
Additionally,please find attached We would like to request a scoping meeting on either October 21 st or October 23rd. If you
have any questions or comments please feel free to contact me.
� E C E I V ED
Justin M. Houston, El ICJ^{u OCT 14 2008
Kimley-Horn and Associates,Inc.
4651 Charlotte Park Drive,Suite 300 1 Charlotte,NC 28217
704.954.7489(office) 1704.942.7639(cell) 1704.333.0845(fax) PROJ NDWO
Content-Description: Express Request Oct.doc
Express Request Oct.doe� Content-Type: application/msword
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about:blank
October 15, 2008
Sam's Club Expansion
Justin:
The Express Stormwater Scope meeting has been scheduled with Chris Baker on October 21, 2008 at
10:00 AM here in the Wilmington Regional Office, 127 Cardinal Drive Extension, Wilmington, 28405.
If you need directions, please let me know. If 10:00 AM is too early, let me know.
The chart for stormwater rules (cities/counties and which rules they fall under) is not on the water quality
web site yet. The person to contact is [e-mail]. Bradley is over the stormwater
section in Raleigh.
Eventhough this is a scope meeting, I am attaching the "submittal requirements" since there may be
information presented there that would be helpful to you.
Please respond within 2 business days to confirm and reserve the meeting date/time.
Thanks,
Janet Russell
Express Coordinator
1 0f 1 10/15/2008 1:56 PM

' RE: Sam's Club Expansion
Subject: RE: Sam's Club Expansion
From: <[e-mail]>
Date: Wed, 15 Oct 2008 14:55:20 -0400
To: <[e-mail]>
That sounds like a plan.
Thanks!
Justin M. Houston, EI
Kimley-Horn and Associates, Inc.
704 .954 .7489
-----Original Message-----
From: Janet Russell [mailto:[e-mail]]
Sent: Wednesday, October 15, 2008 2:55 PM
To: Houston, Justin
Subject: Re: Sam's Club Expansion
Justin:
Could you come in at 11:30 on Monday, October 20th to meet with Chris?
We' re 3 miles from Wrightsville Beach - you can have lunch at the beach.
Janet
[e-mail] wrote:
Wilmington is about a 5 hour drive. It is honestly not preferred, but if that is
what is best for your group we can leave early.
Justin M. Houston, EI
Kimley-Horn and Associates, Inc.
704 . 954 .7489
-----Original Message-----
From: Janet Russell [mailto:[e-mail]]
Sent: Wednesday, October 15, 2008 2:36 PM
To: Houston, Justin
Subject: Re: Sam' s Club Expansion
Before, we look at a different date, is a 10:00 AM appointment too early?
Janet
[e-mail] wrote:
The 21st is not an open date for us, which is completely my fault as I read the
wrong date on my calendar. I am very sorry for this mistake. Is there any way
that preferably the 23rd, or maybe the 20th is available?
Justin M. Houston, EI
Kimley-Horn and Associates, Inc.
704 . 954.7469
-----Original Message-----
From: Janet Russell [mailto:[e-mail]]
Sent: Wednesday, October 15, 2006 1:58 PM
To: Houston, Justin
Subject: Sam's Club Expansion
I of2 10/15/2008 3:02 PM

Janet Russell
NCDENR
Wilmington Region
October 10, 2008
RE: Sam's Club Expansion Store No. 6573-04
NCDENR Scope Meeting Request
Dear Ms. Russell
The following is the narrative for the scope meeting request for the expansion of Sam's Club
Store No. 6573-04.
This is a request for a scoping meeting for the expansion of Sam's Club Store No. 6573-04
located at 1 170 Western Blvd, in Jacksonville, NC in Onslow County. The site is a
combination of three tracts for a total of 16.57 acres (PIN Numbers: 345-10.3, 345-10.6, 345-
10.9). The current owners of these sites are Sams Real Estate Business Trust, Man H Chow and
Tony Chow, respectively.
The site consists of an existing 111,849 square foot Sam's Club Store. The store will be
expanded approximately 27,776, to 139,625 total square footage. The proposed
improvements will disturb approximately 16.0 acres. There are no wetlands located on the
site. Water and Waste Water services will be supplied by the existing infrastructure that
supports the existing Sam's Club Store. Additionally, there are no historic sites and/or projects
being funded with public monies.
The sformwater system for this project will be designed for high density commercial and will
be designed to NPDES Phase 11 regulation. The proposed impervious area on site is
approximately 70%. There will be three wet detention basins onsite to treat all sformwater
runoff generated by the site, including all built upon area. The first wet detention basin is Wet
Detention Basin #1, is the modification of the existing large basin onsite to be brought to
Phase If standards. The second wet detention basin, Wet Detention Basin #2, is a newly
designed basin on the Man H Chow acquired property. The final basin, Wet Detention Basin
#3, is an existing offsite basin that the sformwater flow to this basin will be a decrease from
existing conditions.
All wet detention basins will receive sformwater through the underground storm drainage
system. There is no anticipated off-site runoff into the on-site wet detention basins.
Additionally there will be no off-site road construction across other properties necessary, and
the North Carolina DOT is not requesting any additional off-site roadway improvements.
Stormwater from the site will flow into the White Oak River Basin. Stormwater from Wet
Detention Basins #1 & #3 will flow into the City of Jacksonville sformwater facilities and
ultimately into Sandy Run Branch. Sandy Run Branch has a water qualification of SC;NSW.
Stormwater from the new pond #2 flows into a series of unnamed tributaries and ultimately
Northeast Creek. Northeast Creek also has a classification of SC;NS W.
nE C E I V ED
I�InI(I OCT 2 8 ?008
DWp
PROJ #

Additionally, please find attached the NCDENR Scoping meeting request form. We would like to
request a scoping meeting on either October 21 st or the October 23rd. If you have any
questions or comments please feel free to contact me.
� ECEIVED
OCT 2 8 2008
DWO
PROJ # -- -

>am's Club Expansion Store No. 6573-04,Jacksonville,NC- Express...
Subject: Sam's Club Expansion Store No. 6573-04, Jacksonville, NC - Express Review
From: <[e-mail]>
Date: Tue, 28 Oct 2008 14:36:08 -0400
To: <[e-mail]>
Janet,
Attached is the express request and associated narrative. These are the tiles that we sent for the scoping meeting,
and 1 believe work for the Express Review request, I simply unchecked the"scoping Meeting Only" box.
The I I o'clock time works well for us, but if scoping meetings must be held earlier getting a hotel for the night
before is not out of the question if it means we can go through this process sooner rather than later.
November 3rd(if it is early only) tro,.N
Novembe Stt tl-
November I0th (if it is early only) mad
N�t;
November
Thanks!
Justin M. Houston, El
Kimley-Horn and Associates,Inc.
4651 Charlotte Park Drive,Suite 300 1 Charlotte,NC 28217
704.954.7489(office) 1704.942.7639(cell) 1704.333.0845(fax)
I
Content-Description: Narrative.doc
FNarrative-doc.,"I Content-Type: application/msword
Content-Encoding: base64
Content-Description: Express Request Oct.doc
Express Request Oct.doe, Content-Type: application/msword
Content-Encoding: base64
I of 1 10/28/2008 3:04 PM

about:blank
October 29,2008
Sam's Club Expansion Store#6573-04
Gentlemen:
The Express storrawater submittal meeting has been scheduled with Chris Baker on November 3,2008 at 9:O0 AM here in the Wilmington Regional
Office, 127 Cardinal Drive Ext.Wilmington,28405. The store manager or someone representing Sam's must attend the meeting.
Please review the submittal requirements,attached Review the application checklist on the limp web site. It can be very helpful in providing a
complete application package. Note that plans should be submitted folded to 9"x 14"to fit our file system.
Please respond within 2 business days to confirm and reserve the submittal meeting date/time.
Thanks,
Janet Russell
Express Coordinator
l of 1 10/29/2008 4:57 PM

RE:.Sanis Club Expansion Store#6573-04 Jacksonville,NC
Subject:RE:Sam's Club Expansion Store 46573-04 Jacksonville,NC
From:<Iustin.Houston a kimley-hom.com>
Date:Thu,30 Oct 2008 14:31:51 -0400
To:4anet.liussell n ncmail.net>
Sorry about that.
Not meant for you.
See you on Monday.
Justin M. Houston, EI
Kimley-Horn and Associates, Inc.
704.954.7489
-----Original Message-----
From: Janet Russell (mailto:[e-mail])
Sent: Thursday, October 30, 2008 2:11 PM
To: Houston, Justin
Subject: Re: Sam's Club Expansion Store #6573-04 Jacksonville, NC
Did you mean to send this to me?
Janet
[e-mail] wrote:
Watts
FYI, Looks like Hotel room for the Sunday night. Can you contact someone for them to be at the meeting?
Will you be going, or can I handle it.
Justin M. Houston, EI
Kimley-Horn and Associates, Inc.
704.954.7489
-----Original Message-----
From: Janet Russell [mailto:[e-mail]]
Sent: Wednesday, October 29, 2008 4:58 PM
To: Watts, Austin; Houston, Justin; [e-mail]
Subject: Sam's Club Expansion Store 06573-04 Jacksonville, NC
October 29, 2009
'Sam's Club Expansion Store 06573-04
Gentlemen:
The Express stormwater submittal meeting has been scheduled with *Chris Baker on November 3, 2008 at 9:00 AM* here in the
Wilmington Regional Office, 127 Cardinal Drive Ext. Wilmington, 28405. The store manager or someone representing Sam's
must attend the meeting.
Please review the submittal requirements, attached. Review the application checklist on the bmp web site. It can be
very helpful in providing a complete application package. Note that plans should be submitted folded to 9" x 14" to fit
our file system.
Please respond within 2 business days to confirm and reserve the submittal meeting data / time.
Thanks,
Janet Russell
Express Coordinator
l of 1 10/30/2008 3:34 PM

/
SUBSURFACE EXPLORATION REPORT
SAM'S CLUB STORE#6573-04 EXPANSION
1170 WESTERN-BOULEVARD
JACKSONVILLE, NORTH CAROLINA
S&ME PROJECT NO. 1051-08-173
Prepared for:
Kimley-Horn and Associates
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
Wal-Mart Realty Division
2001 SE 10`h Street
Bentonville, Arkansas 72712-6489
Prepared By:
S&ME, Inc.
3201 SpringTorest Road
Raleigh;North"Carolina 27616
June 30, 2008

*S&ME
Celebrating 35 Years
1973 . 2008
June 30, 2008
Kimley-Horn and Associates Wal-Mart Realty Division
4651 Charlotte Park Drive, Suite 300 2001 SE 10'h Street
Charlotte,North Carolina 28217 Bentonville,Arkansas 72712-6489
Attention: Mr. Jeff Albertson, E.I.
Reference: Subsurface Exploration Report
Sam's Club Store#6573-04 Expansion
1170 Western Boulevard
Jacksonville,North Carolina
S&ME Project No. 1051-08-173
Dear Mr. Albertson:
S&ME, Inc. is pleased to submit this subsurface exploration report for the referenced project. Our
services were performed in general accordance with our revised Proposal P063-08E REV-01
dated March 20, 2008, and our Change Order(CO-2)dated May 15, 2008. The exploration was
performed to evaluate general subsurface conditions as they relate to geotechnical aspects of the
proposed building addition,proposed Sam's gas station,proposed detention pond, new pavements
and pavement improvements. This report presents a summary of our understanding of the
project, the findings of our field exploration, laboratory test results, and our geotechnical
conclusions and recommendations.
This report was prepared by S&ME, Inc. on behalf of Kimley-Horn and Associates and Wal-Mart
Stores, Inc. and Wal-Mart Real Estate Business Trust and their respective affiliates, successors,
and assigns (hereinafter referred to collectively as "Wal-Mart"). Wal-Mart may rely on this
report as if it was prepared for them.
We appreciate the opportunity to work with Kimley-Horn and Associates and Wal-Mart during
this phase of the project. If you have any questions concerning this report,please do not hesitate
to contact us.
Sincerely,
S&ME, Inc. """"•
J. Adam Browning. E.I. fin R. Browning, P. e d 0
Staff Professional Senior Engineer
N.C. Registration No. 24 �M• _
\\RALNC1\Share\PROJECTS\2008\08-173 Sams Club Jacksonvil1e\1GE0TECH\ReportT
IClub Expansion.doc i
wwM
SBME,INC./3201 Spring Forest Road/Raleigh, NC 27616/p 919.872,2660 /919.876.3958/www.smeine.com

TABLE OF CONTENTS
PAGE
1.0 EXECUTIVE SUMMARY........................................................................................................ 1
2.0 PROJECT AND SITE INFORMATION .............................................................................2
2.1 PROJECT INFORMATION......................................................................................................2
2.1.1 Building Expansion.............................................................................................................. 2
2.1.2 Proposed Sam's Gas Station............................................................................................. 3
2.1.3 Proposed Pavement Areas and Detention Ponds.......................................................... 3
2.1.4 Existing Pavement Improvements..................................................................................... 3
2.2 SITE INFORMATION...............................................................................................................4
3.0 EXPLORATION PROGRAM..................................................................................................4
3.1 CONE PENETRATION TEST(CPT)SOUNDINGS............................................................. 5
3.2 PAVEMENT EVALUATION SURVEY.................................................................................... 6
3.3 CORING/IN-PLACE CALIFORNIA BEARING RATIO(CBR)TESTING........................... 6
3.4 LABORATORY TESTING........................................................................................................ 6
4.0 AREA GEOLOGY/SOIL SURVEY/CLIMATE..................................................................7
4.1 AREA GEOLOGY..................................................................................................................... 7
4.2 SOIL SURVEY................................................................................................ .......................... 7
4.3 CLIMATE.................................................................................................................................... 7
5.0 SITE CONDITIONS..................................................................................................................7
5.1 SUBSURFACE CONDITIONS.............................................................................................— 7
5.2 LABORATORY TESTING........................................................................................................ 9
5.3 EXISTING PAVEMENT CONDITIONS................................................................................ 10
5.3.1 Existing Pavement Surface Evaluation........................................................................... 10
5.3.2 Asphalt/Concrete Coring Results.................................................................................... 11
5.3.3 Existing Pavement Subgrade Conditions....................................................................... 12
6.0 CONCLUSIONS AND RECOMMENDATIONS............................................................. 12
I6.1 SITE PREPARATION............................................................................................................. 14
6.1.1 Site Preparation— General............................................................................................... 14
6.1.2 Site Preparation—New Construction.............................................................................. 14
6.1.3 Site Preparation—Pavement Areas to be Replaced.................................................... 15
6.2 EXCAVATIONS....................................................................................................................... 15
6.2.1 Excavations— General...................................................................................................... 15
6.2.2 Excavations—Below Groundwater................................................................................. 16
6.3 FILL PLACEMENT AND COMPACTION.......................................—................................... 16
6.4 SURCHARGE LOADING....................................................................................................... 17
6.4.1 Surcharge Loading— Gas Station................................................................................... 17
6.4.1 Surcharge Loading—Building Expansion...................................................................... 17
6.5 BUILDING EXPANSION........................................................................................................ 17
6.5.1 Foundations........................................................................................................................ 17
6.5.2 Floor Slab............................................................................................................................ 19
6.6 GAS STATION ........................................................................................................................ 19
6.6.1 Kiosk and Canopy Foundations....................................................................................... 19
6.6.2 Settlement...................................—..................................................................................... 20
6.7 UNDERGROUND GAS TANKS............................................................................................20
6.8 SITE SEISMICITY................................................................................................................... 21
6.9 CORROSION AND REACTIVITY POTENTIAL.................................................................. 21

6.9 PAVEMENT RECOMMENDATIONS................................................................................... 21
6.9.1 Rigid Pavement— Truck Turnaround Area and Sam's Gas Station........................... 22
6.9.2 Flexible Pavement—New Parking Area and Gas Station........................................... 23
6.9.3 Existing Pavement Improvements................................................................................... 24
7.0 LIMITATIONS OF REPORT................................................................................................26
FIGURES
Figure 1 CPT Sounding & CBR Test Location Plan
Figure 2 Pavement Evaluation Survey
APPENDICES
Appendix I
Geotechnical Investigation Fact Sheet
Foundation Design Criteria
Foundation Subsurface Preparation
Site Subsurface Preparation
Climatic Data
I Appendix II
CPT Sounding Location Sheet
Summary of CPT Samples
CPT Soil Classification Legend
Cone Penetrometer Test Results
Appendix III
Pavement Evaluation Survey Summary Sheet
Pavement Evaluation Survey Photos
Coring and In-Place California Bearing Ratio (CBR) Test Records
Appendix IV
Summary of Laboratory Test Results
Laboratory Results
Appendix V
Site Pictures
Appendix VI
Pavement Design Calculations
Appendix VII
Original Geotechnical Report

1.0 EXECUTIVE SUMMARY
For your convenience, this report is summarized in outline form below. This brief
summary should not be used for design or construction purposes without reviewing the
more detailed conclusions and recommendations contained in this report.
1. The exploration included a visual site reconnaissance, pavement evaluation
survey, performance of 18 cone penetration test (CPT) soundings, 8
asphalt/concrete corings and in-place California Bearing Ratio (CBR) tests,
quantitative laboratory testing, and evaluation and analysis of this information
relative to geotechnical conclusions and recommendations.
2. Five feet of surcharge fill loading will be required in the canopy and kiosk areas
of the proposed gas station and in the building expansion where more than 2 feet
of fill will be required (west side of building). We anticipate a waiting period of
30 to 45 days will be required.
3. We recommend the building expansion column and wall shallow foundations be
supported on a Geopier Impact System consisting of vertical displacement
Rammed Aggregate Piers TM (RAPs). The Geopier Impact System should be
designed by a specialty contractor for a minimum allowable bearing pressure of
3,000 pounds per square foot and maximum total settlement of 1/4 inch. The
a specialty contractor should indicate to the structural engineer the minimum
distance required between existing foundations and new foundations to avoid
disturbance to existing foundations during construction. Pre-drilling of the upper
firm soils may be required to reduce this impact. Vibration monitoring of the
existing building west wall line is recommended during installation of the impact
piers.
8 4. Assuming the surcharge fill loading is placed and monitored in accordance with
the recommendations of this report, the kiosk and canopy foundations in the gas
D station may be designed as conventional spread footings using an allowable soil
bearing pressure of 2,500 pounds per square foot. Total settlements of less than
3/4-inch and differential settlements between columns of approximately 1/2 inch
aor less are anticipated.
5. Floor slabs may be supported as a slab-on-grade bearing on 6 inches of
a compacted aggregate base course (ABC) stone placed on the prepared soil
subgrade. Based on CBR test results we recommend a design subgrade reaction
modulus of 150 pounds per square inch per inch.
6. The proposed underground gas tanks will be exposed to buoyancy forces
associated with shallow groundwater levels. Based on cone penetration test
a t

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30 2008
(CPT) soundings performed in the gas station area, groundwater levels typically
exist at approximate depths of 2.5 to 3 feet below the existing ground surface.
7. Based on shear wave velocity data and the 2006 North Carolina Building Code,
the site is considered a seismic site class D.
8. Several utilities are present in the proposed detention pond area. These utilities
will need to be removed or re-routed in order to excavate the detention pond.
Shallow groundwater also exists in this area.
9. The majority of the existing asphalt pavement areas are in relatively good
condition. However, in order to meet Sam's Club requirements, an overlay will
be required in asphalt pavement areas which are currently in relatively good
condition. I
10. Medium to high severity fatigue cracking within asphalt pavements was observed
in several areas. In these areas we recommend that the existing asphalt and stone
be removed where medium to high severity fatigue cracking is present. Once the
I existing asphalt and stone have been removed, subgrade soils should be evaluated
for pavement support suitability. If the subgrades are determined to be unsuitable,
these areas should be undercut to suitable soils and then replaced with properly
compacted ABC stone.
11. The existing concrete in the truck loading dock area is in relatively good
condition. However, routing, cleaning and sealing of joints and cracks will be
required.
2.0 PROJECT AND SITE INFORMATION
1 2.1 PROJECT INFORMATION
Wal-Mart Stores, Inc. is planning to expand its existing Sam's Club (Store No. 6573-04)
located at 1170 Western Boulevard in Jacksonville, North Carolina. The expansion
project will include an approximately 26,065 square foot building expansion along with a
new Sam's Gas Station, new parking area, new detention pond, and improvements to the
existing pavement. Information for these improvements was obtained from the
"Geotechnical Investigation Specifications and Report Requirements(including gas
station)"dated March 7,2008.
2.1.1 Building Expansion
The 26,065 square foot expansion will be constructed along the west side of the existing
building. The footprint of the proposed expansion will extend into a portion of the
2

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion-Jacksonville NC June 30 2008
existing detention pond on the west side of the building. We assume that the final floor
elevation of the proposed expansion will match the finished floor elevation of the existing
building. We assume that the proposed building expansion will be a one-story steel-framed
structure consisting of non-load bearing concrete block walls and steel columns supporting
roof loads by means of steel joist girders and steel bar joists. It is anticipated that gravity
loads for the interior column loads will be on the order of 80 kips with occasional columns
loads of 150 kips due to severe live loading. Maximum column uplift forces from wind are
estimated at 30 kips. The estimated typical exterior column gravity load is 50 kips. The
concrete masonry wall gravity loads range from 1.5 to 3.0 kips per linear foot. The
estimated maximum uniform floor slab live load is 250 pounds per square foot (pso. The
estimated maximum floor slab concentrated load is 16 kips. Wal-Mart specifications
require that total settlements not exceed '/a inch beneath individual foundations.
2.1.2 Proposed Sam's Gas Station
We also understand that a Sam's Gas Station will be constructed on an open grass lot
southwest of the existing Sam's Club. The gas station will consist of a canopy area, kiosk
store, and underground gas tanks. We understand the columns and kiosk footings must be
designed for a minimum bearing pressure of 2,500 pounds per square foot. We anticipate
a maximum column load of 40 kips for canopy and kiosk foundations.
2.1.3 Proposed Pavement Areas and Detention Ponds
A parking area and detention pond are proposed for construction in the open lot on the
east side of the existing parking area east of the existing building. We understand the
parking area will consist of standard duty asphalt pavement. The proposed detention pond
will be approximately 32,000 square feet. Based on excavation depths for the existing
detention pond, we anticipate excavation depths for the proposed detention pond will be
on the order of 5 to 6 feet.
The existing detention pond on the west side of the existing building will be decreased
approximately 9,175 square feet to allow for the building expansion and extension of the
concrete paved truck turnaround area.
2.1.4 Existing Pavement Improvements
We understand that asphalt parking improvements and possible replacement of the
concrete pavement in the existing truck loading dock area are planned. At this site these
areas include the main access ways that are located parallel and perpendicular to the front
of the Wal-Mart building along with the access road on the east side of the building.
3

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville. NC June 30, 2008
2.2 SITE INFORMATION
S&ME performed the original geotechnical exploration for the existing Sam's Club in
1993. This report is included in the Appendix. We understand the existing building and
parking were constructed in 1996. The site currently consists of the existing 111,764 square
feet Sam's Club building with associated parking and a heavy duty concrete truck loading
dock area. A detention pond exists on the west side of the existing building. Site
photographs are included in Appendix V.
The existing building is a metal sided building with steel columns supporting roof loads by
means of steel joist girders and steel barjoists. We understand that the existing building
foundations are supported on shallow foundations designed for an allowable bearing
pressure of 1,500 pounds per square foot. The footings are underlain by 2 feet of clean
NCDOT No. 67 stone placed within the footing dimensions. We understand that the existing
floor slab is subgrade supported. The structural plans for the original building indicate 5 feet
of uncompacted surcharge fill was to be placed in the building and expansion areas for a
period of 2 to 3 months. The location and dimensions of the proposed expansion at that time
and the actual amount of time the surcharge was left on the building pad is unknown.
The west side of the existing Sam's Club, in the area of the proposed building expansion, is
currently grassed. A 10 foot electric easement exists in the center of the proposed expansion.
The west side of the proposed building expansion will extend into a portion of the detention
pond. A metal fence and bushes line the existing detention pond. Based on our geotechnical
report for the original construction, excavation depths for the detention pond were on the
order of 6 feet. Water was observed in the detention pond at time of exploration.
The east side of the site, where the new parking area and detention pond will be constructed,
is mostly open with some trees. An approximately 24-inch reinforced concrete pipe(RCP)
daylights near sounding P-2 and appears to exist along the east side of the existing parking
area. Based on utility locating performed by North Carolina One-Call,multiple
telecommunication utilities exist throughout this area.
The proposed Sam's Gas Station will be located on an open grass lot on the southwest
portion of the site. An approximately 20 foot by 20 foot depression exists on the northeast
comer of this lot. We understand that this area has been sinking over time and filling the
depression with material to keep it level with the existing ground surface has not worked. It
appears this depression is associated with a storm water yard inlet. The continuation of loss
of soil would indicate that there is an open pipejoint or broken section of pipe in this area.
3.0 EXPLORATION PROGRAM
The exploration program included a visual site reconnaissance, performance of 20 cone
penetration test (CPT) soundings, pavement evaluation survey, 8 asphalt/concrete corings
4

Subsurface Exploration Report SBME Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30.2008
and in-place California Bearing Ratio (CBR) tests, and laboratory testing. CPT
sounding/coring locations were selected and located in the field by S&ME personnel
estimating distances and right angles from existing site features. Approximate
sounding/coring locations are shown on Figure 1 in the Appendix.
3.1 CONE PENETRATION TEST (CPT) SOUNDINGS
Eleven (B-1 through B-9, B-8A, B-9A) CPT soundings were advanced to cone refusal
depths ranging from approximately 26 to 28 feet below the existing ground surface in the
proposed building expansion and to approximately 25 below the existing ground surface
in the proposed Sam's Gas Station. CPT soundings B-8A and B-9A were performed in
close proximity to soundings B-8 and B-9 to further evaluate the very soft soils
encountered in the proposed gas station. Nine (P-1 through P-4, DP-1 through DP-5) CPT
soundings were also performed to depths ranging from approximately 10 to 17 feet below
the existing ground surface in the proposed parking area and approximately 16 to 18 feet
in the proposed detention pond.
The cone penetration test (CPT) soundings were advanced using a hydraulically-powered
Vertek unit mounted on an all-terrain carrier. The cone penetration test consists of
hydraulically pushing a steel cone of specific dimensions into the ground. The cone used
has a tip area of 15 cm and a sleeve friction area of 150 em2. The piezometer consists of
a 5 min plastic porous element located immediately behind the cone tip. As the cone is
advanced, electronic sensors continuously measure and record tip resistance, sleeve
friction, and pore water pressure. The recorded CPT data was then used to approximate
soil stratigraphy, soil behavior types, and other soil parameters. Two dissipation tests
were performed in soundings B-5 and B-7 at approximate depths of 21.5 and 14 feet,
respectively, beneath existing ground surface. Shear wave velocity testing was performed
on five foot intervals in sounding B-3. MacroCore®-type soil samples were also obtained
in soundings B-2, B-4, DP-1, and DP-4 from the ground surface to a depth of 4 feet with
CPT testing equipment. One bulk sample of upper soils was obtained from boring DP-2.
Cone penetration testing was performed in general accordance with ASTM D 5778.
All sounding holes were observed for groundwater at completion of drilling and several
after twenty-four hours through temporary piezometers. MacroCore°-type and bulk
samples were returned to our laboratory for quantitative testing and visual classification
in accordance with Unified Soil Classification System guidelines.
A Table of CPT Sounding Test Locations, Summary of CPT Samples, Cone
Penetrometer Test Results, Pore Pressure Dissipation Test Results, and Shear Wave
Velocity Test Results are included in the Appendix. Ground surface elevations are not
shown on the test results since topographic information was not available. Soil types
presented on CPT sounding logs are more representative of soil behavior characteristics
than traditional soil classification that is based on grain size and plasticity.
5

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville. NC June 30,2008
3.2 PAVEMENT EVALUATION SURVEY
A pavement evaluation survey was performed to observe the condition of the existing
asphalt and concrete pavement. The evaluation survey consisted of noting areas of
medium to high severity stress, measuring their approximate dimensions, and taking
photographs. Areas of distress were noted in accordance with the FHWA LTTP Distress
Identification Guide (Publication No. FHWA-RC-05-001, August 2005). A summary
table of medium to high severity distress areas along with pavement evaluation survey
photographs are provided in the Appendix.
3.3 CORING/IN-PLACE CALIFORNIA BEARING RATIO (CBR) TESTING
S&ME cored the existing asphalt at seven test locations and existing concrete at I test
location. After coring, the asphalt/concrete thicknesses were measured. Within each
corehole S&ME performed dual mass DCP testing in general accordance with ASTM
D6951-03 to an approximate depth of 3 feet below the bottom of pavement.
The dual mass DCP consists of a steel extension shaft assembly with a 60 degree
hardened steel cone tip attached to one end. The tip is driven into the subgrade by
dropping an 8 kilogram (17.6 pounds) dual mass hammer 575 millimeters (1.9 feet). The
depth of penetration is measured at selected hammer drop intervals and recorded values
are converted to California Bearing Ratio (CBR) values through correlations used by the
North Carolina Department of Transportation (NCDOT).
After performance of the dual mass DCP tests, the existing aggregate base course(ABC)
stone was excavated and thicknesses were measured. S&ME personnel performed hand
auger borings to approximate depths ranging from 2 to 2.5 feet below the CABC stone at
each of the test locations. Soils encountered in hand auger borings were visually
classified and representative samples brought back to our laboratory for testing.
Boreholes were backfilled with auger cuttings upon completion of hand auger borings
and coreholes were patched with cold patch asphalt or grout.
3.4 LABORATORY TESTING
Laboratory testing was performed on bulk and MacroCore°-type samples of near surface
soils obtained from within and near CPT soundings along with samples of subgrade soils
from within the coreholes where in-place CBR testing was performed. Laboratory testing
included standard Proctor moisture-dry density, California Bearing Ratio (CBR), organic
content, pH, resistivity, natural moisture content, Atterberg limits (plasticity index), and
grain size analysis tests. All laboratory testing was performed in general accordance with
applicable ASTM standards.
6

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville. NC June 30 2008
4.0 AREA GEOLOGY/SOIL SURVEY/CLIMATE
4.1 AREA GEOLOGY
The site is located within the Coastal Plain physiographic and geologic province of North
Carolina in Onslow County. The Coastal Plain geologic region has been formed during
past transgressive and regressive movements of the ocean into and out of North Carolina.
As such, the Coastal Plain province is characterized by subdued topographic features in
flat, low-lying terrain. The primary geologic formation within the depth of exploration at
this site is the River Bend formation. The River Bend formation is a marine deposit
typically consisting of limestone overlain by interbedded hardened sandy limestone.
Based on the cone penetration test (CPT) soundings, it appears the River Bend formation
exists at an approximate depth of 25 to 30 feet below the existing ground surface at this
site.
4.2 SOIL SURVEY
S&ME reviewed the Onslow County Soil Survey provided by the United States
Department of Agriculture, Soil Conservation Service to obtain near surface soil
classification information for the subject site. The subject site lies in the Goldsboro
Series. The Goldsboro Series consists of moderately-drained soils on uplands that formed
in moderately fine textured sediments. Slopes in the Goldsboro Series typically range
from 0 to 2 percent. The near surface soils consist of sands and sandy clays which are
noted to be medium to strongly acid.
4.3 CLIMATE
Based on the U.S. Department of Commerce Climate Atlas of the United States, the
months of July and August generally receive more precipitation, through predominantly
thunderstorms, than the remainder of the year. October through April typically receive
less precipitation. The first freezing day (32' or below) is typically late October, and the
last freezing day is the beginning of April. A tabulation of climatic data for the
Jacksonville, North Carolina area is included in Appendix 1.
5.0 SITE CONDITIONS
5.1 SUBSURFACE CONDITIONS
The subsurface conditions at this site consist of the following based on soil test borings
performed during the original geotechnical exploration and cone penetration test (CPT)
soundings performed during this subsurface exploration.
7

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30 2008
Approximately 3 inches of grass/topsoil was encountered at the ground surface of each
of the CPT soundings. Below the grass/topsoil, approximately 1 to 2.5 feet of fill
materials were encountered in soundings B-I through B-9. Based on CPT soil behavior
type (SBT) classifications, MacroCore-type samples, and tip resistance values, the fill
materials appear to consist of moderately to well-compacted clayey sands. Samples of
fill materials were visually observed as moist.
The typical subsurface profile consists of the following:
Top Bottom Average
Depth Depth Soil Behavior Type CPT Tip
(feet) (feet) Resistance
(tsf)
0 1 —2.5 FILL: Loose to Medium Dense Clayey 25 — 75
Fine SAND, Moist
1 —2.5 1 5 - 7 Soft to Firm Sandy CLAY, Moist to Wet 8— 10
5 - 7 6 - 9 Loose to Medium Dense Clayey Fine 10—45
SAND, Wet
6- 9 16 — 18 Very Loose Clayey Fine SAND, Wet 3 — 10
16— 18 19 - 21 Medium Dense Clayey SAND, Wet 50—90
19 - 21 22 - 25 Soft to Firm Sandy CLAY, Wet 4— 15
22 —25 25 —28 Very Dense Clayey SAND (SC) 200 - >400'
/LIMESTONE
Cone refusal was typically encountered at tip resistances greater than 400 tsf
It should be noted that a layer of very soft material was encountered in CPT sounding B-
8 (Sam's Gas Station) from an approximate depth of 7 to 15 feet. Tip resistances of less
than 1 ton per square foot (tsf) were encountered throughout this layer indicating very
loose or very soft soils.
Water was encountered within the soundings after termination of sounding at
approximate depths ranging from 2 to 4 feet. Groundwater levels were measured at least
twenty-four hours after termination of sounding within temporary piezometers installed
in soundings B-1 through B-9, DP-1, and DP-4. Twenty-four hour water levels were
encountered at approximate depths ranging from 2 (DP-1) to 6 (B-4) feet. It is important
to realize that seasonal fluctuations in water levels do occur with changes in rainfall and
evaporation rates.
The above description of subsurface conditions is relatively brief and general. More
detailed descriptions of conditions at each sounding location are included on individual
Cone Penetration Test Records which can be found in Appendix II and Test Boring
Records included with the original geotechnical report in Appendix VII.
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5.2 LABORATORY TESTING
Laboratory testing included standard Proctor moisture-dry density, California Bearing
Ratio (CBR), organic content, pH, resistivity, natural moisture content, Atterberg limits
(plasticity index), and grain sire analysis tests. Results for the individual laboratory tests
are included in Appendix IV.
A standard Proctor moisture-density test was conducted on the bulk sample of near
surface soils obtained near sounding DP-2. A maximum dry density of 116 pounds per
cubic foot and optimum moisture content of 12.9 percent were determined using the
ASTM D 698 Method A testing procedure.
A California Bearing Ratio (CBR) test was performed on a recompacted bulk sample of
the near surface soils obtained near sounding DP-2. The test specimen was recompacted
to about 95 percent of the standard Proctor maximum dry density at approximately the
optimum moisture content and soaked for 96 hours. The test specimen swelled
approximately 0.1 percent after being soaked for 96 hours. A California Bearing Ratio of
7.6 percent was recorded for the soaked sample.
Organic content testing was performed on a bag sample of subgrade soils obtained in-
place at CBR test location C-7 from 1.5 to 2.5 feet. Organic content testing indicated the
sample contained 6.7 percent organics.
pH and resistivity testing was performed on bag samples of subgrade soils obtained from
test locations C-1 and C-8, which were performed near the proposed building expansion
and Sam's Gas station footprints. pH testing indicated pH values of 5.1 to 7.1. Resistivity
testing performed on samples soaked for 24-hours indicated resistivity values ranging
from 1,395 to 1,524 ohm-cm.
Natural moisture content tests performed on the bulk, MacroCore°-type, and subgrade
samples obtained from the in-place CBR test locations showed moisture contents ranging
from 12.7 to 44.6 percent. Based on the standard Proctor optimum moisture content of
the bulk sample, natural contents of near surface soils are near to significantly wet of
their optimum moisture content. Natural moisture content testing performed on a bag
sample of aggregate base course (ABC) stone obtained from test location C-7 indicated a
a moisture content of 6.4 percent. This moisture would appear to be near or slightly wet of
the stone's optimum moisture content.
Atterberg limit testing was performed on the bulk sample of near surface soils obtained
near sounding DP-2, MacroCore°-type samples obtained from CPT soundings B-4, and
DP-2, and near surface samples obtained from in-place CBR test locations C-3 and C-8.
Testing indicated liquid limits ranging from 30 to 40%, plastic limits ranging from 15 to
21%, corresponding to plasticity indices ranging from 12 to 19%. Testing indicates the
tested soils have low plasticity characteristics.
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Grain size analysis testing was performed on the bulk sample of near surface soils
obtained near sounding DP-2. Grain size analysis testing indicated the bulk sample
consists of approximately 57 percent fines (silt/clay) and 43 percent fine sand.
5.3 EXISTING PAVEMENT CONDITIONS
5.3.1 Existing Pavement Surface Evaluation
We understand the existing pavement is 12 years old. Based on the original geotechnical
report, light duty and heavy duty pavement areas were design for 20-year design life
traffic loadings of 14,600 and 335,800 18-kip equivalent single axle loads (ESALs),
respectively. Based on this information,we interpolate that light and heavy duty
pavements have been subjected to approximately 8,760 and 201,480 ESALs,
respectively, at the time of this report.
Based on our site reconnaissance, the majority of the existing asphalt and concrete
pavements appear to be in relatively good condition. Typical of asphalt pavement this
age, low severity oxidation (stripping) of the asphalt surface has occurred and if left
untreated will show signs of more rapid oxidation and deterioration in the coming years.
Further oxidation causes the pavement to lose its strength and become more brittle,
leading to low to moderate severity fatigue cracking. This cracking can provide avenues
for water penetration and softening of subgrades. Softening of subgrades can lead to high
severity distresses necessitating removal and replacement.
The following moderate to high severity distresses were observed. These areas are noted
on the Pavement Evaluation Survey(Figure 2) in the Appendix.
High Severity Fatigue Cracking
High severity fatigue cracking (commonly referred to as "alligator" or"chicken-wire"
cracking due to its cracking pattern) exists in areas labeled 2, 3, 4, 5, 7, and 9 on Figure 2.
Theses areas ranged in size from approximately 400 to 1,400 square feet. Some of the
causes of high severity cracking include high traffic loading, weak subgrade conditions,
and asphalt concrete with high void ratios. Pictures 2, 3, 4, 5, 6, 7, 10 and 11 in Appendix
III show areas of high severity fatigue cracking.
Moderate Severity Fatigue Cracking
Moderate severity fatigue cracking exists along the east entrance drive labeled as area 6
on Figure 2. This area is approximately 7,600 square feet. The moderate severity fatigue
cracking in this area is likely a result of high traffic loading. Pictures 8 and 9 in Appendix
III show areas of moderate severity fatigue cracking.
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Moderate Severity Rutting
Moderate severity rutting transverses the access drive in front of the existing building
near the building's southwest corner. The rutting appears to exist above an underground
utility and has been previously patched. This area is approximately 430 square feet with
rut depths ranging from % to '/4 inch. Typically rutting over utilities is a result of poorly
compacted backfill placed above the utility. Picture I in Appendix III shows the moderate
severity rutting described above.
Moderate Severity Longitudinal (Non-Wheel Path) Cracking
Moderate severity asphalt longitudinal cracking outside of the wheel path was observed
in areas 8 and 10 shown on Figure 2. These cracks range in length from approximately
435 to 570 feet. The longitudinal cracks appear to exist along paving joints between
asphalt paving runs. Pictures 12, 13, 16, and 17 in Appendix III show the moderate
severity longitudinal cracking in asphalt pavement.
Moderate severity longitudinal cracking was also observed in the concrete turnaround
area (see area 12 on Figure 2). The longitudinal crack is approximately 50 feet long and
exists approximately 2 feet from a contraction (saw)joint. The contraction joint nearest
this crack is approximately 17 feet from the next closest joint in its perpendicular
direction. Typical joint spacing throughout the concrete paved areas is 13 to 15 feet. This
indicates that the contraction joints spacing in this area near the longitudinal crack are
greater than the maximum required spacing. The longitudinal crack has served as the
stress relief of the slab instead of it occurring along the saw joint. Pictures 21 and 22 in
Appendix III show the moderate severity longitudinal cracking in concrete pavement.
High Severity Concrete Spalling
High severity concrete spalling is present in the concrete turnaround area(see area 1 1 in
Figure 2). Concrete spalling occurs when relatively incompressible objects lodge within
joints, not allowing the joint to move with thermal changes. Typical contraction and
expansion movements at the joints cause these objects to spall the concrete. Traffic over
the open and weakened joints increases the spalling problems. High severity spalling
exists along a total of approximately 110 linear feet of joints within the concrete
turnaround area. Pictures 18, 19, and 20 in Appendix III show the high severity concrete
spalling in concrete pavement.
5.3.2 Asphalt/Concrete Coring Results
The following table presents asphalt, concrete, and ABC stone thicknesses measured
during coring operations along with an estimated structural equivalency value for the
asphalt pavement.
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Subsurface Exploration Report SWE Project No. 1051-08-173
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Estimated
Test Traffic Asphalt Concrete ABC Stone Structural
Location Loading Thickness Thickness Thickness Equivalency
(inches) (inches) (inches) Value of
Pavement
C-1 Heavy Duty 3.0 - 11.0 2.6
C-2 Light Duty 2.25 - 7.0 1.8
C-3 Light Duty 1.75 - 4.5 1.2
C-4 Light Duty 1.75 - 4.0 1.2
C-5 Heavy Duty 3.0 - 3.0 2.0
C-6 Light Duty 2.25 - 5.0 1.5
C-7 Heavy Duty 3.0 - 11.0 2.6
C-8 Heavy Duty - 7.25 8.0 -
New asphalt surfaces and base stone are typically given structural equivalency values of
0.44 and 0.14, respectively. Because of the asphalt surface age we have assigned the
existing asphalt a structural equivalency value of 0.35. For the base stone we have
assigned a structural equivalency value of 0.14. As previously mentioned, ABC stone
obtained from test location C-7 indicated a natural moisture content of 6.4 percent based
on laboratory testing.
Based on the asphalt corngs performed, light and heavy duty pavement areas have
average structural equivalency values of 1.4 and 2.4, respectively.
5.3.3 Existing Pavement Subgrade Conditions
Dual mass dynamic cone penetrometer (DCP) testing and hand auger borings performed
through existing pavement subgrades indicated the subgrade soils typically consist of
loose to medium dense clayey sands and very soft to firm sandy clays. The moisture
contents of the subgrade soils transition from moist to wet with depth as the groundwater
table is approached. Based on dual mass DCP testing the subgrades have a typical CBR
value of about 5 percent.
The subgrade beneath the pavement at test location C-7 consists of black sandy clay with
a relatively high amount of wood fragments and other organics. Organic testing
performed on the bag sample obtained from 1.5 to 2.5 feet indicated an organic content of
6.7 percent. This material is unsuitable for pavement subgrade support.
6.0 CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon review of test borings,
coring, in-place CBR tests, laboratory data, our engineering analysis, our understanding of
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Subsurface Exploration Report SBME Project No. 1051-08-173
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the proposed construction, and past experience with similar projects and subsurface
conditions. If structural loads or site grades are significantly different from those presented
in this report, we should be contacted to review and comment upon the recommendations of
this report so that they may be confirmed, extended, or modified as necessary. Additionally,
if subsurface conditions adverse to those indicated by this report are encountered during
construction,those differences should be reported to us for review and comment.
The subsurface exploration findings indicate the site is adaptable for the proposed
construction. Our geotechnical conclusions and recommendations include the following:
• Five feet of surcharge fill loading will be required in the canopy and kiosk areas
of the proposed gas station and in the building expansion where more than 2 feet
of fill will be required. We anticipate a waiting period of 30 to 45 days will be
required for fill surcharges to sufficiently preload the underlying soft sandy
clays.
• We recommend the building expansion shallow foundations be supported on a
Geopier ]mpact System consisting of vertical displacement Rammed Aggregate
PiersTM (RAPS). The specialty contractor should indicate to the structural
engineer the minimum distance required between existing foundations and new
foundations to avoid disturbance to existing foundations during construction.
Pre-drilling of the upper firm soils may be required to reduce this impact.
Vibration monitoring of the existing building west wall line is recommended
during installation of the impact piers.
• Assuming the surcharge fill loading is placed in accordance with the
recommendations of this report, the kiosk and canopy foundations in the gas
station may be designed as conventional spread footings using an allowable soil
I bearing pressure of 2,500 pounds per square foot.
• Floor slabs may be supported as a slab-on-grade bearing on 6 inches of
compacted ABC placed on the prepared soil subgrade. Based on CBR test results
I we recommend a design subgrade reaction modulus of 150 pounds per square
inch per inch.
• The proposed tanks will be exposed to buoyancy forces associated with shallow
groundwater levels. Based on cone penetration test (CPT) soundings performed
in the gas station area, groundwater levels typically exist at approximate depths
of 2.5 to 3 feet below the existing ground surface.
• Based on shear wave velocity data and the 2006 North Carolina Building Code,
the site is considered a seismic site class D.
• Several utilities are present in the proposed detention pond area. These utilities will
need to be removed or re-routed in order to excavate the detention pond. Shallow
groundwater also exists in this area.
• The majority of the asphalt pavement areas are in relatively good condition.
However, in order to meet Sam's Club requirements, an overlay will be required
in asphalt pavement areas which are currently in relatively good condition.
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• Medium to high severity fatigue cracking within asphalt pavements was observed
in several areas. We recommend that the existing asphalt and stone be removed
from any areas where medium to high severity fatigue cracking is present. Once
the existing asphalt and stone have been removed, subgrade soils should be
evaluated for pavement support suitability. if the subgrades are determined to be
unsuitable, these areas should be undercut to suitable soils and then replaced with
properly compacted ABC stone.
• The existing concrete in the truck loading dock area is in relatively good condition.
However, cleaning, routing of spalled joints and sealing of joints and cracks will
be required.
The following paragraphs present more detailed conclusions and geotechnical
recommendations regarding site development and building and pavement construction.
When reviewing these recommendations, please note that the site has been previously
developed. Past experience with previously developed sites indicates that unexpected
conditions can exist. These may include areas of poorly compacted fill, deleterious
materials within the fill, active or abandoned underground utilities, and other conditions.
Such conditions, if encountered, can be handled by engineering evaluations made in the
field.
6.1 SITE PREPARATION
6.1.1 Site Preparation — General
Subgrade preparation will be difficult during periods of extended rainfall and cold
temperature that generally occur during the typically wetter months of late fall, winter,
I and early spring. This difficulty in grading will result from the near surface fine grained
soils found on the site and the difficulty of drying these soils during those months. In a
wet of optimum condition these clayey soils tend to rut and pump under continued
I rubber-tired traffic. To reduce potential earthwork problems, construction should be
scheduled during the drier months of May through October, if possible. If grading during
wetter months is attempted, more undercutting and replacement will be necessary to
eprepare subgrades adequately for new pavement and building slab-on-grades. .
6.1.2 Site Preparation — New Construction
General
Site preparation for new construction should be initiated by removing topsoil,
I construction debris, and any other unsuitable materials from the proposed new
construction areas.
Based on our site reconnaissance, underground utilities are located within the proposed new
construction areas. All existing underground utility lines should be relocated outside
proposed building limits. Past experience indicates that poorly compacted fill soils are often
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Subsurface Exploration Report SWE Project No. 1051-08-173
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located within utility trenches. For utilities that are to be removed, we recommend that
trenches be cleaned of all backfill soils and backfilled with structural fill compacted to levels
recommended in this report. If certain utility lines must remain in place in their current
location, we recommend that the suitability of trench backfill be evaluated on a case-by-case
basis.
After surface materials have been removed and underground utilities relocated in
proposed building areas, the proposed new construction should be cut to grade and areas
at grade or areas to receive fill should be proofrolled with a loaded dump truck or similar
pneumatic tire vehicle (minimum loaded weight of 20 tons) to identify areas requiring
subgrade repair. Areas of the subgrade that rut or deflect excessively in the opinion of
the project geotechnical engineer should be repaired. Possible repair measures may
include discing/drying/recompacting, undercutting and replacement with suitable fill or
stone, or some combination of the above.
6.1.3 Site Preparation — Pavement Areas to be Replaced
Site preparation for the pavement areas to be replaced should begin with the removal of
existing asphalt by saw cutting at least one foot outside fatigued areas. Once the asphalt
has been removed, the ABC stone and subgrade should be evaluated by a geotechnical
engineer or his representative for pavement support. This evaluation should be done by
proofrolling (if accessible) using a fully loaded tandem axle dump truck and checking
ABC stone thickness. Any areas which are observed to rut, pump or deflect excessively
during the proofrolling process and fail to density with continued rolling should be
repaired as determined in the field by the geotechnical engineer. In confined areas
subgrades should be evaluated by using probing tools and hand auger and dynamic cone
penetrometer(DCP) testing. Repair of unstable soils may include discing, drying and
recompaction of in-place soils or undercutting and replacement with ABC stone, or a
combination of the above.
6.2 EXCAVATIONS
6.2.1 Excavations — General
Based on the CPT soundings natural soils consisting of low to moderate consistency
sands and clays were encountered at the site within the expected depths of earthwork
activities. Past experience indicates that these materials can be excavated by conventional
earth moving equipment. Local excavation for shallow utility trenches and foundations
I can be accomplished with a conventional backhoe. Deeper excavations will require large
backhoe equipment.
Care should be taken in excavating footings or utilities adjacent to the existing structure
so as not to undermine existing footings. With the use of impact piers for support of
column and wall footings for the new expansion some separation of the new footings
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Subsurface Exploration Report SWE Project No. 1051-08-173
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from the existing foundations will be required. The impact pier contractor should work
with the structural engineer in determining the separation needed to minimize vibrations
to the existing building.
New footings should not extend below the bearing level of the existing footings without
adequate separation or temporary shoring. The contractor should select the temporary
shoring method, if necessary. All excavations and shoring should be performed in
accordance with OSHA excavation guidelines.
6.2.2 Excavations — Below Groundwater
Excavations below groundwater should be anticipated for the proposed gas tanks and in
the proposed detention pond. Dewatering techniques will be required in these areas to
reach design grade. The contractor should be responsible for determine the means and
methods required for dewatering.
6.3 FILL PLACEMENT AND COMPACTION
After proper site preparation, areas requiring fill may be raised to their design subgrade
levels using on-site or off-site borrow materials. Laboratory testing on anticipated cut
materials from the proposed detention pond indicate moisture contents slightly to well
above optimum moisture. Laboratory testing also indicates these materials have are
clayey soils which will require significant drying time. As such, we recommend that off-
site soils borrow be used.
Off-site borrow soils should be free of construction debris and contain less than 3 percent
organics. Soils having Unified Soil Classifications of SW, SP, SP-SM, SP-SC, and SM
may be used as structural fill, provided compaction moisture is controlled. Borrow soils
should have a maximum liquid limit of 50 percent, maximum plasticity index of 20
percent, and standard Proctor maximum dry density of at least 100 pounds per cubic foot
(pcf). The moisture content of the fill soils should be maintained within 3 percent of
optimum moisture. All structural fill should be placed in 6 to 8 inch loose lifts and
compacted to at least 95 percent of the standard Proctor maximum dry density except
within the final foot of subgrade in building and pavement areas where this requirement
should be increased to at least 98 percent. Fill placement along the west wall of the
1 proposed expansion should extend at least 10 feet outside the building footprint.
Site preparation including subgrade repair and fill placement and compaction should be
monitored by a qualified soils technician working under direction of the geotechnical
engineer. During fill placement, a sufficient amount of in-place density tests should be
conducted to verify that compaction is in accordance with plans and specifications.
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6.4 SURCHARGE LOADING
An additional 5 feet of surcharge fill will be required in the kiosk and canopy area of the
proposed gas station and along the west side of the building expansion. The surcharge
should be placed such that its in-place moist unit weight is about 120 pounds per cubic
foot (pco. At least four settlement plates should be installed at the design subgrade
beneath each of the surcharges by the geotechnical engineer. The settlement plates should
be surveyed by the project surveyor twice a week from when placement of the surcharge
begins until when the surcharge is removed. The survey data should be provided to the
Igeotechnical engineer to determine when the surcharge can be removed.
6.4.1 Surcharge Loading — Gas Station
The surcharge in the proposed kiosk and canopy areas of the gas station is required to
pre-consolidate subgrade soils and soils being impacted by the foundation loading. This
preconsolidation will reduce the settlement due to structural loads and allow for the kiosk
and canopy to be supported on shallow foundations. Based on our settlement analysis
using an assumed column load of 40 kips, we have calculated total settlements on the
order of 1.5 inches beneath kiosk and canopy column foundations. In order to meet the
Wal-Mart maximum allowable total settlement criteria of inch, the existing soils will
need to be pre-consolidated to undergo 3/4 inch of settlement. Based on consolidation test
data from the original subsurface exploration report, we anticipate that a waiting period
of approximately 30 to 45 days will be required.
6.4.1 Surcharge Loading — Building Expansion
The surcharge along the northwest portion of the building expansion is necessary to
expedite the required waiting period associated with settlement due to the new fill
required on the east portion of the existing pond. Based on our analysis, total settlement
associated with new fill will be on the order of 1.5 inches. This settlement must be
realized before the footings and slab are constructed in this area. We recommend that the
area to be surcharged in the west portion of the building expansion extend 10 feet outside
the building footprint to 30 feet inside the footprint along the entire length of the west
wall of the proposed expansion. Based on consolidation test data from the original
subsurface exploration report, we anticipate that a waiting period of approximately 30 to
45 days will be required.
6.5 BUILDING EXPANSION
6.5.1 Foundations
Based on our exploration findings, review of the design drawings for the existing
building, and engineering analysis, the shallow foundations for the building expansion
should be supported on a Geopier Impact System consisting of vertical displacement
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Rammed Aggregate Pief"m (R.AP). The Geopier Impact System can be constructed in low
consistency soils with shallow groundwater levels to increase the allowable design
bearing pressure while reducing the total settlements to acceptable levels.
Improvement of the bearing soils for the shallow foundations by use of impact piers is
recommended due to the following reasons:
• We understand the existing building was surcharged to pre-consolidate the
subgrade soils to eliminate settlement due to the floor and fill load prior to
building construction. The design drawings note that the expansion area was to be
surcharged but we are unsure if this was accomplished or if it was done, where it
was placed. Surcharging now next to the existing structure could cause additional
settlement beneath the existing foundations and possible structural and floor
damage.
• If surcharge fill was placed and footing overexcavation of 2 feet and replacement
with washed stone was performed, as was done for the existing building,
approximately 1 to 1 % inch of total settlement beneath the foundations is
estimated. This is greater than Wal-Mart's maximum allowable total settlement of
3/4 inch.
The Geopier Impact Piers are constructed by pushing a mandrel and tamper foot using a
relatively large static force augmented by dynamic impact energy. The tamper foot
diameters vary from 12 to 16 inches. As the mandrel and tamper foot are advanced the
soils are displaced laterally. A sacrificial cap prevents soil from entering the tamper foot
and mandrel. After driving to the design depth, aggregate is installed through the mandrel
as the mandrel is lifted. The tamper foot is lifted approximately three feet and then driven
back down two feet, to form a one-foot thick compacted lift. Compaction is obtained
using static force and dynamic impact energy from the hammer. The impact hammer
densifies aggregate vertically and the beveled tamper head assists in transferring force
laterally during impact densification, resulting in pushing of aggregate against the
confined walls of the cavity. The nature of the soil is to "push back", creating significant
lateral pressure buildup in the matrix soil resulting in lateral confinement to the Geopier
elements. In addition to increasing shear resistance at the Geopier element perimeter, the
increased horizontal stress in the matrix soil improves the matrix soil and snakes it stiffer.
The actual spacing, diameter, length, and allowable bearing pressure should be
determined by a specialty contractor experienced with this method. A specialty contractor
we have worked with and has experience with Geopiers is GeoStructures (919-859-
5535). The specialty contractor should submit a proposed ground modification program
with associated cost.
We recommend that the system be designed for a minimum allowable bearing pressure of
3,000 pounds per square foot while limiting total foundation settlement to less than
inch, including the effect of the floor loading. The specialty contractor should provide
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Subsurface Exploration Report S&ME Project No. 1051-08-173
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the structural engineer with a minimum distance between the existing exterior foundation
line and first line of foundations in the new expansion. This distance will be required to
avoid effects associated with vibration and disturbance of existing foundations during
construction. Pre-drilling of the upper firm soils may be required to reduce ground
vibrations. Vibration monitoring of the existing west wall line should be performed
during the installation of the first column line of impact piers.
Footings should bear at least 18 inches below finish grade for bearing capacity and frost
penetration considerations. Also to prevent punching shear issues the wall and column
footings should have minimum dimensions of 18 and 24 inches, respectively.
6.5.2 Floor Slab
The building floor slab may be soil supported provided that our site preparation and fill
placement recommendations are implemented. A 10 mil vapor barrier should be placed
immediately beneath the concrete slab to provide a capillary barrier. We recommend that
6 inches of aggregate base course (ABC) stone be placed beneath the floor slab. ABC stone
should conform to the 2006 edition of the NCDOT"Standard Specifications for Roads and
Structures." ABC stone should meet requirements under Section 520, pages 5-10 through 5-
15 and Section 1010, pages 10-30 through 10-40. The ABC stone should be compacted to
at least 100 percent of its modified Proctor maximum dry density(AASHTO T-180, as
modified by NCDOT).
Based on laboratory CBR results and our past experience, a subgrade modulus of 150
pounds per square inch per inch (pci) should be available for soil subgrades beneath the
floor slab prepared in accordance with the recommendations of this report. We expect no
vertical rise of the floor slab, due to soil swelling. Based on a settlement analysis performed
with a maximum uniform floor slab load of 325 pounds per square foot (250 psf live load+
75 psf dead concrete floor load) we anticipate total settlement of the floor slab will be or
less. We recommend that the column and wall foundations be separated from the floor slab
to allow for relative movement.
6.6 GAS STATION
6.6.1 Kiosk and Canopy Foundations
Based on our exploration findings and assuming the surcharge fill is placed in accordance
I with section 6.4, the kiosk and canopy for the proposed gas station may be supported on
shallow spread footings bearing in the well compacted fill or suitable undisturbed soils.
Foundations for the kiosk and canopy may be designed for a net allowable bearing
pressure of 2,500 pounds per square foot. In order to achieve this bearing pressure we
recommend the footings be overexcavated 2 feet below design bearing elevations, neat-
line dimensions of the footings, and the excavated soils replaced with compacted
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NCDOT No. 57 stone. The footings should bear as high as possible in the upper firm
soils to take advantage of these better soil conditions. Footings should be embedded 18
inches below exterior grade for bearing capacity and frost penetration considerations.
As presented in Section 2.2 of this report, there is an approximately 20 foot by 20 foot
depression in the northeast comer of this lot. We understand that this area has been sinking
over time and filling the depression with material to keep it level with the existing ground
surface has not worked. It appears this depression is associated with a storm water yard inlet.
The continuation of loss of soil would indicate that there is an open pipe joint or broken
section of pipe in this area. This junction box and piping will need to be removed from the
building and pavement areas and any voids or unsuitable soils replaced with compacted fill.
All foundation excavations should be evaluated by the geotechnical engineer or his
representative during overexcavation and prior to placement of the clean stone. This
evaluation should include the performance of shallow hand auger borings with dynamic
cone penetrometer testing to verify that footings are underlain by suitable bearing
materials. If soft or otherwise unsuitable bearing soils are encountered below the 2 foot
overexcavation level, additional undercut and stone replacement may be necessary.
If surface water runoff collects in any excavation, it should be removed promptly or drained
with tail ditch drains to prevent softening of foundation supporting soils. Care should be
exercised during construction of foundations in order not to disturb bearing soils and reduce
their bearing strength. Concrete for the footings should be placed as soon as practical
following excavation. If concrete placement is delayed, placement of a concrete "mud
mat" should be considered.
6.6.2 Settlement
A settlement analysis for kiosk and canopy foundation was performed using an assumed
column load of 40 kips, test boring data, and engineering analysis. Based on our analysis
and assuming approximately 1/4 inch of settlement will occur during surcharge loading,
total settlements of less than '/4 inch beneath columns and differential settlements of
approximately %s inch or less are anticipated for the foundations bearing on the 2 feet of
NCDOT No. 57 stone.
6.7 UNDERGROUND GAS TANKS
We understand that six underground gas storage tanks will be installed to depths on the
order of 16 feet in the proposed gas station. Significant buoyancy forces must be taken
into account when designing and installing these tanks. Groundwater levels in this area
were encountered at depths ranging from 2.5 to 3 feet below the existing ground surface.
Installation of the tanks will require groundwater dewatering and probably a braced
excavation due to the very soft soils found from 6 to 16 feet. Design of a braced
I
20
I

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30 2008
excavation system must take into account the high groundwater, dewatering measures,
the very soft soil conditions, the marl encountered at about 26 feet and earth and
hydrostatic pressures on the wall. In our opinion an open excavation may not be possible
at this site to install the tanks.
6.8 SITE SEISMICITY
Based on results of cone penetration testing, shear wave velocity testing, and information
provided in section 1615 of the North Carolina Building Code, it is our opinion the site
Ishould be considered as Class D with respect to seismic design considerations.
6.9 CORROSION AND REACTIVITY POTENTIAL
Laboratory testing of bulk soil samples indicates resistivity values ranging from about
1,395 to 1,524 ohm-centimeters and pH values ranging from 5.1 to 7.1. It has been our
experience that soils with the above resistivity values are generally considered to have
corrosion potential. As such, it is our opinion that any underground metal pipes will
require cathodic protection. Type I Portland cement may be used with sufficient cover to
protect reinforcing steel.
6.9 PAVEMENT RECOMMENDATIONS
Pavement design procedures are based on the "AASHTO Guide for Design of Pavement
Structures, 1993"and associated literature. S&ME also reviewed Wal-Mart's
requirements and design criteria for pavement design of a Sam's Club. The following is a
summary of pavement design criteria for a Sam's Club and Gas Station that has been
provided in the "Geotechnical Investigation Specifications and Report Requirements
(including gas station)"dated March 7, 2008. Our analyses were based on these design
criteria.
Standard Duty Pavement Design Criteria — Parking
A design life of20 years, based on an ESAL (18 kip) load of43,800,
terminal serviceability=2.0, reliability= 85%, initial serviceability=4.2,
standard deviation=0.45 for flexible pavements and 0.35 for rigid
pavements.
Standard Duty Pavement Design Criteria — Gas Station
A design life of 20 years, based on an ESAL (18 kip) load of 73,000,
terminal serviceability= 2.0, reliability= 85%, initial serviceability=4.2,
standard deviation= 0.45 for flexible pavements and 0.35 for rigid
pavements.
21

Subsurface Exploration Report S&ME Project No. 1051-08.173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30 2008
Heavy Duty Pavement Design Criteria — Access Drives/Gas Station
A design life of 20 years, based on an ESAL (18 kip) load of 335,800,
terminal serviceability= 2.0, reliability= 85%, initial serviceability=4.2,
standard deviation= 0.45 for flexible pavements and 0.35 for rigid
pavements.
6.9.1 Rigid Pavement— Truck Turnaround Area and Sam's Gas Station
S&ME has performed a rigid pavement design for the extension of the truck turnaround area
and Sam's Gas Station. The rigid pavement design,based on the above traffic volumes, was
performed to accommodate heavy vehicle loads in the loading dock and gas station areas.
The design is based on a soil subgrade prepared to 98 percent of the standard Proctor
maximum dry density. The compressive strength of the concrete was assumed to be 4,000
psi. A modulus of subgrade reaction of 150 Pei was used for design assuming that 6 inches
of aggregate base course (ABC) stone will be placed and compacted beneath the concrete
pavement. We have also assumed that load transfer along the contraction (saw)joints will be
handled by aggregate interlock. Where cold joints exist(construction and expansion joints)
and traffic will be crossing these joints, smooth dowels should be installed across these
joints.
Based upon the supplied traffic data, the following represents our recommendations for
design of rigid pavements.
Rigid Pavement Heavy Duty
Concrete (4,000 psi) 7 inches
Aggregate Base Course(ABC) Stone 6 inches
Maximum Joint Spacing 15 feet
All materials and construction methods should conform to the 2006 edition of the NCDOT
"Standard Specifications for Roads and Structures. " The aggregate base course stone
should consist of stone meeting the requirements under Section 520, pages 5-10 through 5-
15 and Section 1010, pages 10-30 through 10-40. The base course stone should be
compacted to at least 100 percent of the maximum dry density as determined by the
modified Proctor compaction test,AASHTO T-180 as modified by NCDOT. To confirm
that the base course stone has been uniformly compacted, in-place density tests should be
performed by a qualified soils technician and the area should be thoroughly proofrolled
under his observation.All saw joints should be cut to a depth of at least '/a the concrete
thickness.
22

Subsurface Exploration Report S&ME Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30 2008
6.9.2 Flexible Pavement — New Parking Area and Gas Station
A pavement analysis was performed based on Sam's Club and Sam's Gas Station design
criteria to determine necessary pavement thicknesses for the new parking and gas station
areas. A California Bearing Ratio (CBR) value of 5 percent was assumed for this
pavement design assuming the in-place subgrade soil is compacted to at least 98 percent
of its standard Proctor maximum dry density. Based on the pavement analysis and
provided subgrades are properly prepared in accordance with our recommendations, the
following pavement and aggregate base coarse (ABC) stone thicknesses should be
suitable to support anticipated vehicle traffic:
Material Standard Du inches HeavyDu inches
Asphalt Surface Course 1.0 2.0
SF-9.5A 5-9.5B
Asphalt Intermediate Course 2.0 2.0
5-9.513 5-12.5C
Aggregate Base Course (ABC) 6.0 10.0
Stone
The most important factors regarding pavement performance are the condition of
subgrade soils at time of construction and post construction drainage. We recommend
that all pavement subgrade areas be evaluated prior to crushed stone placement. Any
areas which deflect or rut during proofrolling must be repaired prior to stone placement.
All materials and construction methods should conform to the 2006 edition of the NCDOT
"Standard Specifications for Roads and Structures. " The aggregate base course stone
should consist of stone meeting the requirements under Section 520,pages 5-10 through 5-
15 and Section 1010, pages 10-30 through 10-40. The base course stone should be
compacted to at least 100 percent of the maximum dry density as determined by the
modified Proctor compaction test,AASHTO T-180 as modified by NCDOT. To confirm
that the base course stone has been uniformly compacted, in-place density tests should be
performed by a qualified soils technician and the area should be thoroughly proofrolled
under his observation.
The asphaltic concrete surface course should consist of Superpave types SF-9.5A or S-9.513
and the intermediate course should consist of Superpave type S-9.5B or 5-12.5C. Asphaltic
concrete should conform to Section 610, pages 6-27 through 6-51 in the 2006 edition of the
NCDOT"Standard Specifications for Roads and Structures. " Sufficient testing and
observation should be performed during pavement construction to confirm that the required
thickness, density, and quality requirements of the specifications are followed.
Although our analysis was based on a 20 year design life, our experience indicates that an
overlay may be needed in approximately 10 to 12 years due to nominal weathering of the
asphaltic concrete.Also, some areas could require repair in a shorter time period.
23

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30,2008
6.9.3 Existing Pavement Improvements
Based on our site reconnaissance, the majority of the asphalt pavement areas are in
relatively good condition. However, in order to meet Sam's Club traffic requirements,
an overlay will be required in asphalt pavement areas which are currently in relatively
good condition. Some asphalt areas are exhibiting severe cracking and will require
repair prior to overlay. We recommend that the distressed areas be repaired first, with
the surface of the repaired areas matching the existing pavement. After repairs are
completed, the entire asphalt parking area should be overlain.
Based on our site reconnaissance, the majority of the concrete paved truck loading areas
are in relatively good condition. Some concrete areas are exhibiting distress and will
require repair.
Both repair and overlay recommendations are provided in the following sections.
Asphalt Areas to be Replaced
We recommend that the asphalt and stone base in areas labeled in Figure 2 as Moderate
to High Severity Fatigue Cracking and Moderate Severity Rutting be removed and
replaced. After removing the stone base the subgrade soils should be evaluated by a
geotechnical engineer. Evaluation of the subgrade should consist of proofrolling with a
fully loaded tandem axle dump truck or other method deemed suitable by the
geotechnical engineer. In areas which are observed to rut, pump, or deflect excessively
during the proofrolling process and fail to density with continued rolling, we recommend
that the unstable subgrade soils be removed and replaced with compacted ABC stone or
select sandy backfill. In areas where proofrolling is not possible the subgrade soils
should be evaluated by hand augering and performing probing and dynamic cone
penetrometer testing of the soils. Based on this testing the geotechnical engineer can
determine if subgrade soils need undercutting and replacement with ABC stone. Based
on the hand auger borings performed through the corings in existing pavement,
undercutting of subgrade soils is anticipated near test locations C-3 and C-7. Undercut
depths should not extend more than 2 feet below existing subgrade elevations to avoid
undercutting below groundwater levels.
Asphalt areas to be repaired should be replaced with the design sections described in
section 6.9.2.
Asphalt Areas to be Repaired Prior to Overlay
Moderate severity asphalt longitudinal cracking outside of the wheel path was observed
in areas 8 and 10 shown on Figure 2. These cracks range in length from approximately
435 to 570 feet. The longitudinal cracks appear to exist along paving joints between
24

Subsurface Exploration Report S&ME Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion-Jacksonville NC June 30 2008
asphalt paving runs. Pictures 12, 13, 16, and 17 in Appendix III show the moderate
severity longitudinal cracking in asphalt pavement.
Prior to overlay, these cracks should be cleaned of soil and debris using compressed air,
and then sealed with rubberized asphalt sealant. Larger cracks may require a sand asphalt
mix to fill the crack.
Asphalt Areas to be Overlaid
For the remaining pavement areas in relatively good condition an overlay will be required
in order to meet Sam's Club requirements for a twenty year design life. The success of
the overlay will depend on the quality of the existing asphalt (i.e., amount of cracking in
the existing asphalt). Prior to overlay, we recommend that the entire paved area be
proofrolled with a loaded tandem axle dump truck under the direction of the geotechnical
engineer. Any areas which deflect or pump should be removed and replaced as described
in "Pavement Design-Areas to be Replaced".
Some areas of the existing pavement have age cracking,but we anticipate that they will
be stable during proofrolling (i.e. area 6 on Figure 2). In these areas, we recommend
placement of the overlays listed below. Our experience has been that unless overlays are
at least 3 to 4 inches or greater and crack relief layers are installed, some reflective
cracking can be expected. Thus with the overlays recommended to meet Sam's Club
structural requirements, some reflective cracking can be expected.
I In order to satisfy Sam's Chub requirements for a twenty year design life, overlay of the
existing parking and access drive areas should consist of the following:
Material Standard Duty inches Heavy Duty inches
Asphalt Overlay 1.0 2.0
SF-9.5A 5-9.513
In the areas to be overlaid the existing pavement will need to be cleaned with power
brooms and tacked in accordance with NCDOT standards to provide a proper bond with
the new and old pavements. The new pavement lanes should overlap previous paving
lanes (which are noticeable where longitudinal cracking has occurred) so that the existing
I joints do not line up with the overlain paving lane joints. Where overlays must tie into
existing structures we recommend that existing asphalt be milled so that the full depth
overlay can be placed. "Feathering" of the overlay is not recommended since the
feathered edge usually ravels and does not perform satisfactorily. The impact of the
overly to site drainage must be considered during site design.
Sufficient testing and observation should be performed during pavement construction to
confirm the required thickness, density, and quality requirements of the specifications.
25

Subsurface Exploration Report SWE Project No. 1051-08-173
Sam's Club Store#6573-04 Expansion—Jacksonville NC June 30 2008
Concrete Areas to be Repaired
High severity longitudinal cracking and concrete spalling is present in the concrete
turnaround area. Where joints are sound but openings of%4 inch or greater exist, we
recommend placement of a backer rod in the joint before a suitable elastomeric sealant is
placed. The joints should be cleaned with high pressure water or compressed air and
allowed to dry before placement of sealant.
Where spalling exists along joints, the loose concrete should be removed and the repaired
area cleaned of all soil and dust before placement of sealant. A sound and clean concrete
surface is paramount for sealant bonding to occur. An epoxy sealant with some rigidity
would appear to be best in this situation to provide joint support and load transfer. A
backer rod may also be needed in this situation. If a rigid sealant is used to repair this
area, the joint should be re-cut so it can once again work with thermal changes.
Where significant spalling has occurred, we recommend that the distress areas along the
joint be cut out and replaced with the rigid pavement section provided in section 6.9.1.
This will be a judgment call made in the field.
7.0 LIMITATIONS OF REPORT
This report has been prepared in accordance with generally accepted geotechnical
engineering practice for specific application to this project. The conclusions and
recommendations contained in this report were 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 submitted in this report are based, in part, upon the data
obtained from the geotechnical exploration. The nature and extent of variations between
and outside of the soundings made 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 any changes in the grades, nature, design, or location of the
proposed development are planned, the recommendations contained in this report should
be reviewed and modified or verified in writing. We strongly recommend that our firm
be provided the opportunity for general review of final design specifications to verify that
geotechnical recommendations are properly interpreted and implemented.
26

GEOTECHNICAL INVESTIGATION FACT SHEET
PROJECT LOCATION: 1170 Western Boulevard; Jacksonville,NC
Engineer: John Browning,P.E. Phone#: [phone]
Geotechnical Engineering Co.: S&ME. Inc. Report Date: June 30, 20OR
Ground Water Elevation: 2 to 4 feet Fill Soils Characteristics: See report -
Date Groundwater Measured: 'rime of drilling/After 24 hrs. Maximum Liquid Limit: 40
Topsoil Depth: 3 inches typical Maximum Plasticity Index: 19
Undercut(If Required): Soft soils in pavement and Specified Compaction: 95-98%Std. Proctor
floor slab areas and foundations
for eas station
Standard Proctor Results: Plots are attached Moisture Content Range: -3%to+3%of opt
pH: 5.13 to 7.13
Corrective actions required for construction based on pH level noted: None
Resistivity: 1,395 to 1,524 ohm-cm
Corrective actions required for construction based on resistivity level noted:
Cathodic protection required for underground metal pipes
Cement Type: Type I for Above-Grade Structures
Recommended base material:NCDOT Aggregate Base Course(ABC)Stone
Recommended Compaction Control Tests:
I Test for Each 5 000 Sq. Ft. each Lift(bldg. area)
1 Test for Each 10 000 Sq. Ft. each Lift (parking area)
Structural Fill Maximum Lift Thickness: 8 inches(Measured loose)
Subgrade Design CBR value=5 percent
As halt Concrete
Component StandardDut Heavy Dutv Heavy
� inches inches
(inches,
Base Material(ABC Stone) 6 10 6
Asphalt Base Course - - -
Asphalt Intermediate Course 2 (S-9.513) 2(S-I2.5C) -
As halt Surface Course/Concrete 1 (SF-9.5A) 2 S-9.5B) 7*
"Concrete thickness assumes load transfer handled by aggregate interlock except at construction and expansion joints where load
transfer dowels are recommended.
NOTE: This information shall not be used separately from the Subsurface Exploration Report dated June
30, 2008.

FOUNDATION DESIGN CRITERIA
PROJECT LOCATION: 1170 Western Boulevard: Jacksonville,NC
Engineer; John Browning, P.E. Phone#: [phone]
Geotechnical Engineering Co.: S&ME, Inc. Report Date:June 30, 2008
Foundation type: Building Expansion: Shallow Spread Footings supported on Geopier Impact System;
5 feet of surcharge fill for 30 to 45 days alone west wall of
expansion
Gas Station: Shallow Spread Footings after 5 feet of surcharge fill placed for 30 to
45 days; undercut and replace with 2 feet of NCDOT No. 57 stone
Allowable bearing pressure: Building Expansion: To be designed by Geopier specialty contractor
Gas Station: 2,500 Pounds Per Square Foot
Factor of Safety: 3
Minimum footing dimensions: Individual: 24 Inches Continuous: 18 Inches
Minimum footing embedment: Exterior: 18 Inches Interior: 18 Inches
Frost depth: 12 Inches
Maximum foundation settlements: Total: 3/4 Inch
Differential: 112 Inch
Slab: Potential vertical rise: 3/4 Inch or Less
Capillary Break describe: 10 mil vapor barrier immediately beneath concrete slab
Subgrade reaction modulus: 150 psi/in assuming 6 inches of ABC stone on top of subgrade
Method obtained: Correlation with CBR values
Active Equivalent Fluid Unit Weight: 50 pounds per cubic foot(pcf)
Passive Equivalent Fluid Unit Weight: 382 pounds per cubic foot(pcf)
Perimeter Drains (describe): Building: None Required
Loading Dock Walls: At-Rest Equivalent Fluid Unit Weight: 69 pcf
Coefficient of friction: 0.36(Ultimate)
COMMENTS:
I

FOUNDATION SUBSURFACE PREPARATION FOR SAM'S CLUB PAGE I
STORE #6573-04,JACKSONVILLE,NORTH CAROLINA
JUNE 30,2008
UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR
SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO
BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 10 FEET BEYOND THE BUILDING
EXPANSION, GAS STATION KIOSK AND CANOPY, AND APPURTENANCES.
APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER (REFER TO
DRAWING SHEET SP1), TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING
SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS,
CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. THE BASE
AND VAPOR BARRIER, WHERE REQUIRED, DO NOT EXTEND BEYOND THE LIMITS OF THE
ACTUAL BUILDING AND THE APPURTENANCES.
BUILDING EXPANSION
ESTABLISH THE FINAL SUBGRADE ELEVATION AT 10 INCHES BELOW FINISHED FLOOR
ELEVATION TO ALLOW FOR A 4 INCH SLAB, OR AT 11.5 INCHES BELOW THE FINISHED
I FLOOR ELEVATION TO ALLOW FOR A 5.5 INCH SLAB TO ALLOW FOR THE SLAB THICKNESS
AND A 6 INCH SUBBASE. THE SUBBASE SHALL CONSIST 6 INCHES OF AGGREGATE BASE
COURSE. AGGREGATE BASE COURSE SHALL MEET THE REQUIREMENTS UNDER SECTION
520, PAGES 5-10 THROUGH 5-15 AND SECTION 1010, PAGES 10-30 THROUGH 10-40 OF THE
NCDOT 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"A 10 MIL VAPAOR
BARRIER SHOULD BE INSTALLED IMMEDIATELY BENEATH THE CONCRETE SLAB. THE
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR ALL
CUT AND FILL DEPTHS REQUIRED.
DRAIN PORTION OF POND IN BUILDING EXPANSION PLUS 10 FEET AND TO THE TOE OF
NEW FILL, REMOVE SURFACE VEGETATIONS, TOPSOIL, ROOT SYSTEMS, ORGANIC
MATERIAL, AND SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE BUILDING
EXPANSION AREA. PROOFROLL EXPOSED SUBGRADES WITII LOADED RUBBER-TIRE
EQUIPMENT (MINIMUM LOADED WEIGHT OF 20 TONS), PROOFROLLING SHOULD CONSIST
OF TWO COMPLETE PERPENDICULAR PASSES OF THE EQUIPMENT OVER THE SUBRADE.
REPAIR UNSUITABLE OR UNSTABLE AREAS BY SCARIFYING/DRYING/RECOMPACTING,
UNDERCUTING TO FIRM SOILS AND REPLACING WITH SUITABLE/WELL-COMPACTED FILL,
PLACEMENT OF A GEOTEXTILE, OR COMBINATION OF ABOVE.
STRUCTURAL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN
THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D 698) AT A MOISTURE CONTENT WITHIN 3 PERCENT
BELOW TO 3 PERCENT ABOVE THE OPTIMUM. THE UPPER 12 INCHES SHOULD BE
COMPACTED TO AT LEAST 98 PERCENT.
PLACE 5 FEET OF SURCHARGE FILL ALONG THE WEST WALL OF THE PROPOSED
EXPANSION EXTENDING 10 FEET OUTSIDE THE BUILDING FOOTPRINT TO 30 FEET INSIDE
THE FOOTPRINT. FOUR SETTLEMENT PLATES SHOULD BE INSTALLED BY GEOTECHNICAL
ENGINEER ON DESIGN GRADE PRIOR TO PLACEMENT OF THE SURCHARGE. SETTLEMENT
PLATES SHOULD BE SURVEYED BY THE PROJECT SURVEYOR TWICE A WEEK AND DATA
PROVIDED TO THE GEOTECHNICAL ENGINEER TO DETERMINE WHEN SURCHARGE MAY
BE REMOVED.A WAITING PERIOD OF 30 TO 45 DAYS IS ANTICIPATED.

FOUNDATION SUBSURFACE PREPARATION FOR SAM'S CLUB PAGE 2
STORE #6573-04,JACKSONVILLE,NORTH CAROLINA
JUNE 30,2008
THE FOUNDATION SYSTEM SHALL CONSIST OF ISOLATED SPREAD FOOTINGS AT
COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT WALLS SUPPORTED BY A GEOPIER
IMPACT SYSTEM.
GAS STATION KIOSK AND CANOPY
ESTABLISH THE FINAL SUBGRADE ELEVATION AT 10 INCHES BELOW FINISHED FLOOR
ELEVATION TO ALLOW FOR A 4 INCH SLAB, OR AT 11.5 INCHES BELOW THE FINISHED
FLOOR ELEVATION TO ALLOW FOR A 5.5 INCH SLAB TO ALLOW FOR THE SLAB THICKNESS
AND A 6 INCH SUBBASE. THE SUBBASE SHALL CONSIST 6 INCHES OF AGGREGATE BASE
COURSE. AGGREGATE BASE COURSE SHALL MEET THE REQUIREMENTS UNDER SECTION
520, PAGES 5-10 THROUGH 5-15 AND SECTION 1010, PAGES 10-30 THROUGH 10-40 OF THE
NCDOT 2006 "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES"A 10 MIL VAPAOR
BARRIER SHOULD BE INSTALLED IMMEDIATELY BENEATH THE CONCRETE SLAB. THE
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR ALL
CUT AND FILL DEPTHS REQUIRED.
REMOVE SURFACE VEGETATIONS, TOPSOIL, ROOT SYSTEMS, ORGANIC MATERIAL, AND
SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE BUILDING EXPANSION AREA.
REMOVE PIPING AND YARD INLET AND LOOSE SOILS FROM AROUND THESE STRUCTURES.
BACKFILL AS STATED BELOW.
PROOFROLL EXPOSED SUBGRADES WITH LOADED RUBBER-TIRE EQUIPMENT (MINIMUM
LOADED WEIGHT OF 20 TONS). PROOFROLLING SHOULD CONSIST OF TWO COMPLETE
PERPENDICULAR PASSES OF THE EQUIPMENT OVER THE SUBRADE. REPAIR UNSUITABLE
OR UNSTABLE AREAS BY SCARIFYING/DRYING/RECOMPACTING, UNDERCUTING TO FIRM
SOILS AND REPLACING WITH SUITABLE/WELL-COMPACTED FILL, PLACEMENT OF A
GEOTEXTILE, OR COMBINATION OF ABOVE.
STRUCTURAL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN
THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D 698) AT A MOISTURE CONTENT WITHIN 3 PERCENT
BELOW TO 3 PERCENT ABOVE THE OPTIMUM. THE UPPER 12 INCHES SHOULD BE
COMPACTED TO AT LEAST 98 PERCENT.
PLACE 5 FEET OF SURCHARGE FILL IN THE PROPSED CANOPY AND KIOSK FOOTPRINTS.
FOUR SETTLEMENT PLATES SHOULD BE INSTALLED BY GEOTECHNICAL ENGINEER ON
DESIGN GRADE PRIOR TO PLACEMENT OF THE SURCHARGE. SETTLEMENT PLATES
SHOULD BE SURVEYED BY THE PROJECT SURVEYOR TWICE A WEEK AND DATA
PROVIDED TO THE GEOTECHNICAL ENGINEER TO DETERMINE WHEN SURCHARGE MAY
BE REMOVED. A WAITING PERIOD OF 30 TO 45 DAYS IS ANTICIPATED.
THE FOUNDATION SYSTEM SHALL CONSIST OF ISOLATED SPREAD FOOTINGS AT
COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT WALLS. THE FOUNDATIONS SHOULD
BE UNDERCUT 2 FEET NEAT LINE DIMENSIONS AND REPLACED WITH NCDOT WASHED NO.
57 STONE.
THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE
SITE WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS
PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER

FOUNDATION SUBSURFACE PREPARATION FOR SAM'S CLUB PAGE 3
STORE #6573-04,JACKSONVILLE,NORTH CAROLINA
JUNE 30, 2008
TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS
PREPARATION. THIS INFORMATION WAS TAKEN FROM A SUBSURFACE EXPLORATION
REPORT PREPARED BY S&ME, INC., DATED JUNE 30, 2008 (SUBSURFACE EXPLORATION
REPORT IS FOR INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION).
Email Address for Geotechnical Engineer: ibrowning(a�smeinc.com

SITE SUBSURFACE PREPARATION FOR SAM'S CLUB PAGE 1
STORE #6573-04,JACKSONVILLE,NORTH CAROLINA
JUNE 30,2008
THE SUBSURFACE EXPLORATION INDICATES THE SITE IS GENERALLY UNDERLAIN BY
NATURAL COASTAL PLAIN SOILS. SITE PREPARATION AND GRADING WILL BE
SIGNIFICANTLY INFLUENCED BY WEATHER CONDITIONS AT TIME OF CONSTRUCTION.
SITE GRADING SHOULD BE PERFORMED DURING THE TYPICALLY DRIER SUMMER
MONTHS AND EARLY FALL MONTHS, IF PRACTICAL. LIGHT TRACKED EQUIPMENT
SHOULD BE USED DURING THE SITE PREPARATION AND GRADING.
REMOVE TREES, VEGETATION, ORGANIC LADEN TOPSOIL, AND OTHER UNSUITABLE
MATERIAL FROM THE NEW PARKING AREAS.
PROOFROLL EXPOSED SUBGRADE WITH LOADED RUBBER-TIRE EQUIPMENT (MINIMUM
LOADED WEIGHT OF 20 TONS). PROOFROLLING SHOULD CONSIST OF TWO COMPLETE
PERPENDICULAR PASSES OF THE EQUIPMENT OVER THE SUBRADE. REPAIR UNSUITABLE
OR UNSTABLE AREAS BY SCARIFYINGIDRYING/RECOMPACTING, UNDERCUTING TO FIRM
SOILS AND REPLACING WITH SUITABLE/WELL-COMPACTED FILL, PLACEMENT OF A
GEOTEXTILE,OR COMBINATION OF ABOVE.
STRUCTURAL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN
THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D 698) AT A MOISTURE CONTENT WITHIN 3 PERCENT
BELOW TO 3 PERCENT ABOVE THE OPTIMUM. THE UPPER 12 INCHES SHOULD BE
COMPACTED TO AT LEAST 98 PERCENT.
THIS SITE SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK
SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION
SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER TO THE
SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION. THIS
INFORMATION WAS TAKEN FROM A SUBSURFACE EXPLORATION REPORT PREPARED BY
S&ME, INC., DATED JUNE 30, 2008 (SUBSURFACE EXPLORATION REPORT IS FOR
INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION).
Email Address for Geotechnical Engineer: ibrowningPsmeinc.com

CLIMATIC DATA
Sam's Club Store No. 6573-04
.Jacksonville, North Carolina
S&ME Project No. 1051-08-173
Data Month Precipitation (inches)
Mean Total Annual 50.01 — 70.00
Annual 3.51 —4.00
IJanuary 1.01 — 1.50
February 1.01 — 1.50
March 1.01 — 1.50
April 1.01 — 1.50
May 1.51 —2.00
Mean Maximum Daily June 1.51 —2.00
July 2.01 — 3.00
August 2.01 — 3.00
September 1.51 —2.00
October 1.01 — 1.50
November 1.01 — 1.50
December 1.01 — 1.50
Median First Freezing Temperature—October 16 through October 31
Median Last Freezing Temperature—April 1 through April 15
Source: U.S. Department of Commerce Climate Maps of the United States
http-/%clo ncdc noaa gov/cei-binlelimaps/climaps pl?directive=quick search&mbrnum

Sam's Club Expansion (Store#6573-04)
Jacksonville, North Carolina
SWE Project Number 1051-08-173 Vfth
_.
CPT Sounding Location Sheet
I SW&M EM
CPT Sounding Latitude t [I Longitude 1°WI Elevation
B-1 34.784856 77.396136 N/A
B-2 34.784675 77,396342 N/A
B-3 34.784606 77.396500 N/A
B-4 34.784444 77.396683 N/A
B-5 34.784369 77.396936 N/A
B-6 34.784347 77.397717 N/A
B-7 34.784236 77.397603 N/A
B-8 34.784119 77.397475 N/A
B-8A 34.784119 77.397475 N/A
B-9 34.784219 77.397442 N/A
B-9A 34.784219 77.397442 N/A
P-1 34.784008 77.394931 N/A
P-2 34.783628 77.395400 N/A
P-3 34.783383 77.395767 N/A
P-4 34.782983 77.396039 N/A
DP-1 34.783308 77.395750 N/A
DP-2 34.783497 77.395458 N/A
DP-3 34.783650 77.395203 N/A
DP-4 34.783825 77.394986 N/A
DP-5 34.784033 77.394753 N/A
Existing ground surface elevations were not available at the time of this report.

SUMMARY OF CPT SAMPLES Project Name: Jacksonville Sam's Club Store#6573-04
Job No.: 1051-08-173
tt
z.
TEST- ,'
DEPTH FE
ET DESCRIPTION ."
IPTIO.
0 - 0.3 Topsoil
5/19/2008 B-2 0.3- 0.6 FILL: Tan Clayey Fine SAND (SC), Moist
0.6 - 3.0 1Brown Sandy CLAY (CL), Moist to Wet
3.0 -3.7 Gray Clayey SAND (SC), Wet
0 - 0.3 Topsoil
0.3 - 1.2 FILL: Tan Clayey Fine SAND (SC)With Organics, Moist
5/19/2008 B-4 1.2 -2.2 Brown Clayey SAND (SC), Moist
2.2 - 3.2 Gray Sandy CLAY (CL), Wet
3.2 - 3.6 Orange-Gray Sandy CLAY (CL-CH), Wet
0 -0.3 Topsoil
5/19/2008 DP-1 0.3 - 1.5 Brown Sandy CLAY (CL)With Organics, Moist
1.5-2.5 Orange-Gray Sandy CLAY (CL), Wet
2.5- 3.5 Orange-Gray Silty CLAY (CL), Wet
0 - 0.5 Topsoil
5/20/2008 DP-4 0.5 - 1.5 Orange-Gray Sandy CLAY (CL), Moist
1.5 - 3.5 Orange-Gray Silty CLAY (CI), Wet
08-173 CPT Sample Summary.xIs

CPT Soil Classification Legend
Normalized Friction Ratio
Classification Chart
4 p fit '-�tl ic• �.-
p
f tlhe;
lb v e
z 100
¢ e \ F
� t-
z
O
to
H \ \
\.
Z �
1 8.1 0.5 1.0 5.0 10
I FRICTION RATIO, f X100%
NORMALIZED
(ReC Robertson, 1990)
Robertson's Soil Behavior Type (SBT), 1990
Group# Description
1 Sensitive, fine grained
2 Organic soils - peats
3 Clays - silty clay to clay
4 Silt mixtures -clayey silt to silty clay
5 Sand mixtures - silty sand to sandy silt
6 Sands -clean sand to silty sand
7 Gravelly sand to dense sand
8 Very stiff sand to clayey sand (High OCR or cemented)
9 Very stiff, fine grained (High OCR or cemented)
Soil behavior type is based on empirical data and may not be representative of soil classification
based on plasticity and grain size distribution.
Relative Density and Consistency Table
SANDS SILTS and CLAYS
Cone Tip Stress, Cc (tsf) Relative Density Cone Tip Stress, qc (tsf) Consistency
Less than 20 Very Loose Less than 5 Very Soft
20 -40 Loose 5- 15 Soft to Firm
40 - 120 Medium Dense 15- 30 Stiff
120 - 200 Dense 30 - 60 Very Stiff
Greater than 200 Very Dense Greater than 60 Hard

CONE PENETROMETER TEST RESULTS
$S&ME
Project Name: Jacksonville Sam's Club Expansion (Store# 6573-04) Sounding: B-1
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 4.3 feet
Sounding Date: 5116/08
Tip Stress,q.(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,uz(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
5 5 5 5
-
10 10 10 ( 10 _ -
3`
s 15 z is t 15 ,c 15
(20 20 2020
(
25 25 25 25 - -- -`_-:
• SBT Gqp N,rtrber
30 30 30
30 .Rra cortanr
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Sal Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 26.95 rt. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
#S&ME
Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: B-2
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.2 feet
Sounding Date: 5/16/08
Tip Stress,q,(ter) Sleeve Stress,t,(tsf) Pore Water Pressure,or(tso SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
00
5 5 5 1 5 j
/
10 10 10 I 10
,= 15 t 15 ,= 15 r 15 4---
ti n a a •-
0
0
20 20
20 20 ,
25 25 25 25
♦ sBT Group Number
30 30 30
30 _."—Eu.rm�cmlem
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 27.54 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
v,=" Project Name: Jacksonville Sam's Club Expansion(Store#6573-04) Sounding: B-3
SBME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.6 feet
Sounding Date: 5/16/08
Tip Stress,q,(tso Sleeve Stress,f,(tsf) Pore Water Pressure,u,(lsf) SET Group Number'
0 50 too 150 200 0.0 2.0 4.0 0.0 2.0 4.0- 2 3 4 5 6 7
0 0 ,•r 0 I•-� 0
r
5 5 5 5 • :.
10 10 10 , 10
:r
z x r
s 15 t 15 ,= 15 .c 15 '-`-
at w u I I o
20 20 20 20 1
25 25 y 25 a 25
♦ SBT Coup Number
30 30 30
30 -..-Est.Rnes Content
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Roberlson(1990) Termination Depth 27.00 it. Cone ID 2437.104xx

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2006 North Carolina Building Code Criteria
Average Shear Wave Velocity, V,: 921 fps
Seismic Site Class:CPT Sounding: B-3
• •, -• • 11• • • • • ••- ,• - • - O-
SHEAR WAVE VELOCITY PROFILE 'r�73 4,
7y 4,�,
• # . 14 •• 11:
JACKSONVILLE, NORTHR ' ENVIRONMENTAL •• • 1 1'

CONE PENETROMETER TEST RESULTS
*S&ME Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: B-4
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 5.8 feet
Sounding Date: 5/16/08
Tip Stress,q,(tsf) Sleeve Stress,f.(tsf) Pore Water Pressure,uz list) SET Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
5 5 5 5
1 �
10 10 10 10 — —
x71t 15 t 15 t 15 s 15
20 20 20 20
25 25 .-,, 25 25
Y. .
♦ GBT Group Number
30 30 30
30 .Flr.Content
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction mlio(F,),Robertson(1990) Termination Depth 27.75 ft. Cane ID 2437.104XX

i
CONE PENETROMETER TEST RESULTS
$S&ME
Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: B-5
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 4.1 feet
Sounding Date: 5/16/08
Tip Stress,q.(tst) Sleeve Stress,fa(tsf) Pore Water Pressure,uz(tsf) SET Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 }F 0 — 0
5 5 I 5 5
10 10 10
t 15 z 15 t 15 t 15
a c $ a
O
20 20 20 20
r • 6
25 'I 25 25 25
• SET Group Nwrber
30 -—Ell.Final Content
30 30 30
100% 80% 60% 40% 20% 0
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),.Roberson(1990) Termination Depth 26.35 ft. Cone ID 2437.104xx

AL
Jacksonville Sam's Club Pore Pressure Dissipation
Jacksonville, INC
"" SWE Project No: 1051-08-173
Date: May. 16, 2008 Depth: 21.5 ft
Estimated Water Depth: 4.1 ft Termination Criteria: Maximum React
Rig/Operator: Marooka Cone Size: 1.75
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� Page 4 of 5 Electronic Filename: a16y0802d.21

CONE PENETROMETER TEST RESULTS
#S&ME
Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: B-6
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.6 feet
Sounding Date: 5/16/08
Tip Stress,q.(tsf) Sleeve Stress,f.(tsf) Pore Water Pressure,ui(tsf) SET Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 L�«• 0 0
5 5 5
10 10 10 10
1
L 15 L 15 L 15 15 , (-
n
1
20 20 20 20
y
"• •« •• 25
25 "` 25 •" 25
♦ Sei Croup Number
30 30 30
30 —--—Ezt.Fn.z comart
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Sal Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 25.11 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
'tS&ME
Project Name: Jacksonville Sam's Club Expansion (Store# 6573-04) Sounding: B-7
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.1 feet
Sounding Date: 5/16/08
Tip Stress,q,(tso Sleeve Stress,fa(tsf) Pore Water Pressure,u,(tsf) SET Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
5 - 5 5 5
I _
10 10 10 i 10 • • -
_ p
c a a n • _
20 20 20 20
25 25 2s 25 --�► _--=�=—
♦ SST Croup Number
30 —Est.Final C°ntenl
30 30 30
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 25.43 ft. Cone ID 2437.104Xx

Jacksonville Sam's Club Pore Pressure Dissipation
$S&ME Jacksonville, NC
S&ME Project No: 1051-08-173
Date: May. 19, 2008 Depth: 14.0 ft
Estimated Water Depth: 3.1 ft Termination Criteria: Target Depth
Rig/Operator: Marooka Cone Size: 1.75
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Time
(seconds)
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N
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CONE PENETROMETER TEST RESULTS
*S&ME Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: B-8
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.9 feet
Sounding Date: 5/16/08
Tip Stress,q.(tsf) Sleeve Stress,f,(tso Pore Water Pressure,uz(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 I1I{1IrrF 0 0 0
1 M • - -
- '.
5 5 5 5 — •��.
f —
10 10 10 I 10
Nil
r z c
t 15 z 15 t 15 s 15
r 20 ---�-fl-= —- — —
20 20 20
25 25 2s 25
♦ SBT Group Number
30 30 30
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)0roup Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 25.08 A. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
Project Name: Jacksonville Sam's Club Expansion(Store# 6573-04) Sounding: B-8A
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 5.2 feet
Sounding Date: 5/29/08
Tip Stress,q,(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsr) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 � , 0 0 0gel
'
5 5 5 5
10 - 10 10 10T
s _
r r -
t 15 15 z 15 15 _
a a
o ' .�,• , o 0 o ur
20 r•• I 20 20 20 _ ..
25 25 25
zs -o -
♦ sBT Croup Number
30 Flnas Canlent
30 30 30
- 100% 80% 60% 40% 20% 0
Estimated Fines Content
'Sail Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Roberson(1990) Tenninalion Depth 25.23 f. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
'N` Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: B-9
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.9 feet
Sounding Date: 5/16/08
Tip Stress,q.(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
p 0 0 0
) ♦ e —j t
Irr ♦ _
10 1 10 1 10 ' 10
z 15 ♦• t 15 a 15 15
a a n . �- • —
d
0 0 0 �
20 20 20 20 ,
25 25 25 d 25
• ser crow NVMer
30 30 30
30 —.._�".Fm�rAmam
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Sal Behavior Type(SBT)Group Number based on rannalized friction ratio(P,),Robertson(1990) Termination Depth 25.34 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
Project Name: Jacksonville Sam's Club Expansion (Store# 6573-04) Sounding: B-9A
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 4.9 feet
Sounding Date: 5/29108
Tip Stress,q.(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4, 5 6 7
0 0 0 0
5 5 5 5
10 10 10 10e _.._..�.-.—._
-—-—-—-—-—
615 n15 615 a15
o f u <
❑ I4 O G ❑ f
20 20 20 20
jam• M
25 25 25 — J
• SBT Groip Number
30 30 30
30
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SET)Group Number based on normalized friction ratio(F,),Roberson(1990) Termination Depth 24.45 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
*S&ME
Project Name: Jacksonville Sam's Club Expansion (Store# 6573-04) Sounding: P-1
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.4 feet
Sounding Date: 5/16/08
Tip Stress,qc(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 71 0 0 0 1
5 5 5
0 Jr
E-
10 10 10 110 0
L 15 1 1 1L 15 L 1S = 15
—
20 20 20 20
25 25 25 25
♦ seT cxo�v M,moa,
30 130 1 1 1 1 1 1 30
30 ----E�'Fnascamtenl
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 17.11 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
Project Name: Jacksonville Sam's Club Expansion (Store 4 6573-04) Sounding: P-2
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.5 feet
Sounding Date: 5/16/08
Tip Stress,q.list) Sleeve Stress,f.(tsf) Pore Water Pressure,ur(tst) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 % 0 0
rr
f'
5 5 5 5
10 10 10 10 �`-
I �
r 15 £ 15 t 15 t 15 ---s'
n a n o —
O
Oa 00 • �.._•._..
20 20 20 20 00
un25 25 25 25
♦ SBT Croup Member
30 30 30
30 U —..—�.rm.c Wm t
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Sail Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 17.18 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: P-3
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.3 feet
Sounding Date: 5/16108
Tip Stress,qc(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0It 0
5 5 5 5 =•
r'
• or
10 10 10 10 • t�—
r r r r
m 15 t 15 t 15 t 15
C3 0 CI u
O
20 20 20 20
25 25 25 25
♦ SBT Gat,NwOx
30 —Est.Fines Content
30 30 30
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 10.08 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
*S&ME Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: P-4
SBME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.3 feet
Sounding Date: 5/16/08
Tip Stress,q.(ter) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 � � 0 0 � 0
0
5 5 5 ( 5 =ls
10 10 10 ( 10
R r z
z 15 t 15 t 15 r 15
a n a �-
Cl O G C)
20 20 20 20
25 25 25 25
— � —SBT Group NwMer
30 30 1 1 130
30 Eet cinee content
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 10.33 It, Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
*S&ME
Project Name: Jacksonville Sam's Club Expansion(Store#6573-04) Sounding: DP-1
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.1 feet
Sounding Date: 5/16/08
Tip Stress,q,(tsf) Sleeve Stress,fs(tsf) Pore Water Pressure,u2(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
5 5 5 5 '
--
10 10 10 10 --
x Ri.
L 15 L 15 L 15 L 15
0
20 20 20 20
25 25 25 25
♦ SBT Group Numeer
30 30 30 30
_..—Est,Fines wmem
100% 80% 60% 40% 20% 0
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 16.26 ft. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
*S&ME
Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: DP-2
SRME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.8 feet
Sounding Date: 5/16/08
Tip Stress,q.(tsf) Sleeve Stress,fg(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 r 0 0 g8®
5 5 5 � 5
10 10 10 10 = -
x.
z 15 r 15 t 15 t 15 `
20 20 20 20
25 25 25 25
♦ set croup rvumear
30 30 30
30 ---ss.Fu,�comam
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Sol Behavior Type(SBT)Group Number based on normalized friction ratio(p,),Robertson(1990) Termination Depth 16.03 rt. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
*S&ME
Project Name: Jacksonville Sam's Club Expansion (Store# 6573-04) Sounding: DP-3
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.3 feet
Sounding Date: 5/16/08
Tip Stress,q,(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ur(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
5 5 5 5 ® 9
10 10 10 1 1 1 1 110 -`.--r ,.
r r
t 15 t 15 t 15 t 15
y 6 6 N • ==
20 20 20 20
25 25 25 25
• Zr-coup wu,near
30 30 30
30 in.eonlw
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Sal Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 17.67 It. Cone ID 2437.104XX

CONE PENETROMETER TEST RESULTS
*S&ME Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: DP-4
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 3.2 feet
Sounding Date: 5/16/08
Tip Stress,q,list) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SET Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
0 0 0 0
5 5 5 5
10 10 10 110 �'—
I
t 15 t 15 t 15 t is .-_----
6 —
❑
20 20 — 20 20
25 25 25 25
set oruov W.ber
30 30 30
30 —-'—6n.Fir.cwv,m
100% 80% 60% 40% 20% 0%
Estimated Fines Content
'Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 16.13 ft. cone ID 2437.104M

CONE PENETROMETER TEST RESULTS
fS&ME Project Name: Jacksonville Sam's Club Expansion (Store#6573-04) Sounding: DP-5
S&ME Project No.: 1051-08-173 Ground Surface Elevation: - feet
Project Location: Jacksonville, NC Water Level Depth: 2.7 feet
Sounding Date: 5/16/08
Tip Stress,q,(tsf) Sleeve Stress,f,(tsf) Pore Water Pressure,ui(tsf) SBT Group Number'
0 50 100 150 200 0.0 2.0 4.0 0.0 2.0 4.0 2 3 4 5 6 7
p 0 0 0
5 5 510
5 e
�.
s;
_y
t 15 t 15 t 15 t 15 _
a
20 20 20 20
25 25 25 25
♦ SBT Graup Number
30 30 30
30
100% 80% 60% 40% 20% 0%
Estimated Fines Content
Soil Behavior Type(SBT)Group Number based on normalized friction ratio(F,),Robertson(1990) Termination Depth 16.50 ft. Cone ID 2437.104XX

ProieCl Name'. Jacksonville Wal-Mart
Project Numbe[ 1051-08-173
Project Lolam n. Jacksonville.NC
Evaluator A.Browning
Date: 51912008 *S&ME
Pavement Temperature Before('F): 75
Pavement Temperature After ff): 90
Distress Seim ,
Lemon th Linear Feet Aver�a a Notes
Locatlan Code WItl�flJ ll Area ft' u Number Depth la Picture N's
1 7,9 L 9 48 432 - - 12 to 314 1 Possible storms sewer patch
2 1 L 15 26 390 - - 2.3
3 1 L 17 31 527 - - - 4.5
4 1 L 17 25 425 - - - 0
5 1 L 32 44 1,408 - - -
6 1 L 35 218 2.630 - - - 8,9 Main enhance
7 1 L M 18 28 504 - - - 10,11 Stop area
8 4b L H - - - 568 1 - 12,13 Pavingjolat
9 1,13 L M 5 15 75 - - - 14,15
10 4b L H - - - 437 1 W,17 Paving joint
11 roatiine L M - - 110 6 18,19,20
12 mmOki long. L M H - - - 53 1 - 21.22 Joint spi 1T:Typical spad,13 In 15'
cou,13 oo
L M H
14 L M H
15 L Al H
16 L M H
12 L M H
18 L M H
19 L M H
20 L M H
21 L M H
22 L M H
23 L M H
24 L M H
25 M IT
AC Surface Distress Codes:
1.Fatigue cracking,sq.If 6.Transverse ouckJng,number(BS=Sealed).number and linear feet 12.Pdished aggregate,sq ft.
2.Block craclung,sq.ft, ➢.Patches,number and sq ft. 13.Raveling.aq K
3.Edge cracking.I'mear it. 8.Potboles,number and sq ft. 14,Average lane to shoulder drop-oH,death
4a.Longitudinal tracking-wbeelpalh-unsealed(4aS.-Sealed),linear g. 9.Rutting,lengm and average depth 15.Water bleeding and pumping,number and in ft,
4b.Longitudinal cracking-non-wheelpaN-unsealed(4b5.-Stated).Meer IL 10,Shoving,number and sq R 16.Other.desalbe in notes
5.RelleCtion Cracking at joints of concrete pavement,In feet between cracks 11.Bleeding,sq ft
'From FHWA LTTP Distress Identification Guide Publication No.FHWA-RC-05-001(August 2005)

*S&ME
Sam's Club Store A 6573-0
Jacksonville,
North C.,.11O.
S&ME Pi-opi,t Number 1051ANI-173
R..
.I.nd.dN-1....d MR
mStAESLan_(rnrtxndl
a.
ue
Dow ti(tpor,
DP2 1-1
115A 119 190 13.2 76 SI 0.1
S—q of Utoretar,Test ft-ults
Or.W,PH,orW R.M11
Is ma LtbEom uses �.,.oap.ma!......
nx
eq
2H 15 �2 67
Ge 2t i s 1 §S6
ce NWVY M.4.1.S—I..Aft,�wg Umft,G,Jn Si—1lytl,URS..-*"ution
ATTERSEROUd
ff
a
I ......
LkpAd tamtegq MraLkaM37 pbuf0lRa.i[p
Gi 0515 1297
15-25 21.7 35 is 1.
CS 095 M 195 127 (W)
C4 0-095 64 ABC STONE
.7 1.5-M U,6 OL)
ca OS 1.5 159 0.
Cos 21 300 21.8 33 15 is 0.1
8-1 1A-3 1 27.9 37 21 is 41
DP.2 100 30 1e 12 57m4 426 CL
OP 2 3 0 m 33 234 40 21 19

Laboratory Report Version 4.2
Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass it b IL
Project#: 1051-08-173 Report Date: 05/23/2008
Project Name: Sam's Club - Jacksonville Test Date(s): 05/14 - 05/23/2008
Client Name:
Client Address:
Sample by: S&ME, Inc. Sample Dates: 05/12 - 5/19/08
Sampling Method: Bulk Bag Sampling Drill Rig : NA
Boring# Sample # Sample Tare# Tare Tare Wt.+ Tare Wt.+ Water Wt. Percent
Depth Weight Wet Wt Dry Wt Moisture
ft. or m. grams grams grams grams %
C-1 Bag 0.5' - 1.5' 010 98.46 339.05 311.91 27.14 12.7%
C-3 Bag 1.5' - 2.5' 128 116.23 403.67 352.37 51.30 21.7%
C-5 Bag 0.5' - 1.5' 018 1 118.10 347.99 322.01 25.98 12.7%
C-7 ABC Stone 0 - .5 ft. 034 107.46 413.92 395.38 18.54 6.4%
C-7 Bag 1.5' - 2.5' 035 147.96 331.13 274.67 56.46 44.6%
C-8 Bag 0.5' - 1.5' 024 118.92 437.05 393.49 43.56 15.9%
C-8 Bag 2.5' - 3.0' 031 114.20 414.94 361.05 53.89 21.8%
DP-2 Bag 1.0' - 5.0' 026 118.88 493.68 433.84 59.84 19.0%
DP-2 Tube 3' - 3.5' 010 98.27 196.63 178.01 18.62 23.4%
B-4 Tube 3' - 3.5' 012 94.45 188.86 168.29 20.57 27.9%
Notes:
References: ASTM D2216: Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
AASHTO T 265:Laboratory Determination of Moisture Content of Soils
Technician Name: Kacie Lowder
Certifirnrion B
Technical Responsibility: Mal Kraian Laboratory Manager
Signnm.o Posirioo
S&ME, INC. 3201 Spring Forest Road, Raleigh,NC.27616 Nloisture Table.xls

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index tSWE
Project#: 1051-08-173 Report Date: 5/23/2008
Project Name: Sam's Club - Jacksonville Test Date(s): 5/21 -5/23/08
Client Name:
Client Address:
Boring #: B-4 Sample #: Tube Sample Date: 5/19/2008
Location: Site Borehole Offset: N/A Depth (ft): 3 - 3.5 ft.
Sample Description: Gray-Brown Sandy CLAY(Visual)
Prot # Liquid Limit Plastic Limit
Test# 1 2 3 4 5 6 1 2 3
Tare# 6 9 10 23 26
A Tare Weight 12.99 12.99 13.02 13.07 12.87
B Wet Soil Weight+A 22.81 23.63 24.30 19.72 20.26
C Dry Soil Weight+A 20.12 20.72 21.29 18.57 19.01
D Water Weight(B-C) 2.69 2.91 3.01 1.15 1.25
E Dry Soil Weight(C-A) 7.13 7.73 8.27 5.50 6.14
F % Moisture Content(D/E)*100 37.7% 37.6% 36.4% 20.9% 20.4-A
N #OF DROPS 18 27 34 Moisture Contents determined
LL LL=F* FACTOR by ASTM D 2216
Ave. Average 20.7%
42.0
41.0 -
400 - One Point Liquid Limit
N Factor N Factor
o 39.0 20 0.974 26 1.005
U 38.0 21 0.979 27 1.009
v
37.0
y =-._ - 22 0.985 28 1.014
° 36.0 =__ 23 0.990 29 1.018
3 .0 = 24 0.995 30 1.022
34.0
25 1.000
33.0
32.0 ----
10 100
15 20 25 30 35 40 I#of Drops
90
Notes: Estimate the°%Retained on the#40 Sieve
Special Sampling Methods:
Sample Preparation: Wet Preparation ❑ Dry Preparation ❑p Air Dried 0 NP,Non-Plastic ❑
Liquid limit Test: Multipoint Method ® One-point Method ❑ Liquid Limit 37
Classification: ASTM D 2487 © AASHTO M 145 ❑ Plastic Limit 21
Liquid limit Test: ASTM D 4318 O AASHTO T 89 ❑ Plastic Index 16
Plastic limit Test: ASTM D 4318 ❑x AASHTO T 90 ❑ Group Symbol
Technician Name: Kacie Lowder
Con jn,ron a
Technical Responsibility: Mal Kraian Laboratory Manager
S&ME, INC. 3201 Spring Forest Road,Raleigh,NC. 27616 B-4 Tube P.L.As

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index E
Project#: 1051-08-173 Report Date: 5/21/2008
Project Name: Sam's Club -Jacksonville Test Date(s): 05/14 - 05/19/2008
I Client Name:
Client Address:
Boring#: C-3 Sample #: Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Depth (ft): 1.5' - 2.5'
Sample Description: Tan-Gray Sandy CLAY(Visual)
Pan # Liquid Limit Plastic Limit
Test# 1 2 3 4 5 6 1 2 3
Tare# 11 3 17 22 6
A Tare Weight 12.49 12.99 12.99 13.12 13.01
B Wet Soil Weight+A 24.31 25.54 24.56 19.51 20.03
C Dry Soil Weight+A 21.28 22.28 21.67 18.52 18.93
D Water Weight(B-C) 3.03 3.26 2.89 0.99 1.10
E Dry Soil Weight(C-A) 8.79 9.29 8.68 5.40 5.92
F %Moisture Content(D/E)*100 34.5% 35.1% 33.30o 18.3% 18.6%
N #OF DROPS 26 23 35 Moisone Contents determined
LL LL=F * FACTOR by ASTM D 2216
Ave. Average 18.5%
37.0
- One Point Liquid Limit
36.0
N Factor N Factor
20 0.974 26 1.005
U 3s.o 21 0.979 27 1.009
E 22 0.985 28 1.014
34.0 -- 23 0.990 29 1.018
24 0.995 30 1.022
33.0 -_ 25 1.000
32.0
10 15 20 75 30 35 40 #of Drops too
Notes: Estimate the%Retained on the#40 Sieve
Special Sampling Methods:
Sample Preparation: Wet Preparation ❑ Dry Preparation t7 Air Dried ❑x NP, Non-Plastic ❑
Liquid Bunt Test: Multipoint Method ❑O One-point Method ❑ Liquid Limit 35
Classification: ASTM D 2487 ❑O AASHTO M 145 ❑ Plastic Limit 19
Liquid limit Test: ASTM D 4318 El AASHTO T 89 ❑ Plastic Index 16
Plastic limit Test: ASTM D 4318 ® AASH,r0'r 90 ❑ Group Symbol
Technician Name: Kacie Lowder
G.+rPcnnorr n
Technical Responsibility: Mal Kralan Laboratory Manager
Slgrrmwc Paid...
S&D1E, INC. 3201 Spring Forest Road, Raleigh,NC. 27616 C-3 Bag-1 P.L.xls

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index tswE
Project#: 1051-08-173 Report Date: 5/21/2008
Project Name: Sam's Club -Jacksonville Test Date(s): 05/14 - 05/19/2008
Client Name:
Client Address:
Boring#: C-8 Sample #: Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Depth (ft): 2.5' - 3.0'
Sample Description: Gray-Tan Sandy CLAY (Visual)
Pan # Liquid Limit Plastic Limit
Test# 1 2 3 4 5 6 1 2 3
Tare# 1 6 9 26 28
A Tare Weight 12.96 13.00 12.98 12.87 13.04
B Wet Soil Weight+A 23.73 24.99 23.75 19.32 19.54
C Dry Soil Weight+A 21.13 22.02 20.95 18.50 18.68
D Water Weight(B-C) 2.60 2.97 2.80 0.82 0.86
E Dry Soil Weight(C-A) 8.17 9.02 7.97 5.63 1 5.64
F %Moisture Content(D/E)*100 31.8% 32.9% 35.1% 14.6% 1 15.2%
N #OF DROPS 33 26 19 Moisture Contents determined
LL LL=F * FACTOR b1,ASTM D 2216
Ave. Average 14.9%
36.0
35.0 i One Point Liquid Limit
v - N Factor N Factor
c 34.0 _ _ 20 0.974 26 1.005
U -
- 0.979 27 1.009
3 33'0 22 0.985 28 1.014
- -_ 23 0.990 29 1.018
32.0
24 0.995 30 1.022
31.0 25 1.000
30.0 --
10 100
15 20 25 30 35 40 #of Drops
Notes: Estimate the%Retained on the#40 Sieve
Special Sampling Methods.
Sample Preparation: Wet Preparation ❑ Dry Preparation El Air Dried El NP, Non-Plastic ❑
Liquid limit Test: Multipoint Method ❑x One-point Method ❑ Liquid Limit 33
Classification: ASTM D 2487 O AASHTO M 145 ❑ Plastic Limit 15
Liquid limit Test: ASTM D 4318 O AASHTO T 89 ❑ Plastic Index is
Plastic limit Test: ASTM D 4318 p AASIITO T 90 ❑ Group Symbol
Technician Name: Kacie Lowder
Technical Responsibility: Mal Kraian Laboratory Manaiter
Signn.... Poaid
S&ME, INC. 3201 Spring Forest Road, Raleigh,NC.27616 C-8 Bag-2 P.L.xis

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index ts&ME
Project#: 1051-08-173 Report Date: 5/23/2008
Project Name: Sam's Club - Jacksonville Test Date(s): 5/21 - 5/23/08
Client Name:
Client Address:
Boring #: DP-2 Sample#: Tube Sample Date: 5/19/2008
Location: Site Borehole Offset: N/A Depth (ft): 3 - 3.5 ft.
Sample Description: Gray-Brown Sandy CLAY (Visual)
Pan # Liquid Limit Plastic Limit
Test# 1 2 3 4 5 6 1 2 3
Tare# 3 14 17 22 28
A Tare Weight 13.01 12.97 12.94 13.14 13.04
B Wet Soil Weight+A 22.71 24.27 23.56 19.88 19.65
C Dry Soil Weight+A 19.90 21.06 20.57 18.72 18.50
D Water Weight(B-C) 2.81 3.21 2.99 1.16 1.15
E Dry Soil Weight(C-A) 6.89 8.09 7.63 5.58 5.46
F % Moisture Content(D/E)*100 40.8% 39.7% 39.2% 20.8% 21.1%
N #OF DROPS 23 27 33 Moisture Contents determined
LL LL=F *FACTOR by d.STMD 2216
Ave. Average 210%
45.0
44.0
One Point Liquid Limit
43.0
__= N Factor N Factor
0 42'0 20 0.974 26 1.005
U aLo 21 0.979 27 1.009
40.0 0.985 28 1.014
0 39.0
38.0 -_= 24 0.995 30 1.022
37.0 --_ 25 1.000
36.0
35.0
10 100
15 20 25 30 35 40 #of Drops
Notes: Estimate the%Retained on the#40 Sieve
Special Sampling Methods:
Sample Preparation: Wet Preparation ❑ Dry Preparation ❑x Air Dried O NP, Non-Plastic ❑
Liquid limit Test: Multipoint Method O One-point Method ❑ Liquid Limit 40
Classification: ASTM D 2487 t7) AASHTO M 145 ❑ - - Plastic Limit 21
Liquid limit Test: ASTM D 4318 t7 AASHTO T 89 ❑ Plastic Index 19
Plastic limit Test: ASTM D 4318 El AASHTO T 90 ❑ Group Symbol
Technician Name: Kacie Lowder
Cort�[[I(100 b
Technical Responsibility: Mal Kraian Laboratory Manager
Signnmre Porawn
S&ME, INC. 3201 Spring Forest Road, Raleigh,NC.27616 DP-2'1'ube P.I..xls

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index fS&ME
Project#: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club - Jacksonville Test Date(s): 05/14 - 05/20/2008
Client Name:
Client Address:
Boring#: DP-2 Sample#: Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: NA Depth (ft): 1.0' - 5.0'
Sample Description: Gray-Brown Sandy CLAY(CL)
Pan # Liquid Limit Plastic Limit
Test# 1 2 3 4 5 6 1 2 3
Tare# 1 10 14 23 26
A Tare Weight 12.96 13.02 12.96 13.01 12.87
B Wet Soil Weight+A 24.13 27.60 28.01 19.78 19.86
C Dry Soil Weight+A 21.58 24.20 24.46 18.78 18.79
D Water Weight(B-C) 2.55 3.40 3.55 1.00 1.07
E Dry Soil Weight(C-A) 8.62 11.18 11.50 5.77 5.92
F %Moisture Content(D/E)*100 29.(,0/. 30.40% 30.9% 17.3% 18.1%
N #OF DROPS 30 24 19 Moisture Contents determined
LL LL=F * FACTOR by ASTM D 2216
Ave. Average 17.7%
33.0
32.0 One Point Liquid Limit
- N Factor N Factor
c 31.0 _ 20 0.974 26 1.005
21 0.979 27 1.009
30.0 _ - 22 0.985 28 1.014
c -29.0 23 0.990 29 1.018
r_�
24 0.995 30 1.022
28.0 25 1.000
27.0 -
10 too
li 20 25 30 35 40 #of Drops
Notes: Estimate the%Retained on the#40 Sieve
Special Sampling Methods:
Sample Preparation: Wet Preparation ❑ Dry Preparation EI Air Dried ❑x NP, Non-Plastic ❑
Liquid limit Test: Multipoint Method O One-point Method ❑ Liquid Limit 30
Classification: ASTM D 2487 ❑x AASHTO M 145 ❑ Plastic Limit 18
Liquid limit Test. ASTM D 431 S l) AASHTO T 89 ❑ Plastic Index 12
Plastic limit Test: ASTM D 4318 O AASHTO T 90 ❑ Group Symbol CL
Technician Name: Kacie Lowder
cmif,nnon#
Technical Responsibility: Mal Kraian Laboratory Manager
Signnnmc Position
S&ME, INC. 3201 Spring Forest Road, Raleigh,NC.27616 DII-2 Rag-I Classification.sis

Laboratory Record Version 4.2
Particle Size Analysis of Soils tUME
ASTM D 422
S&ME Project#: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club - Jacksonville Test Date(s): 05/14- 05/20/2008
Client Name:
Client Address:
Boring#: DP-2 Sample#: Bag Sample Date: 5/12/2008
Location: Site Borehole Depth (ft): 1.0' - 5.0'
Sample Description: Gray-Brown Sandy CLAY (CL)
"1.5 "1.0"3/4 "1/2"3/8 #4 #10 #20 #40 #60 #100 #200
100%
90%
80%
70% - —
en
.y
60°/6
R —
a
— 50°/r
u
V
L
i 40% -
30% -- --
20%
10% ---
0„/r III
100 10 1 0.1 0.01
Particle Size(trim)
Cobbles <300 mm(12")and>75 mm(3") inc land <0.425 man and>0.075 min(#200)
Gravel <75 mm and>4.75 mot(#4) Silt <0.075 and>0.005 mot
Coarse Sand <4.75 mm and>2.00 mm(#10) Clay <0.005 man
Medium Sand <2.00 mm and>0.425 man(#40) Colloids <0.001 mm
Maximum Particle Size 3/8" Gravel 0% Medium Sand 2%
Silt& Clay (% Passing#200) 57.4% Coarse Sand 0% Fine Sand 41%
Apparent Relative Density 2.653 Moisture Content 13.7% Organic Content ND
Liquid Limit 30 Plastic Limit 18 Plastic Index 12
ND=Not determined
Description of Sand& Gravel
Rounded ❑ Angular ❑ Hard&Durable ❑ Soft ❑ Weathered&Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hj,drometerportion of test method not utilized.
ASTM D 421:Dry Preparation of soil Samples ASTM D 854:Specific Gravity of Soils
ASTM D 4318: Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTM D 2487:Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Technical Responsibility: Mal Kraian Laboratory Manager
Signnrure Posirion
S&ME,INC. 3201 Spring Forest Road, Raleigh,NC.27616 D11-2 Bag-I Classillcation.xls

Laboratory Report Version 4.2
Moisture - Density Report E
S&ME Project#: 1051-08-173 Report Date: May 21, 2008
Project Name: Sam's Club-Jacksonville Test Datc(s): 05/14 -05/15/2008
Client Name:
Client Address:
Boring #: DP-2 Sample#: Bag Sample Date: May 12, 2008
Location: Site Borehole Offset: N/A Depth(ft): 1.0' -5.0'
Sample Description: Gray-Brown Sandy CLAY(CL) -
Maximum Dry Density 115.8 PCF. Optimum Moisture Content 12.9 %
Moisture-Density Relations of Soil and Soil-Aggregate Mixtures) Soil Properties
130.0 Natural Moisture
Content: 19.0%t
2.653 1000 rSato ation
Curve Liquid Limit: 30
125.0 Et
-- Plastic Limit: 18
Plastic Index: 12
120.0
Specific Gravity: 2.653
-- - - _ -1 —I— % Passing
U - -I - - I"
Q 115.0 _ _ #4 100.0
IlO.0 I i
I —JJL —
I—— I— --�
105.0
100.0
Oversize Fraction
I i Bulk Sp.Gravity
95.0 —� /o Moisture
0.0 5.0 10.0 15.0 20.0 25.0 Oversize Fraction
Moisture Content(%) MD1)
Opt.MC
_ Moisture-Density Curve Displayed: Fine Fraction ❑O Corrected for Oversize Fraction(ASTM D 4718) ❑
Sieve Size used to separate the Oversize Fraction: #4 Sieve O 3/8 inch Sieve ❑ 3/4 inch Sieve ❑
Mechanical Hammer ❑ Manual Hammer ❑x Moist Preparation ❑x - Dry Preparation ❑
References: ASTM D 698:Laboratory Compaction Characteristics of Soil Using Standard Hurt
ASTM D 2216:Laboratory Determination of water(Moisture)Content orsoil and Rock by Mass
ASTM D 422:Particle Size Analysis or Soils ASTM D 854:Specific Gravity of Soils
As'rM D 4318:Liquid Limit.Plastic Limit.&Plastic lndcx of Soils
ASTM D 2487t Classification of Soils for Engineering Purposes(Unified Soil Classification System)
Technical Responsibility: Mal Kraian Laboratory Manager
SIR......... PovdO
S&MEJNC. 3201 Spring Forest Road,Raleigh,NC.27616 DP-2 Bag-1 Procntr.xls

Page I Laboratory Report Version 4.2
CBR (California Bearing Ratio) of Laboratory Compacted Soil S dam ME
ASTM D 1883
Project#: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club -Jacksonville Test Date(s): 05/16 - 05/21/2008
Client Name:
Client Address:
Boring #: DP-2 Sample #: Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Depth (ft): 1.0' - 5.0'
Sample Description: Gray-Brown Sandy CLAY (CL) -
ASTM D 698 Method A Maximum Dry Density (PCF): 115.8 Optimum Moisture Content: 12.9%
Compaction Test performed on the Fine Fraction only %Retained on the 3/4"sieve: 0.0%
Uncorrected CBR Values Corrected CBR Values'
CBR at 0.1 in. 7.6 CBR at 0.2 in. 5.6 CBR at 0.1 in. 7.6 CBR at 0.2 in. 5.6
100.0
90.0
I
80.0 1 � -
- Corrected Vnlne aLl" „r Corrected value all"
- I
70M
60.0 TT
I
-i
4
5o.0
40.0
1
30.020.0
T T r IT
T
0.00 0.10 0.20 0.30
- Strain(inches)
CBR Sample Preparation:
Grading was in accordance with the above method and compacted using the G' diameter CBR mold.
Before Soaking After Soaking
Compactive Effort (Blows per Layer) 35 Final Dry Density(PCF) 107.3
Initial Dry Density (PCF) 110.2 Average Final Moisture Content 16.10/o
Moisture Content of the Compacted Specimen 13.2% Moisture Content(top I" after soaking) 15.37A
Percent Compaction 95.1% Percent Swell 0.1%
Soak Time: 96-hr Surcharge Weight 10.0 Surcharge Wt. per sq. Ft. 50.9
Liquid Limit 30 Plastic Index 12 Apparent Relative Density 2.653
References: ASTM D 1993:CDR(California Bearing Ratio)of Laboratory-Compacted Soil ASTM D 4318: Liquid Limit,Plastic Limit,&Plastic Index of Soils
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort ASTM D 422:Particle Size Analysis of Soils
ASTM D 2216. Laboratory Determination of Water(Moisture)Content of Soil and Rock by Mass
ASTM D 2487: Classification of Soils for Engineering Purposes(Unified Soil Classification
Technical Responsibility: Mal Kraian Laboratory Manager
srx,,m Penh'.,:
S&ME, Inc. 3201 Spring Forest Road,Raleigh, NC. 27616 DP-2 Bag-1 CBR.xls

Laboratory Report Version 4.2 Revision Date: Demcembcr 10,2005
WI-4972-SF s
PH of Soil =
ASTM D4972
Project#: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club - Jacksonville "Test Date(s) 05/14 - 05/20/2008
Client Name:
Client Address:
Boring No. C-1 Sample No. Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Elevation: 0.5'- 1.5'
Sample Description: Tan-Gray Clayey Fine SAND (Visual)
Equipment:
Balance (GPI/GI): S&ME ID# 1024 pH Meter(Method A): S&ME ID# 1365
Sieve No. 10: S&ME ID# 1046
pH Calibration
Buffer Solution Results
pH buffer 7.0 7.05
pH buffer 4.01 4.02
pH buffer 10.0 10.04
Buffer Temperature °C 23.3
Measuring pH of Soil
Measurements
Weigtht of Air Dry Soil (g) 30.07
Distilled Water(ml) 30
Temperature 0C 23.9
pH Readings 7.13
Reference:
ASTM G51: pI-I of Soil for Use in Corrosion Testing
Remarks:
Technician Name: Kacie Lowder
a.nf��no„a
Technical Responsibility: Mal Kraian Laboratory Manager
3201 Spring Forest Rd.
S&ME, Inc. Raleigh,NC. 27616 C-1 Rang-1 pH.As

Laboratory Report Version 4.2 Revision Date: Demcember 10,2005 tsamd" M
WI-4972-SF pH of Soil
ASTM D4972
Project#: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club - Jacksonville Test Date(s) 05/14-05/20/2008
Client Name:
Client Address:
Boring No. C-8 Sample No. Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Elevation: 0.5' - 1.5,
Sample Description: Gray-Tan Sandy CLAY (Visual)
Equipment:
Balance (GPI/GI): S&ME ID# 1024 pH Meter(Method A): S&ME ID# 1365
Sieve No. 10: S&ME ID# 1046
pH Calibration
Buffer Solution Results
pH buffer 7.0 7.05
pl-I buffer 4.01 4.02
pH buffer 10.0 10.04
Buffer Temperature 0C 23.3
Measuring pH of Soil
Measurements
Weigtht of Air Dry Sail (g) 30.41
Distilled Water(ml) 30
Temperature°C 23.9
pH Readings 6.56
Reference:
ASTM G51: pFl of Soil for Use in Corrosion Testing
Remarks:
Technician Name: Kacie Lowder
Technical Responsibility: Mal Kraian Laboratory Manager
3201 Spring Forest Rd.
S&ME,Inc. Raleigh,NC.27616 C-8 13ag-1 pll.xls

Laboratory Report Version 4.2 Revision Date: Demcember 10,2005
WI-4972-SF pH of Soil tSWE
ASTM D4972
Project #: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club-Jacksonville Test Date(s) 05/14 - 05/20/2008
Client Name:
Client Address:
Boring No. C58 Sample No. Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Elevation: 2.5' - 3.0'
Sample Description: Gray-Tan Sandy CLAY (Visual)
Equipment:
Balance (GPI/GI): S&ME ID# 1024 pH Meter(Mahod A): S&ME ID# 1365
Sieve No. 10. S&ME ID# 1046
pH Calibration
Buffer Solution: Results
pH buffer 7.0 7.05
pH buffer 4.01 4.02
pH buffer 10.0 10.04
Buffer Temperature 6C 23.3
Measuring pH of Soil
Measurements
Weigtht of Air Dry Soil (g) 30.04
Distilled Water(ml) 30
Temperature°C 23.9
pH Readings 5.13
Reference:
ASTM G51: pH of Soil for Use in Corrosion Testing
Remarks:
Technician Name: Kacie Lowder
Ccn frniiou p
Technical Responsibility: Mal Krajan Laboratory Manager
Sibrinmre Poii,ion
3201 Spring Forest Rd.
S&N1E, Inc. Raleigh,NC.27616 C-8 Rag-2 p1l.xls

Laboratory Report Version 4.2 Revision Date: Demcember 10,2005
WI-G57-SF
Soil Resistivity tsam
iil
ASTM G-57
Project#: 1051-08-173 Report Date: 5/23/2008
Project Name: Jacksonville Sam's Club Test Date(s) 5/22 - 5/23/08
Client Name:
Client Address:
Boring No. C-8 Sample No. Bag Sample Date: 5/12/08
Location: Site Offset: NA Depth (ft): 0.5 - 1.5 £t.
Sample Description: Gray-Tan Sandy CLAY (Visual)
Equipment:
Balance (GPI/GI): S&ME ID# 1024 Standard Box S&ME ID# 13240
Oven: S&ME ID# 1046 Antp-Meter S&ME ID# 13239
Moisture Content Determination
As Received Condition 17.9%
After 247hr Condition 22.6%
Resistivity (ohms- cm)
As Received Condition 4582
After 24-hr Condition .1524
Remarks:
Technician Name: Mal Kraian
Cerr fmrion n
Technical Responsibility: Mal Kraian Laboratory Manaeer
Slynmure Porirlon
3201 Spring Forest Rd.
S&ME, Inc. Raleigh,NC.27616 C-8 Bag-I Resistivity.sls

Laboratory Report Version 4.2 Revision Date: Demcember 10,2005
W I-G57-SF SE
Soil Resistivity
AS'rM G-57
Project#: ]051-08-173 Report Date: 5/23/2008
Project Name: Jacksonville Sam's Club Test Date(s) 5/22- 5/23/08
Client Name:
Client Address:
Boring No. C-8 Sample No. Bag Sample Date: 5/12/08
Location: Site Offset: NA Depth (ft): 2.5 - 3 ft.
Sample Description: Gray-Tan Sandy CLAY (Visual)
Equipment:
Balance (GPI/GI): S&ME ID# 1024 Standard Box S&ME ID# 13240
Oven: S&ME ID# 1046 Anip-Meter S&ME ID# 13239
Moisture Content Determination
As Received Condition 23.7%,
After 24-hr Condition 27.4%
Resistivity (ohms - cm)
As Received Condition 3154
After 24-hr Condition 1395
Remarks:
Technician Name: Mal Kraian
frnfrnrion n
Technical Responsibility: Mal Kraian Laboratory Manager
signmur Po+iion
3201 Spring Forest Rd.
S&MR, Inc. Raleigh, NC. 27616 C-8 Bag-2 Resistivity.xis

Laboratory Report Version 4.2 Revision Date: Demecrober 10,2005
W I-G57-SF tSME
Soil Resistivity
ASTM G-57
Project #: 1051-08-173 Report Date: 5/23/2008
Project Name: Jacksonville Sam's Club Test Date(s) 5/22 - 5/23/08
Client Name:
Client Address:
Boring No. C-1 Sample No. Bag Sample Date: 5/12/08
Location: Site Offset: NA Depth (ft): 0.5 - 1.5 ft.
Sample Description: Tan-Gray Clayey Fine SAND (Visual)
Equipment:
Balance(GPI/GI): S&ME ID# 1024 Standard Box S&ME ID# 13240
Oven: S&ME ID# 1046 Amp-Meter S&ME ID# 13239
Moisture Content Determination
As Received Condition 12.5%
After 24-hr Condition 17.2%
Resistivity (ohms - cm)
As Received Condition 3567
After 24-hr Condition 1447
Remarks:
Technician Name: Mal Kraian
Cnr fnrtion p
Technical Responsibility: Mal Kraian Laboratory Manager
Sgrmture Posiion
3201 Spring Forest Rd.
S&b1E, Inc. Raleigh,NC. 27616 C-1 Bag-1 Resistivity.xls

Laboratory Report Version 4.2 Revision Date: November 19,2004
w1-2974-sr• Moisture, Ash, and Organic Matter tSWE
ASTM D-2974
Project#: 1051-08-173 Report Date: 05/21/2008
Project Name: Sam's Club -Jacksonville Test Date(s) 05/14 - 05/16/2008
Client Name:
Client Address:
Boring No. C-7 Sample No. Bag Sample Date: 5/12/2008
Location: Site Borehole Offset: N/A Elevation: 1.5' - 2.5'
Sample Description: Black Organic Sandy CLAY (Visual)
Equipment: Balance (GPI/G1): S&ME ID# 1024 0.01 g.Readability, 500g. Minimum Capaccity
Oven: S&ME ID# 1046 Muffle Furnace: S&ME ID# 0026
Method A: Moisture Content Determination
Oven Temperature: 105 + 5 °C
Tare# 035
t Tare Weight(Dish plus Aluminum Foil Cover) grams 147.96
a Mass of As-Received Specimen +Tare Wt. grams 331.13
b Mass of Oven Dry Specimen +Tare Wt. grams 274.67
w Water Weight (a-b) 56.46
A Mass of As-Received Specimen (a-t) 183.17
B Mass of Oven Dry Specimen (b-t) 12G.71
%Moisture Content as a % of As Received or Total Mass (w/A)*100 30.8°/r
%Moisture Content as a % of Oven-dried Mass (w/B)*100 44.60/o
Method C(440°Q or D (750°Q:Ash Content and Organic Matter Determination
Muffle Furnace Temperature: 440 "C
Tare# Big Cup
t Tare Weight(Dish plus Aluminum Foil Cover) grams 55.14
b Mass of Oven Dry Specimen +Tare Wt. grams 111.33
C Ash Weight+ Tare Wt. grams 107.57
C Ash Weight c-t 52.43
B Mass of Oven Dry Specimen (b-t) 56.19
D "%A.sh Content (C/B)*100 93.3'%
% Organic Matter 100-D 6.7'%t
%Moisture Content as a % of Oven-dried Mass = Reproved per ASTM D2974-01
Remarks:
References: ASTM D2974: Standard Test Method for Moisture,Ash, and Organic Matter of Peat and Other Organic Soils
Technician Name: Kacie Lowder
CurI,f... n n
Technical Responsibility: Mal Kral Laboratory Manager
Signnnve l'osiriori
3201 Spring Forest Rd.
S&ME, Inc. Raleigh,NC. 27616 C-7 Rag-1 Organic Content.zls

3201 Spring Forest Road
*S&ME Raleigh, NC 27616
Project Information
Date: 24-May-08
Site:iSam's.Clfib:Sf6-re'#657'�m04�4-- a 01
Location:fJa&lZgcnviII6,iN6fth�C-a-ro'li'n'*a'*'
Project No.:JI051-08-173
4
Asphalt Pavement Asphalt
MM Stone Subbase
Design Criteria
CBR Design Value
' iL6 X CBR 7,500 psi
Resilient Modulus= _
A ; ,
Standard Duty Heavy Duty
Equivalent 118 kip)Single Axle Loads'ESAIL 421,800 Equivalent 1111 kip)Single Axle Loads IESALsi,-335;100
Design Life(yrs) r 20r Design Life(yrs) 20�
Terminal Servicalbility Terminal Servicability ZO
Reliability Reliability 85%,
Initial Serviceability l 4*2 Initial Serviceability v 4.2
Standard Deviation Standard Deviation
Required Structural Number(from Asphalt 2.0 Required Structural Number(from Asphalt 2.8
Structural Number Tab) Structural Number Tab)
Required Flexible Pavement Section
Try Wal-Mart's minimum required asphalt thicknesses of 3 inches and 4 inches for standard
and heavy duty,respectively. Minimum recommended stone base by Wal-Mart is 4 inches.
Standard: Asphalt Binder 0.44- inches
Stone Subbase 0.14* inches
2.2 > 2.0
Heavy Duty: Asphalt Binder 0.44* 74 inches
Stone Subbase 0.14* 8 inches
2.9 > 2.8
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
#S&ME Raleigh,NC 27616
Project Information
Date: 24-May-08
Site: Sam's Club Store#6573-04
Location: Jacksonville,North Carolina
Project No.: 1051-08-173
Asphalt Pavement
Light Duly Heavy Duty
R 85% - R 85% -
ZR -1.04 - ZR -1.04 -
Sa 0.45 - Sp 0.45 -
A psi 2.2 - A psi 2.2 -
MR 7,500 psi MR 7,500 psi
SN 2.0 - SN(input) 2.8 -
W1e 49,820 ESALS Wa 416,696 ESALS
Wle(Needed) 43,800 ESALS Wle(Needed) 335,800 ESALS
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
#S&ME Raleigh, NC 27616
INPUT,CELLS q
Project Information
Date: 17-Jun-08
Site:ISam's',Club,Store';#l6573=04.:,QasStahon 's ..„. _a1W -=.`;";�
Location [J2ck9d6ytl1e;Nortlirt,arolma
Project No.:�,105:1_08173 '-,
Asphalt Pavement
Asphalt
Stone Subbase
Design Criteria
CBR Design Value
Resilient Modulus SOOO X CBR = 7,500 psi
Standard Duty Heavy Duty
Equivalent It kip)Single Axle Loads(ESAL 73 OUO"' Equivalent(18 kip)Single Axle Loads(ESALs) 335 800.!
Design Life(yrs) +x"20 Design Life(yrs) 2041 !21
Terminal Sewicability n`2 D"y 7 Terminal Servicability
Reliability 4 +'85% Reliability
Initial Serviceability "4 2 ;c Initial Serviceability 4.2
Standard Deviation +r:0 45 ;° Standard Deviation
Required Structural Number(from Asphalt Required Structural Number(from Asphalt
Structural Number Tab) 2-2 Structural Number Tab) 2_8
Required Flexible Pavement Section
Try Wal-Mart's minimum required asphalt thicknesses of 3 inches and 4 inches for standard
and heavy duty,respectively. Minimum recommended stone base by Wal-Mart is 4 inches.
Standard: Asphalt Binder 0 44 inches
Stone Subbase 0.1 I ,,j6 ;.;}inches
> 2.2
Heavy Duty: Asphalt Binder 0 44 "7q7,7T , ° inches
Stone Subbase 0 14 ",r„8 M ':inches
2.9 > 2.8
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
Raleigh,NC 27616
Project Information
Date: 17-Jun-08
Site: Sani s Club Store#6573-04-Gas Station
Location:Jacksonville,North Carolina
Project No.: 1051-08-173 -
Asphalt Pavement
Light Duty Heavy Duty
R 85% R 85%
za -1.04 ze -1.04 -
So 0.45 - So 0.45
A psi 2.2 - 4 psi 2.2 -
Ma 7,500 psi Ma 7,500 psi
SN 2.2 - SN(Input) 2.8 -
Wre 89,575 ESALS W18 416,696 ESALS
Wra(Needed) 73,000 ESALS W,a(Needed) 335,800 ESALS
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
#S&ME
Raleigh, NC 27616
Project Information
Date: 24-May-08
Site: Sam's Club Store#6573-04
Location: Jacksonville,North Carolina
Project No.: 1051-08-173
Concrete Pavement
ONIII P Concrete
Stone Subbase
Standard Duty Heavy Duty
Equivalent(18 kip)Single Axle Loads(ESALs) 43N800i}; Equivalent(18 kip)Single Axle Loads(ESALs) 335 800
Design Life(yrs) ' t�20), y Design Life(yrs)
Terminal Servicability 2 0� Terminal Servicability 2 0
Reliability ; i85% Reliability
Initial Serviceability ' 4 2 y;, Initial Serviceability
Standard Deviation 0 35 ..!i Standard Deviation
Api 2.2 eps; 2.2
Concrete Elastic Modulus Load Transfer Cofficient(J)
From II-25 AASHTO
Eo=57000 (fcp5 where Pc=4000 psi J
Ec=57000'(4000)^0.5 = 3.6E+06 psi
Drainage Coefficient
Concrete Modulus of Rupture From II-25 AASHTO
S'c=8.5' (fcp5 where f c=4000 psi Cd = -'.1.0
S'c=8.5' (4000p5 = 538 psi
Subgrade Modulus_
k ;150 `-"pci(based on design CBR value)
Stone Thickness ;�^,�,_ � Ly6;,;. ! inches(thickness necessary to reach desired k value)
Required Pavement Section from Concrete Thickness Tab
Try Wal-Mart's minimum required concrete thicknesses of 5 inches and 6 inches for standard
and heavy duty,respectively. Minimum recommended stone base by Wal-Mart is 4 inches.
Standard:
5 inches Concrete
6 inches CABC(stone base)
Heavy Duty:
7 inches Concrete
6 inches CABC(stone base)
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
*S&ME Raleigh,NC 27616
Project Information
Date: 24-May-08
Site: Sam's Club Store#6573-04
Location: Jacksonville,North Carolina
Project No.: 1051-08-173
Concrete Pavement
Light Duty Heavy Duty
R 85% - R 85% -
zR -1.04 - ZR -1.04
So 0.35 - So 0.35
A psi 2.2 - A psi 2.2
Pi 2.0 - Pi 2.0 '
k 150 pci k 150 Pei
E, 3,604,997 psi E, 3,604,997 psi
S.� 538 psi S'� 538 psi
J 3.8 - J 3.8 -
Ca 1.0 - Ca 1.0 -
Thickness5,00 " inches Thickness i!"' '1T.00 inches
log IN, 4.88 - log W,s 5.64 -
W,e 76,0$7 ESALS W18 43 f$ ESALS
W,a(Needed) 43,800 ESALS W,a(Needed) 335.800 ESALS
"Change Thickness so that W,a is greater than W,s Needed(Green Shade)
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
*S&ME Raleigh, NC 27616
Project Information
Date: 17-Jun-08
Site: Sam's Club Store#6573-04- Gas Station
Location: Jacksonville,North Carolina
Project No.: 1051-08-173
Concrete Pavement { I
t. Concrete
--- Stone Subbase
Standard Duty Heavy Duty
Equivalent(18 kip)Single Axle Loads(ESALs) 73,OOOC' Equivalent(18 kip)Single Axle Loads(ESALs)L
35,800"dz;
Design Life(yrs) 20�' .' Design Life(yrs)
Terminal Servicability 2:0� - Terminal Servicability Reliability r, ;85%h. Reliability 85p/o
Initial Serviceability Initial Serviceability
Standard Deviation '. �„0.35--+ Standard Deviation
Opsl 2.2 Apsl 2.2
Concrete Elastic Modulus Load Transfer Cofficient(J)
From II-25 AASHTO
E�=57000 (fcP,s where fc=4000 psi J = Ell
Ec=57000'(4000)A 0.5 = 3.6E+06 psi
Drainage Coefficient
Concrete Modulus of Rupture From II-25 AASHTO
S'c=8.5' (fcp5 where Pc=4000 psi Cd
S'c=8.5'(4000f = 538 psi
Subgrade Modulus
k ,u ti i r 150; r ` - pci(based on design CBR value)
Stone Thickness a + � %6't Jinches(thickness necessary to reach desired k value)
Required Pavement Section from Concrete Thickness Tab
Try Wal-Mart's minimum required concrete thicknesses of 5 inches and 6 inches for standard
and heavy duty,respectively. Minimum recommended stone base by Wal-Mart is 4 inches.
Standard:
5 inches Concrete
6 inches CABC(stone base)
Heavy Duty:
7 inches Concrete
6 inches CABC(stone base)
AASHTO Guide for Design of Pavement Structures, 1993.

3201 Spring Forest Road
#S&ME Raleigh, NC 27616
Project Information
Date: 17-Jun-08
Site: Sam's Club Store#6573-04-Gas Station
Location: Jacksonville,North Carolina
Project No.: 1051-08-173
Concrete Pavement
Light Duty Heavy Duty
R 85% - R 85%
zR -1.04 - zR -1.04 -
So 0.35 - Sa 0.35 -
A psi 2.2 - A psi 2.2 -
Pi 2.0 - Pi 2.0 -
k 150 PC! k 150 pci
E, 3,604,997 psi E, 3,604,997 psi
S., 538 psi S.� 538 psi
J 3.8 - J 3.8 -
Ca 1.0 - Ca 1.0 -
Thickness [7 5 00, f:,;7 inches Thickness =7 00 ,' t w` 9 inches
log W,a 4.88 - log W,a 5.64 -
W,e NOMW7,61057 ESALS W,a 438^=186 ESALS
W,a(Needed) 73,000 ESALS W,e(Needed) 335,800 ESALS
`Change Thickness so that W ra is greater than W,s Needed(Green Shade)
AASHTO Guide for Design of Pavement Structures,1993.

GEOTECHNICAL INVESTIGATION REPORT
SAM'S CLUB
JACKSONVILLE, NORTH CAROLINA
S&ME PROJECT NO. 1051-93-211

TABLE OF CONTENTS
Section Page
1.0 Summary 1
2 . 0 Project Description 2
3 . 0 Area Geology 3
4 . 0 Exploration 3
4 . 1 Field 3
4 . 2 Laboratory Testing 4
5 . 0 Site Description 4
5. 1 Surface Features 4
5 .2 Subsurface Conditions 5
6. 0 Laboratory Test Results 6
7 . 0 Conclusions and Recommendations 6
7 . 1 Site Preparation 7
7 . 2 Foundation Design and Construction 6
7 . 2 . 1 Shallow Spread Footings 9
7 . 2 . 2 Pile Foundation 10
7 .2 .3 Floor Slab 11
7 . 3 Retaining Wall Parameters 11
7 . 4 Flexible and Rigid Pavement Designs 12
7 .4 . 1 Flexible Pavements 13
7. 4 .2 Rigid Pavements 14
7 . 5 Corrosion Potential 15
8 . 0 Quality Control Testing and Inspection 15
9 . 0 Qualifications of Report 16
Appendix

1. 0 - SUMMARY
For your convenience, this report is summarized in outline
form below. This brief summary should not be used for design or
construction purposes without reviewing the more detailed
information presented in the remainder of this report.
1. The exploration for this project included the performance
of 12 test borings in the building area and 13 test
borings in the pavement areas. Routine laboratory
testing was also performed on representative soil
samples.
2 . The site is located in the Coastal Plain area of North
Carolina. Topsoil overlies this site to depths of
approximately 6 to 8 inches and is underlain by soft to
firm silty clays, sandy clays, and clayey sands to depths
of approximately 22 to 23 feet. Below this depth, firm
to very dense limestone Marl, sands and shells were
encountered to the boring termination depths of 30 feet.
3 . Site preparation ' prior to building and pavement
construction should include removal of the topsoil
materials. The exposed subgrade should be proofrolled
with a partially loaded pan or dumptruck to identify
areas requiring subgrade repair. Due to the soft near
surface soils found at many of the boring locations and
their high natural moisture conditions, some undercutting
and/or aeration and recompaction is anticipated.
4 . Due to the high groundwater conditions and moisture
sensitive clayey soils, this site should be graded only
during the drier summer and fall months. If this site is
graded during the wetter winter and spring months,
significant undercut of near surface soils should be
anticipated. Also the excavated soils from the retention
pond will be practically unusable during this wetter
period.
5 . A shallow spread foundation system may be utilized for
support of the building structure, however, significant
settlement concerns exist. Surcharging of the building
area will be necessary to allow shallow spread footings
to be utilized. A fill surcharge thickness of 5 feet
applied for a period of 2 to 3 months is recommended.

Page 2
6. Another alternative for foundation support for the
building is use of a pile foundation system. Treated
timber piles having 10 inch tips, driven into the dense
Marl formation, can be used to support this structure.
Piles should be designed for a working capacity of 20
tons, however, due to negative skin friction (downdrag)
concerns the piles should be driven as 30 ton piles.
Differential settlement between the structural frame and
_ adjacent floor slab of 1 inch or less may occur. This
differential settlement can be reduced by pile supporting
the floor slab or surcharging the building area.
2 . 0 - PROJECT DESCRIPTION
The following project information is based on our review of
standard Wal-Mart geotechnical investigation's specifications as
well as our review of the preliminary grading plan provided by
McKim and Creed which shows the topographic features and locations
of the building, parking lot and roadways.
Wal-Mart Stores, Inc. is planning construction of the Sam's
Club to be located on Western Boulevard (NCSR 1470) in
Jacksonville, North Carolina. Construction of the project will
involve approximately 134 , 000 square feet of building area
including the 20, 000 square foot proposed expansion. The proposed
Sam's Club has plan dimensions ofapproximately 300 x 350 feet with
a tire mounting area on the east side of the building and a loading
dock to the rear. A retention pond, having a depth of
approximately 6 feet, is to be excavated on the west side of the
store and will have approximate dimensions of 100 x 410 feet. We
understand that this pond will retain surface stormwater from the
pavement areas. Automobile parking will be provided to the south
of the store with entrance roads off of Western Boulevard located
near the east and west property boundaries. Based on present
topographic and preliminary grading information, fills of 2 to 2-
1/2 feet will be required in the building area to obtain the design
finish floor elevation of 47 . 9 feet. In the pavement areas,
minimal fill depths will be required, generally less than 1 foot.
A cut on the order of 1 to 2 feet will be required for the rear
loading dock area. As mentioned above, a cut of approximately 6
feet will be required for excavation of the retention pond.
Because of minimal on-site borrow, we anticipate that soils
excavated from the retention pond will be needed for structural
fill in the building area.

Page 3
Detailed structural information has not been provided,
however, we have assumed that typical structural loading
information as provided in Wal-Mart's geotechnical investigation
and report specifications would be applicable for this store.
Accordingly, typical bay spacings between columns and walls would
be approximately 60 feet by 40 feet. Exterior columns will be
typically spaced 40 feet apart. Typical gravity loads to the
interior columns will be 105 kips with an estimated maximum gravity
load that could occur due to severe live loading of 145 kips. The
estimated typical exterior column gravity load will be 60 kips.
Maximum column uplift forces from wind is estimated at 30 kips.
Estimated uniform loads on continuous footings for load bearing
concrete block walls will range from 4 . 5 to 6 kips per linear foot.
Estimated maximum uniform floor slab loads will 250 psf with
maximum concentrated floor slab load of 16 kips.
3. 0 - AREA GEOLOGY
The site is located within the Coastal Plain physiographic and
geologic province of North Carolina in Onslow County. The Coastal
Plain geologic region has been formed during past transgressive and
regressive movements of the ocean into and out of North Carolina.
As such, the Coastal Plain province is characterized by subdued
topographic features in flat, low-lying terrain. The primary
geologic formation within the depth of exploration at this site is
the River Bend formation. The River Bend formation is a marine
deposit typically consisting of limestone overlain by and
interbedded with hardened sandy limestone.
4.0 - EXPLORATION
4.1 - Field
our field exploration consisted of the performance of twelve
(12) test borings in the building area to depths of 20 to 30 feet
below existing ground surface. Also thirteen - 10 foot test
borings were performed at random locations in the proposed pavement
areas. Test borings were performed at the site on August 30, 31,
and September 1, 1993 . The approximate locations of the test
borings are shown on Figure 1. Boring locations were staked in the
field by S&ME personnel and referenced to existing property
boundaries and corners. Ground surface elevations at the boring
locations have not been obtained, however, the site is relatively
flat with little difference in elevation between test borings.

Page 4
The borings were performed using a CME 750 drill rig mounted
on an all terrain carrier. Standard splitspoon samples of
subsurface soils were taken in the borings at approximately 2-1/2
foot intervals above a depth of- 10 feet and 5 foot intervals below
a depth of 10 feet. Standard Penetration Tests were conducted in
conjunction with the splitspoon sampling in general accordance with
ASTM D-1586 . In addition, bulk samples of near surface soils were
obtained in the pavement areas and relatively undisturbed Shelby
tube samples were obtained of softer clayey soils in the building
area for laboratory testing. The borings were observed for
groundwater levels at completion of drilling and at least 24 hours
thereafter.
4 .2 - Laboratory Testing
The splitspoon soil samples obtained from the borings, as well
as the bulk samples, were transported to our laboratory where they
were visually classified by a geotechnical engineer. Splitspoon
samples and bulk samples of the upper soils were subjected to
natural moisture content, grain size distribution and Atterberg
Limits testing. Also pH and resistivity testing were performed of
upper soils in the building area. Three (3) bulk soil samples were
subjected to Standard Proctor compaction test (ASTM D-698) and
remolded California Bearing Ratio (CBR) testing. The CBR tests
were performed on soil samples compacted to approximately 98% of
the Standard Proctor maximum dry density. Consolidation testing
was performed on four (4) relatively undisturbed Shelby tube .
samples for evaluation of settlement potential of these soils under
the structural loading conditions. Also, Unconfined Compression
tests were performed on undisturbed Shelby tube samples at borings
B-5, B-8 and B-12 . The results of the laboratory testing are
presented on data sheets contained in the Appendix.
5. 0 - SITE DESCRIPTION
5. 1 - Surface Features
The proposed Sam's club is located on the north side of
Western Boulevard (NCSR 1470) adjacent to an existing Lowe's store.
The site is characterized by relatively flat topography with
shallow ditches along the east and west property boundaries and the
highway shoulder ditch to the south. The site has been recently
cleared of trees and stumps grubbed. After the grubbing operation,
it appears that the site has been leveled by blading or
backdragging with a dozer. At the time of site drilling, the drill
rig and support pickup truck was able to traverse the site with no
difficulty. However, drilling was performed at a time when an
extended period of dry weather had existed.

Page 5
5.2 - Subsurface Conditions
A generalized subsurface profile prepared from the test boring
data is shown on- Figures 2A and 2B to illustrate the subsurface
conditions encountered at the site. The attached individual test
boring records provide more detailed subsurface information at
individual test boring locations. A general description of the
subsurface conditions encountered at the site is described below.
Topsoil overlies the project site to depths of 5 to 8 inches.
For stripping purposes, an average topsoil depth of 6 to 8 inches
should be considered. This depth of stripping should remove the
majority of the rootmat and organics associated with the previous
clearing and grubbing operations.
Underlying the topsoil materials, generally very soft to firm
silty clays, clayey sands and sandy clays were encountered to
depths of approximately 8 feet below existing ground surface.
These soils having Standard Penetration Tests (SPT) values ranging
from 2 to 10 blows per foot. The upper 2 to 3 feet of soils
generally have SPT values ranging from 4 to 6 blows per foot with
softer soils encountered at borings B-4, B-10, B-12 , P-7, P-11 and
P-13 .
Underlying the above soils, very soft to soft silty clays,
clayey sands, and sandy clays were encountered to a depth of
approximately 22 to 23 feet. These soils had typical SPT values
ranging from 1 to 4 blows per foot. The compressibility
characteristics of this soil layer and the overlying clays were
evaluated by performing consolidation tests on relatively
undisturbed Shelby tube samples. Results of this testing are
presented in a later section of this report.
A firm to very dense layer of Marl (limestone) , shells and
cemented sands were encountered below a depth of 22 to 23 feet at
the four borings drilled to depths of 29 to 30 feet. SPT values in
this layer range from 18 to in excess of 100 blows per foot. This
strata is part of the River Bend limestone formation.
Groundwater was encountered at depths ranging from 2 to 4-1/2
feet below existing ground surface. Water levels were observed in
the boreholes at least 24 hours after drilling. Groundwater levels
will change with seasonal and climatic changes and may occur at
higher elevations during the wetter winter and spring months. The
drilling of this site was performed after a relatively dry period
of time thus the water table recorded should be considered to be at
approximately its seasonal low level. Because of the relatively
high groundwater levels, earthwork operations could be impacted,
especially if excavations occur below 2 to 3 feet.

Page 6
6. 0 - LABORATORY TEST RESULTS
Representative soil samples including splitspo
undisturbed Shelby tube sa , and bulk samples were obtained
on samples,
mples
during the field exploration for testing
verify field classifications of the soils and laIn our boratory to
engineering design parameters . Laboratory testingestablish
moisture contents, Atterberg Limits included natural
and resistivity, unconfined compression, and consolidationze testing'
In addition, Standard Proctor moisture density relationships were
conducteddonnbulkaked Ca samples lfrom bo lringsnp-Zatio (CBR) tests were
laboratory tests were conducted in gen7 accord
ca, anr dance All
applicable ASTM test procedures. Results of er1 the laboratory testing
are presented in the Appendix to this report.
Based on the laboratory testing, the upper clayey soils are
classified as fine sandy low plasticity clays having percent fine
sand ranging from approximately 30 to 38$. Liquid limits of these
soils range from 28 to 33% with plasticity indices of l0 to these
Natural moisture contents varied from .1ty n 30s compared t.
Standard Proctor optimum moisture contents of 14 . 1 to 15. 9%. Based
on these natural moisture conditions, the soils are considerably
wet of their Standard Proctor optimum moisture values. Standard
Proctor maximum dry densities of these upper soils range from 110.9
to 114 .9 pounds per cubic foot at optimum moistures of 14. 1 to
15. 9%. Bulk samples obtained from borings P-2, t and P-12 were
subjected to soaked CBR tests. on samples recompacted to
approximately 98% of their standard Proct or maximum dry density.
Samples were recompacted on the wet and dry side of optimum
moisture. This testing revealed CBR values of 9 . 3 to 7. 9g with
pmpercent swells ranging from 0 to 1. 21. Consolidation tests were
ed on
pperrclays andeunderllln undisturbed Shelby tube s.
samples of the
Of 0. 060 and 0. 094 were recorded clayey for
g soft the Compression indices
upper indicating moderately low compressibility tvalues. The a underlying
soft clays had compression indices of 0.
moderate to highly compressible soils. 217 and 0. 265, indicating
7. 0 - CONCLUSIONS AND RECOMMENDATIONS
The following recommendations are based upon review of the
test boring data, our understanding of the
and past experience with similar Proposed construction
susurface
conditions. If structural loads or site g ad sects arehsignificantly
different from those presented in this report, we should be
notified in order that we can review and comment upon our
recommendations so that they may be confirmed, extended or modified
as necessary. Additionally, if subsurface conditions adverse to
those indicated by this report are encountered during construction, I
these differences should be reported to us for review and comment.

Page 7
7.1 - Site pre aration
The site has been cleared of all trees and
been grubbed of all stumps. Site preparation should be
removal of all to appears to have
Based on the boring
material within the constructioin n with the
depths on the order go data, we anticipate that topsoil stripping
remove soils containing suffici nt organics inches will bander of mat n orderlto
materials should be stockpiled or utilized in non-structural
These
Following the strippingareas.
to receive fill should be operation, the exposed subgrade soils
or receive
f to proofrolled with a Partially
Based on the test boring any areas re Y loaded pan
Of the site 5 information, we nticipateuthat d some areas
undercut and soil backfillinrequire subgrade repair, involvin areas
represented g• Such areas could include hallow
lieu of undercutting B-q B-1o, B-12, P-7, P-11 and p_ those
drying of the u g in some areas in-place repair b 13 In
moisture conditioning to 12 inches of soil and recompactionlaf or
The method nd subgrade stabilize Yieldingafter
4 repair will have to be ear surface soils.
field at the time of grading operationsunde. determined depths of groundwatersite, Because of the inllow
the
to maximum depths of 2 to 3hfeet below he existicut ng g be restricted
Depending on the stability of the near surface soils surface.
conditions at the time of site grading, the use
dozers to stripmoisture
minimize subgrade disturbance lieu of of wide track
large scrapers could help
The grading contractor should be
equipment to aerate and dry near surface soils toto their optimum
moisture content in order to stabilize areas that are ede
due to moisture optimum
over weak subgrade
Indiscriminant use deflecting
undercut on his e areas could of large scrapers
Project greatly increase the amount of
performed after a drysite. -increase
should
or below period of time when the surface soils are be
at
operation should Of moisture content. The
experienced soils engineerbe . Ion
under the proofrolling
supervision of an
Because of high groundwater conditions
sensitivity of the and
site be grading during clayey soils, it is Paramount that tture
hisNovember. Typically the typical drier from December months of May through
amounts are greater and dryingthrough April, when rainfall
surface soils will be conditions are vet
rubber tired traffic, extremely wet and will rut poorand ' the near
Pump If wet winter grading is attempted, it
nder
I'
i
I

Page 8
should be anticipated that considerable undercutting and use of
select off-site granular borrow will be necessary in order to
prepare subgrades adequately for construction. With the present
soil moisture conditions already wet of optimum moisture,
additional rainfall or poor natural drying conditions would
compound the subgrade problems at this site.
Upon completion of the necessary subgrade repairs, areas
requiring fill may be brought to design finish grade utilizing on-
site or off-site borrow. We anticipate that a significant volume
of on-site borrow can be obtained from the retention pond to the
west of the building. These excavated soils will consist of silty
clays, sandy clays and clayey sands, at moisture contents typically
wet of optimum moisture. This would especially be true in
excavating at or below the groundwater table. The unit weight and
plasticity characteristics of these soils are suitable for use as
structural fill in the building area, however, the grading
contractor should be made aware that drying of these soils through
discing and aeration will be necessary in order to obtain. the
desired compaction levels. If the site is graded during the wetter
months of the year when drying of soils is impractical, these
excavated soils may need to be wasted. Off-site borrow placed in
building or pavement areas should consist of sandy soils having
plasticity indices less than 15%.
All structural fill should be placed and spread in 6 to 8 inch
uniform lifts and compacted to at least 95% of the Standard Proctor
maximum dry density except within the final foot of design subgrade
where the requirements should be increased to at least 98% of the
Standard Proctor maximum dry density. In pavement areas receiving
less than 12 inches of fill, we recommend that the existing
subgrade soils be uniformly compacted to the 98% compaction level.
This will most likely require that the virgin soils be disced and
compacted in-place with the use of a sheepsfoot roller. Site
preparation, including fill placement and compaction, should be
monitored by an experienced soils technician. Density tests should
be conducted to verify that compaction is in accordance with the
plans and specifications.
7 .2 - Foundation Design and Construction
The subsurface conditions found within the proposed building
area are marginal for support of this structure on shallow spread
footings without consideration being given to settlement concerns
resulting from fill, floor and structural frame loading.
Consolidation test results on samples of the softer clays within'

Page 9
the major stress influence of the foundations and building floor
loads reveal that excessive post construction settlements could
occur without proper planning and foundation considerations. The
following sections 7.2 . 1 and 7 . 2 . 2 of this report provides
geotechnical considerations and recommendations for use of shallow
spread footings or piles for support of this structure.
7.2 .1 - Shallow Spread Footings
our bearing capacity analysis reveals that the upper clayey
soils could support a net allowable bearing pressure of 1500 psf
with a safety factor of 3 . 0. However, use of a shallow spread
footing foundation for support of the walls and column footings
must also take into account settlement considerations. Our
settlement analysis reveals that total settlement due to the floor
load (250 psf) , fill weight (approximatley 300 psf) , and structural
loading resulting from wall and column footings, will produce total
settlements on the order of 3 to 3-1/2 inches beneath interior
columns. These magnitudes of settlement are obviously unacceptable
for a structure of this type. In order to reduce total settlements
to a more acceptable level, settlement due to the fill and floor
loading must be eliminated prior to column and wall footing
construction. Settlement associated with the fill and floor
loadings is estimated to be approximately 2 inches, leaving
approximately 1-1/2 inch settlement due to column loading.
In order to eliminate the floor and fill loading settlement,
placement of structural fill for obtainment of finish grade and
placement of an additional 5 feet of surcharge fill will be
necessary. Since the surcharge fill will only serve as providing
dead weight to allow preconsolidation of the underlying subsoils
prior to floor slab construction, this material can be placed in an
uncompacted state. The 5 feet of surcharge is necessary in order
to provide sufficient load to cause the estimated 2 inches of
settlement calculated for the fill and floor loading to occur
within a reasonable time period. our consolidation time-rate
analysis indicates that the surcharge may have to be left in-place
for a period of 2 to 3 months in order to cause sufficient
settlement and preconsolidation of the underlying soils. To
monitor the settlement during surcharge loading, settlement plates
will need to be placed at the base of the surcharge fill. We
recommend a minimum of 9 settlement plates be installed at the base
of the surcharge fill.
After removal of the surcharge fill, excavation of the column
and wall footings can occur. Due to the differential settlement
constraints, we further recommend that the individual column and
wall footings be over-excavated 2 feet neat line footing dimensions

Page 10
and excavated soils replaced with #67 washed stone.. Over-
excavation and stone replacement will reduce total settlements
beneath interior columns to 1 inch and differential settlements
between adjacent columns to 1/2 inch. Along the wall footing, a
similar total and differential settlement between column locations
can be anticipated. Differential settlements between the floor
slab and interior columns and floor slab and exterior walls of 1
inch or less should be anticipated since the settlements associated
with the floor settlement have already occurred due to the
surcharge loading.
The surcharge fill should be placed within the building area
and approximately 10 feet outside the building limits. It is also
recommended that the surcharge fill be placed over the 20, 000 foot
square foot expansion area. It is recommended that the surcharge
fill consists of soils suitable for use as fill in she pavement
areas. The removal surcharge fill could be placed and compacted in
these areas. Excess fill may need to be stockpiled on-site or
trucked off-site.
7.2.2 - Pile Foundation
Another alternative for support of this structure is the use
of treated timber piles driven into the dense Marl formation. we
would recommend that a 10 inch tip timber pile be utilized driven
to a depth of 25 to 30 feet below existing ground surface into the
dense Marl and sand layer. The timber piles should be designed for
an allowable capacity of 20 tons, however, they should be driven to
a capacity of 30 tons, assuming that approximately 10 tons of
negative skin friction (downdrag) may occur due to fill and floor
slab loading. Because of the dense Marl layer, care should be
taken that the piles are not overdriven which could cause pile
breakage. The piles should be driven with a pile hammer delivering
a rated energy of approximately 15, 000 foot pounds. Pile driving
criteria should be established using the NC Building Code pile
driving formula. In accordance with the NC Building Code, a pile
load test will not be necessary since the allowable capacity is
less than 40 tons. Prior to production driving, we recommend at
least 12 indicator piles be driven across the building area to
allow determination of production pile lengths. Based on the test
boring information, we recommend that the indicator piles have a
length of 30 feet. It is anticipated that production piles will
require lengths of 25 to 30 feet. All pile driving activity should
be monitored by an experienced soils engineer or senior engineering
technician who should record all blow counts during driving
activities and verify that each pile has obtained its design
working capacity.

Page 11
Settlement beneath columns or walls supported on the timber
piles should be less than 1/4 inch. In order to minimize
differential settlements between the structural frame and floor
slab, settlement due to the fill loading must stabilize before
floor slab construction. Thus, fill should be placed as early as
possible and monuments established on top of the fill to monitor
settlements. We anticipate that 2 to 3 months of waiting will be
necessary before fill settlements will fully stabilize. The
monuments at the fill surface should be monitored on a weekly basis
and this information provided to an experienced soils engineer.
Provided the fill settlement stabilizes prior to floor slab
construction, differential settlements between the column footings
and floor slab and wall footings and wall slab should be less than
1 inch. Obviously, the floor slab should be structurally separated
from the wall and column footings. If this magnitude of
differential settlement is unacceptable, then surcharging of the
site will be necessary prior to pile driving activities or the slab
will need to be pile supported.
7.2 .3 - Floor slab
The on-site borrow soils or an approved granular off-site
borrow source will provide suitable support for a properly designed
floor slab. Assuming 'that the on-site soils are utilized as
structural fill within the building area, we recommend that a 6
inch layer of compacted CABC stone be placed beneath the floor slab
to provide an all weather construction surface and greater
uniformity in slab subgrade support. Ede recommend the 6 inches of
stone consist of NCDOT aggregate base course specified in section
1010 on page 651 of NCDOT, "Standard Specification for Roads and
Structures" . We recommend that the CABC stone be compacted to at
least 95% of its Modified Proctor maximum dry density. Provided
the subgrade soils are compacted to at least 98% of the Standard
Proctor maximum dry density and the CABC stone is compacted to 95%
of its Modified Proctor maximum dry density, the floor slab may be
designed utilizing a subgrade modulus of 150 pci. Use of a vapor
barrier is not considered necessary fnr this site.
7 .3 - Retaining Wall Parameters
Retaining walls should be designed to resist a triangular
lateral earth pressure distribution. Lateral earth pressures
resisted by the walls will be partially dependent on the method of
construction. If the walls are relatively rigid and structurally
braced against rotation, they should be designed for the at rest
lateral earth pressure condition. If the walls are free to deflect
during backfilling, such as exterior walls that are not restrained
or rigidly braced, the active pressure will be applicable for
design. The following ultimate lateral earth pressure coefficients
are recommended for design, assuming a level backfill and no
buildup of hydrostatic pressures.

Page 12
Lateral Earth Pressure Value
Conditions
At Rest Coeffient (Ko) 0.5
Active Coefficient (Ka) 0. 35
Passive Coefficient (Kp) 1, 000 psf for footings
embedded in undisturbed upper
clays - 2 . 5 for footings
embedded in granular backfill
Unit Weight of Soil (moist) 120 pounds per cubic foot
Friction Coefficient Between 0. 4 for footings bearing on
Foundation & Bearing Soils granular. fill - 500 psf for
footings bearing on
undisturbed clayey soils
To avoid hydrostatic pressure buildup behind the walls by
saturation from surface water or leaking utilities, backfill should
be separated from the walls by a free draining crushed stone or
concrete sand or pre-manufactured drainage product such as
Enkadrain or Miradrain. The wall drain should be tied to a footing
drain or weep hole system. Lateral earth pressure arising from
surcharge loading should be added 'Co the above earth ,pressures to
determine the total lateral pressure.
Soil backfill placed behind the retaining wall should be
compacted to at least 95% of the Standard Proctor mdximum dry
density with exception of the upper 12 inches beneath the floor
slab which should 'receive 98% compaction. Operation of heavy
compaction equipment within 5 feet behind the retaining structures
could create lateral earth pressures for in excessive of those
recommended for design. Thus far, relatively light compaction
equipment, such as hand operated equipment, should be used within
5 feet of the walls rather than heavy compaction equipment. Only
granular soils should be placed as backfill for retaining walls for
this project.
7.4 - Flexible and Rigid Pavement Design
Based on the soil test boring data, the existing subgrade
soils within the pavement areas will typically consist of silty
clay and sandy clay. California Bearing Ratio (CBR) testing
performed on representative samples of these soils compacted to
approximately 98% of their Standard Proctor maximum dry density

Page 13
exhibited CBR values ranging from 4 .3 to 7.9%. Based on our
experience with these soil types and our laboratory test results,
a design CBR value of 5. 0% is recommended. This design CBR value
is - based on the subgrade soils being uniformly compacted to at
least 98% of their Standard Proctor maximum dry density at
approximately optimum moisture content.
The most important factors affecting pavement life are the
condition of the subgrade immediately prior to base course
placement and post construction drainage. Exposed subgrades should
be proofrolled immediately prior to base course placement. Any
areas which yield, pump or rut excessively during the proofrolling
should be removed and replaced with properly compacted soils. In
addition, the subgrade soils should be relatively dry and at or
near optimum moisture content prior to base course placement. To
promote proper post construction drainage, pavement surfaces should
be constructed to provide positive site drainage and prevent
ponding and excessive water on the pavement surface, at the edge of
the asphalt pavements, and at any planters located within pavement
areas.
7.4. 1 - Flexible Pavement
Based on the provided traffic volume estimates for Sain's Club,
,it is our understanding that a standard duty pavement section
should be designed for a 20 year design period and subjected to
14 , 600 eqivalent 18 kip single axle load applications with a
terminal serviceability of 2 . 0 and a reliability of 85% . A heavy
duty pavement section should be designed for 335,800 equivalent 18
kips single axle load applications. Utilizing the AASHTO Guide for
Design of Pavement Structures - 1986, the above loading conditions
and a design CBR value of 5. 0%, the following pavement sections are
recommended.
FLEXIBLE STANDARD HEAVY DUTY STRUCTURAL
PAVEMENT DUTY COEFFICIENTS
Asphaltic Concrete 2" 1-1/2" 0.40
Surface Course
(Type I-1 or I-2)
Asphalt Binder - 2" 0. 40
Course (Type H)
Crushed Aggregate 6-1/2" 10" 0. 14
Base Course Stone
(CABC Type A or B)

Page 14
All materials and construction methods should conform to the
current North Carolina Department of Transportation (NCDOT)
"Standard Specifications for Roads and Structures" . The aggregate
base course stone should consist of stone meeting the requirements
under Section 520, pages 281 to 290 and Section 1010, pages 651 to
656 . The base course stone should be compacted to at least 100% of
the maximum dry density as determined by the Modified Proctor
compaction test, AASHTO T-180 as modified by NCDOT. To confirm
that the base course stone has been uniformly compacted, in-place
density tests should be performed by a qualified soils technician.
The asphaltic concrete surface course should consist of type
I-1 or 1-2 and conform to Section 645, pages 368 to 372 in the
NCDOT, "Standard Specifications for Roads and Structures" . The
asphaltic concrete binder course (type H) should conform to Section
640, pages 365 to 368 of NCDOT. Sufficient testing and inspection
should be performed during pavement construction to confirm that
the required thickness, density and quality requirements of the
snecifications are followed.
Although our analysis was based on a 20 year design life, our
past experience indicates that an overlay may be needed in
approximately 7 to 10 years due to weathering and oxidation of the
asphalt surface. ' A 1 inch overlay can he applied to the proposed
asphalt pavement at that time.
7.4.2 - Rigid Pavement
A rigid pavement analysis was performed based on the previous
traffic volumes. The flexural strength of the concrete was assumed
to be 538 psi which is approximately equivalent to a compression
strength of 4000 psi. A modulus of subgrade reaction of 150 pci
was used for design assuming that 4 inches of ABC stone will be
placed and compacted beneath the concrete pavement. Based upon the
traffic data, the following rigid pavement sections are
recommended.
PAVEMENT COMPONENT STANDARD DUTY HEAVY DUTY
Concrete Thickness 5" 7"
Crushed Aggregate 4" 4"
Base Course Stone -
(CABC Type A or B)
Jointing 8 - 10, 12 to 151

Page 15
It is recommended that the subgrade beneath the concrete
pavement be uniformly compacted to at least 98% of the Standard
Proctor maximum dry density. The aggregate base course stone layer
should be compacted to at least 100% of the Modified Proctor
maximum dry density.
7.5 - Corrosion Potential
Resistivity and pH analysis were performed on three
representative soil samples obtained during the field exploration
to evaluate the corrosion potential of the on-site soils. The
results of the pH analysis indicate that the soils are neutral to
slightly acidic with pH values in the range of 6. 2 to 7. 1. The
resistivity values were measured to range from 7, 534 to 10,696 ohm '
- centimeters. These values indicate that Type 1 cement can be
used in concrete structures and buried utilities can be placed
unprotected with a low potential for corrosion.
8.0 QUALITY C014TROL TESTING AND INSPECTION
Testing and inspection during site grading of this project
will be very important to verify that the means and methods used to
grade the site are in accordance with the specifications and
drawings and produce results as required by these documents. Ct is
our recommendations that a senior soils technician working under
the direction of a geotechnical engineer be present during these
activities to verify that subgrade soils are properly. prepared
prior to foundation installation and slab-on-grade and pavement
construction. During the field placement activities, we recommend
that a senior soils technician be present on-site to provide random
testing to verify that fill is being placed in accordance with the
plans and specifications. Because of the soft near surface soil
conditions, it is very important that proper repair of these soils
be done under the supervision of an experienced geotechnical
engineer or soils technician. Also we recommend that all footings
be inspected prior to concrete placement to verify that adequate
bearing conditions exist. As recommended in this report, if
shallow spread footings are utilized, all footings should be over-
excavated 2 feet and placed with clean #67 stone. The need for any
additional over-excavation should be determined in the field by the
soils engineer or senior soils technician. If a pile foundation
system is utilized, a geotechnical engineer should be present
during the indicator pile installation to witness the driving
activities. During the production pile driving, a senior soils
technician working under the direction of a geotechnical engineer
should be present to record the driving resistances to verify that
piles are being installed as designed and in a similar fashion as
the indicator piles.

Page 16
9. 0 QUALIFICATIONS AND REPORT
This report has been prepared in accordance with generally
accepted engineering practice for specific application to this
project. The conclusions and recommendations contained in this
report are based on the applicable standards of our profession at
the time this report was prepared. No other warranty, expressed or
implied, is made. Analysis and recommendations submitted in this
report are based, in part, upon the data obtained .from the
subsurface exploration. The nature and extent of variations
between the borings made 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 any
changes in the nature, design, or location of the building are
planned, the conclusions and recommendations contained in this
report should be reviewed and conclusions. of this report modified
or verified in writing. We strongly recommend that our firm be
provided the opportunity for general review of final design
specifications to verify that earthwork and foundation
recommendations are properly interpreted and implemented.

GENERALIZED SUBSURFACE PROFILE
BUILDING AREA
B-1 8-2 8-3 B-4 B-5 B-6 B-i 6-8 B-9 B-10 B-II B-12
6 6 5 4 5 7 M 6 5 2 7 4
t-
8 9 6 0:9 : 8 7 10 6 4 4 6
w
a 5 5 3 5 5 5 6 6 6 4
� 10 2_ 2_ ;;• 3 2 1_ 2_ 2_ 3_ —2 — 2 _
c '
0 3 6 2 4 4 2 3 4 2 3 4 4
02 3 -- 3 2— 1 — 4-- 3— .••. 2 — 4— 3— 3— 4 2
m g 55 50/6" a 51
IL
50/6" 016
30 30 53
LEGEND
TOPSOIL CAVED DEPTH
CIL T Y CLAY I _ UNDiSTUR_=D S-,-lM:.=__
OLAY v SAND:
SANDY CLAY -_' -�-
_,N^ARD =EN�TRAT':CN
'..ARL, SAND 8 SHELL
PROJECT SCALE . M I" = 10'
SAM'S CLUB J 0 B N0: 1051-93-211
WESTERN BOULEVARD S&ME
JACKSONVILLE, NORTH CAROLINA FIG NO. 2 A

a
O
GENERALIZED SUBSURFACE PROFILE
PARKING AP,FA
r P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-II P-12 P-13
3:W o --
oQ 5 5 5 6 5M736 6 5 4 5 4
m� 6 7 5 8 109 7 7 7 7 9�0 4 4 6 4 44 5 6 5 3 4
10 Z 3 2
O
LEGEND
SEE. FIGURE 2 A
PROJECT SCALE : (V) 1" = 10'
SAM'S CLUB J 0 B NO: 1051-93-211
WESTERN BOULEVARD * S&ME
JACKSONVILLE, NORTH CAROLINA F IG NO. 2 6

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GEOTECHNICAL INVESTIGATION FACT SHEET
Include this form in the Geotechnical Report as an Appendix.
PROJECT: Sam's Club LOCATION: Jacksonville, NC
ENGINEER: John Browning Phone No: 919-872-2660
FIRM: S&ME, Inc. Report Date: September 20, 1993
Ground Water Elevation (If Encountered) : 2 to 4.4 ft. below ground surface
Date Measured: September 2, 1993
Topsoil/Stripping Depth: 6 to 8 in.
Undercut (If Required) : Maximum 2 ft. in parking and building areas; 2 ft.
overexcavation of footings if spread footings used.
Standard Proctor Results: Attach Plots.
Recommended Compaction Control Tests:
1 Test for Each 5000 Sq. Ft. each Lift (bldg. area)
1 Test for Each 5000 Sq. Ft. each Lift (parking area)
Structural Fill Maximum Lift Thickness 8 in. (Measured loose)
Subgrade Design CBR value = 5% _
COMPONENT ASPHALT CONCRETE
Standard Heavy Standard Heavy
Stabilized Subgrade
(If applicable)
Base Material 6.5" 10" 4" 4"
(Stone, Sand/Shell , etc)
Asphaltic Base Course N/A N/A
Leveling Binder Course 2"_ N/A N/A
(H Binder)
Surface Course (I-1 or I-2) 2" 1 .5" 5" 7"
T4-26.afr

FOUNDATION DESIGN CRITERIA
Include this form as an Appendix to the Geotechnical Report.
LOCATION: Jacksonville, NC
ENGINEER: John Browning
COMPANY: S&ME Inc.
DATE: September 20, 1993 PHONE NO. 919-872-2660
Foundation type: Shallow spread footings if building site surcharged and
footings overexcavated and stone replaced. Pile foundations if surcharge not
used.
Allowable bearing pressure: 1500 Psf for spread footings
Factor of Safety: 3
Minimum footing dimensions: Individual : 24" Continuous: 18"
Minimum footing embedment: Exterior: 18" Interior: _ 18"
Frost depth: 12"
Maximum foundation settlements: Total : Refer to foundation recommendations
Differential :
Slab: Potential vertical rise: 0 - I/4"
Vapor barrier or capillary break (describe) : Use 6"CABC beneath floor slab
and 4" beneath pavement, no vapor barrier
Subgrade reaction modulus: 150 -psi/in
Method obtained: Subgrade compacted to 98% Standard Proctor with 6" CABC beneath
slab
Perimeter Drains (describe) : Building: Yes
Retaining Wall : Footing drain or weep holes
Cement Type: Type I
Retaining Wall : At rest pressure: 0.5 Use of granular backfill
Coefficient of friction: 0.4 for footing bearing on
granular soil . 500 p.s.f. for
footing bearing on virgin clayey
soil
COMMENTS: Refer to geotechnical report for specific information regarding
considerations for shallow footings and pile foundations.
NOTE: This information should not be used separately from the geotechnical
report.
T4-26.afr

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.5 -3-3
Firm Gray-Brown-Orange Mottled Fine
Sandy CLAY 3.1
2-3-5
6.0
Loose Gray Clayey Fine SAND 4-9-3
8.0
Very Soft to Soft Gray Silty CLAY
2-1-1
1-2-1
17.0
Soft Gray Fine Sandy CLAY
Firm Co Dense Gray
22.5 Marl. Sand & Shell
i 7-13-5 �
23-13-26
3( .0
Boring Terminated at 30.0' .
Undisturbed sample obtained from 2.5
to 4.5 and 9 to 11' .
Groundwater encountered at 3.1' after
24 hours
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
E'ORING NUMBER B-1
DATE 8-31-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
0.4 Topsoil
2-3-3
Firm Gray Orange Silty CLAY
2.7 _
3.0 ' ' _
Firm Gray Fine Sandy CLAY
7.-3-5
6.0
Loose Gray Clayey Fine SAND 3-2-3
8.0
Very Soft to Soft Gray Fine Sandy
2.-1-1
Silty CLAY
i
2-1-5
14.5
Very Loose Gray Clayey Fine SAND
2-1-2
20.0
�Poriag 'terminated at 20.0' . —
Groundwater encountered at 2.7' after
2.: hours .
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-2
DATE 8-30-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.6
2-2-3
Firm Gray Orange Fine Sandy CLAY
- 2.8 _
3-4-5
6.0
Loose Cray Clayey Fine SAND 3-2-3
8.0
Soft to Very Soft Gray Fine Sandy
CLAY
I 1-1-1
i
iP.0
Very Loose Gray Very Clayey Fine SAND
3-1-1
0
goring Terminated at 20.0' .
Groundwater encountered at 2.8' after
24 hours
E� l
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-3
DATE 8-31-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.G
2-1-3
Soft Orange Gray Silty CLAY
3.0
Firm Gray Fine Sandy CLAY
3-3-3
6.5 3-.1-2
Soft Gray Fine Sandy CLAY
8.0
Very Soft to Soft Gray Silty CLAY
1-1-1
z-2_z
u
Very Loose Very Clayey Fine SAND
2-1-0
Boring Terminated at 20.0'
1 I
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
C NUMBER 1051-93-211
T,ORING NUMBER B-4
DATE 8-31-93 S&ME
PAGE 1 OF 1

' TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
F Topsoil
Firm "allow Gray Silty CLAY 2.5 —
3.0
Firm Gray Fine Sandy CLAY 2-3-6
i
6:0 2-3-2
'e irm Gray Clayey Fine SANG
8,0
Very Soft Gray Silty CLAY 1-0-1
12.5
Soft Gray Fine Sandy CLAY
2-2-2
17.0 I---
SoPt Grav Fine co Coarse Sandy CLAY
2-2-'..
20,Q r_
Poring Terminated at 20.0'
Groundwater encountered at 2.5' after
24 hon rs. 'Jndisturbed sample obtained
I '
frcbn 3 t,. i. l
i'
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-5
DATE 8-30-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
o.o
0 10 20 40 60 100
Topsoil
0.5 2_2-3
Firm Gray Orange Silty CLAY
2.7
3.0
Firm Gray Fine Sandy CLAY
3-3-5
6.0
Firm Gray Clayey Fine SAND 3-2-3
8.0
Very Soft Gray Fine Sandy Silty CLAY
2-1-1
17.0
Loose Gray Very Clayey Fine SAND
' 2-1-2
23.0 L —
Very Dense "ray Marl. Sand and Shell 3-11-44
I
I I �
N50/6.O-'
29.0 1--- —
I Borinq Terminated at 29.0'
Groundwater encountered at 2.7' after
24 hours. Undisturbed sample obtained
Prom 9 to 11'
f
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
E
:OB NUMBER 1051-93-211
BORING NUMBER B-6
DATE 8-31-93 S&ME
PAGE 1 OF 1 _J

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0:0
Topsoil
0.6
2-3-9
Firm Orange Gray Silty CLAY
3.0
Firm Gray Fine Sandy CLAY
3-3-4
3-3-2
3.0 eery Soft Gray Fine Sandy Silty CLAY
1-7-1
12.0
Soft to Very Soft Gray Fine Sandy
CLAY
t-1-2
1 1 1
22.0
ery Oense Gray Mari, Sand & Shell
r I i 60/6.0"
12-29-24
30.0 --'—
Boring Terminated at 30.0'
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-7
DATE B-31-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0.0 0 10 20 40 60 100
Topsoil
0.5 3-2-4
Firm to Stiff Orange Gray Silty CLAY 2.3 _
4-4-6
5.s
Firm Gray Clayey Fine SAND
3-3-3
0.0 —
Soft Gray Silty CLAY
2-1-2
12.0
Soft Gray Fine Sandy CLAY
2-2-2
Borinq 'P=rminated'at 20.J'
rroundwater encountered at 2.3' after
24 hours. ..rdisturbed sample obtained
Tram .1.5 to 9.5'. I
I I
i
I
I
I
I I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-8
DATE 8-30-93 S&ME
PAGE 1 OF 1

FTEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0.0 0 10 20 40 60 100
Te�aeil
2-2-3
Firm Gray Orange Silty CLAY
.0
2.7
0.6 _
Firm Gray Fine Sandy Silty CLAY
3-2-9
6.0
Firm Gray Clayey Fine SAND 3-3-3
3.0
Very Soft to Soft Gray Fine Sandy
1-1-1
Silty CLAY
2-1-1
—I— 2-1-2
20.0 Boring Terminated- at '0.0'
Cronndwater encountered at 2.7' after
24 hours
I
III
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-9
DATE B-31-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0.0 0 10 20 40 60 100
0;6 Topsoil
2-1-1
Very Soft Gray Silty CLAY -Possible
2.9
3.0 Fill -
2-2-2
Soft Gray Silty CLAY
6.0
Loose Gray Clayey Fine SANG 2-3-3
8.0
Very Soft Gray Silty CLAY
1-1-1
12.0
Soft Gray Fine Sandy CLAY
2-1-2
3-2-1
,. 20%1)
Boring Terminated at 20.0' i
Groundwater encountered at 2.9' after
74 hours, tln disturbed sample ohtained � �
from 3 ro 5' .
I
i
I j
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
j'OB NUMBER 1051-93-211
BORING NUMBER B-10
DATE 8-31-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0.0 0 10 20 40 60 100
0:6 Topsoil
3-}-¢Firm Gray Orange Silty CLAY I
2.8
3.0 _
Soft Brown Gray Fine Sandy CLAY
4-2-2
f 2-2-2
3.0
Soft Gray Silty CLAY
1-1-2
12.0
Soft Gray Fine Sandv CLAY
I
2-2-2
i
it
i
2-2-2
Boring Terminated at 20.0' . —�
Groundwater =ncountered nt 2.8' utter
24 hours.
1 '
I
II
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-11
DATE B-30-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
( FT. ) ( FT. ) (BLOWS/FT. ) . SIX IN.
0 10 20 40 60 100
00
Topsoil
0.5
1-2-2
Soft Brown Gray Silty CLAY
2.6
3.0
Firm Gray Silty CLAY
3-3-3
6.0
Firm Gray Fine Sandy CLAY 2-4-2
7.0 Soft Gc ay Silty CLAY
1-2-1
12.0
Soft to Very Solt Gray Fine Sandy
CLAY
2-2-2
1
2 1 l
23.0
Very Dense Gray Marl, Sand F Shell
r -�- 8-11-40
50!6.0"
Boring Te rminaC ed at 29,0' .
Groundwater eaaegntared at 2..6' after
24 hours. Undisturbed sample obtained
From 2.5 to 4.5' and 8.5 to 10.5'
I
L
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER B-12
DATE 8-30-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD ,
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.6 a-2-3
Firm Gray Brown'Fine Sandy Silty CLAY
2-3-3
6.0
Very Loose Gray Clayey Nine SAND 2-2-2
8.0
Very Soft Gray Silty CLAY
].-1-.1
10.0
Boring Terminated at 10.0'
Borehole caved at 4.2' aft er 24 hours
I
f---- ---i--i , I I
I
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-1
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRAYPION BLOWS PER
(FT. ) (FT. ) (BLOWS/'FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.6
Firm Gray Brown Silty CLAY
3.0
Firm to So EC Gray Fine Sandy CLAY
2-3-4
4.6
2-2-2
C.0
S nft grey Pine Sandy CLAY 1-2-1
Boring Terminated at 10.0'
Groundwater encountered at 4.6' after
24 hours. ]lag sample obtained from 1
to d'
I
I
I
III '
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211.
BORING NUMBER P-2
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) ( FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
0.6 Topsoil
2-2-3
Firm Gray-Orange Silty CLAY
3.0
Firm Gray Fine Sandy CLAY
3-2-3
6.0
Loose Gray Clayey Fine SAND 2-3-3
d:0
Very Soft Gray Fine Sandy CLAY
2 1 1
].0.0
i Boring Terminated at 10.0'
Ij Borehole caved at 2.2' after 24 hours.
I
I
I I
� � I
I � I
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-3
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0.0 0 10 20 40 60 100
0.6 Topsoil
3-3-3
Firm Gray Orange Silty CLAY
3 SO
Firm Grey Fine Sandy CLAY
3-3-5 4.4
6.0
- Very Loose Cray Clayey Fine SAND 2-2-2
0.0
Very Soft Fine Sandy CLAY
10.0
Boring Terminated at 10.0'
Groundwater encountered at 4.4' after
24 hours
I
I � I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-4
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0;0
0,6 Topsoil
3-2-3
Firm Gray Orange Silty CLAY
i
3:0
Stiff brown Fine Sandy CLAY 3.7 =
2-9-6 -
6.0
Very Loose Gray Clayey Fine SAND
B.O
I Very Soft Gray Fine Sandy CLAY
10.0
Bo ri ng .Te rmi.n at ed at 10.0' '
Groundwater encountered at 3.7' after
24 hours
I
r ,
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-5
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.5
3-3-4
Firm Gray Orange Silty CLAY
3.1
2-3-4
6.0
Firm Gray Clayey Fine SAND 3-3-2
8.0
Soft Gray Fine Sandy Silty CLAY
1-1-2
v.0
Boring 'Fermin eted at 10.0'
Groundwater encountered at 3.1' after
24 hours
I
I '
i
I
I
I
l I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-6
DATE 9-1-93 S&ME
FAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.5 2_1_2
Soft Orange Gray Silty CLAY
310 3.0 —
Firm Gray Fine Sandy CLAY
2-2-4
6 0 --
Very Loose Gray Silty Fine SAND 2-2-1
8.0 Very Soft Gray Fine Sandy Silty CLAY
1-1-1
10.0
Boring Terminated at 10.0'
Groundwater encountered at 3.0' after
24 hours. Bag sample obtained from 1
to 5'
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-7
DATE 9-1-93 S&ME
PAGE 1 OF 1

�ST BORING RECORD
DEPTH DESCRIPTION IIIIIILLLLLL����� ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0:0
0:6 Topsoil
2-3-3
Firm Gray Orange Silty CLAY
3.:0 3.2
Firm Gray Fine Sandy CLAY
2-9-3
6.0
Very Loose Gray Clayey Fine SAND 2-2-2
0.0
Very Soft Gray Fine Sandy Silty CLAY
1-1-1
10.0 —
Bocing Terminated at 10.0'
Groundwater encountered at 3.2' after
24 hours
I
i
1 I
l
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
3OB NUMBER 1051-93-211
'BORING NUMBER P-8
DATE 9-1-93 S&ME
PAGE 1 OF 1 I

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0.0 0 10 20 40 60 100
Topsoil
0.6
3-3-3
Firm Cray Orange Silty CLAY
2.9
3-3-4
6'0
Loose Gray Clayey Fine SAND 2-2-3
8.0
Soft Gray Fine Sandy Silty CLAY
1-2-1
1010
Boring Terminated at 10.0'
Groundwater encountered at 2.9' after
24 h,irs
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-9
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENTRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.6
2-2-.
Firm Gray Orange Siltv CLAY
p 3-2-5
f
6'.0
Firm Gray Silty CLAY 3-3-3
8.0
Very Soft Gray Silty *,LAY
2-1-1
10.0
Boring Terminated at 10.0'
Borehole caved at 2' after 24 honrs,
Bag sample obtained from 1 to 5'
I
I �
I
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-10
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
( FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
'0
0 10 20 40 60 100
0.
Topsoil
0.6
z-z-z
Soft Gray Broom Silty CLAY
3.0
Firm Gray Fine Sandy CLAY
2-3-4
6.0
Loose Gray Clayey Fine SAND 3-2-3
8.0
Soft Gray Fine Sandy Silty CLAY
1-2-1
10.0
Boring Terminated at .10.0'
Borehole caved at 2' after 24 hours
I
I REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-11
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
0.6 Topsoil
2-2-3
Firm Gray Orange Silty CLAY
3.0 3.2 _
Finn Grey Pine Sandy CLAY _
2-3-4
6.0
Very Loose Gray Slightly Clayey Pine 3-1-2
SAND
8.0
Very Soft Gray Silty CLAY 1-1-1
10.0
Boring Terminated at 10.0'
Groundwater encountered at 3.2' after
24 hours. Bag sample obtained from 1
to 5'
I
I
I
I
i
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-12
DATE 9-1-93 S&ME
PAGE 1 OF 1

TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT. ) (FT. ) (BLOWS/FT. ) SIX IN.
0 10 20 40 60 100
0.0
Topsoil
0.5
2-2-7.
Soft Brown Gray Fine Sandy Silty CLAY
2.0
3.0 Possible Pill _
3-4-5
Firm Grey Silty CLAY with Roots
6.0
Very Loose Gray Clayey Fine SAND 3-2-2
6.0 —
Very Soft Gray Silty CLAY
1-1-1
10.0
Poring Terminated at 10.0'
Groundwater encountered at 2.8' after
24 hours
I
_ I I
I
REFER TO ATTACHED SHEET FOR EXPLANATIONS AND SYMBOLS
JOB NUMBER 1051-93-211
BORING NUMBER P-13
DATE 9-1-93 S&ME
PAGE 1 OF 1

Table 1
TABULATION OF NATURAL MOISTURES
SAM'S CLUB
JACKSONVILLE, NC
BORING # DEPTH FT. ) MOISTURE Yo
B-3 1-2.5 21.0
B-5 1-2.5 24.3
B-6 1-2.5 20.0
B-8 1-2.5 23.6
B-10 1-2.5 26.2
B-12 1-2.5 30.1
P-1 l 2.5 16.5
-- P-2 1-5 18.3
— . P-6 1-2.5 19.9—r------------- I . .
P-7 — 1-5 _ 25. 1
-- P-7 -- 2.5 -- - 25.5 -- —I
_ P-10 1-5 �— 22.8
P-12 - --1-5 23.9
P-12 1-2.5 26.6

TABLE 2
TABULATION OF CBR TEST RESULTS
SAM'S CLUB
JACKSONVILLE, NC
STANDARD PROCTOR
DATA RECOMPACTED SAMPLE CBR DATA
BORING DEPTH MDD OMC d WC % COMP. 1" .2" SWELL UNIFIED
(%) (%) SOIL CLASS.
i
P-2 1-5 114.9 14.1 112.6 12.4 98.0 7.9 7.5 1 .2 CL
P-2 1-5 114.9 14. 1 112.6 15.5 98.0 5.4 6.1 0 CL
P-7 1-5 114.5 14.3 112.4 12.9 98.2 5.7 5.7 1.0 CL
P-7 1-5 114.5 14.3 112.2 15.9 98.0 5.8 6.9 0 CL
P-12 1-5 110.9 15.9 108.4 14.1 97.7 5.7 6.0 1 .2 CL
P 1Z 1-5 110.9 15.9 108.0 18.0 97.4 4.3 4.7 0 CL

MOISTURE- DENSITY *MAE
140 RELATIONSHIP
JOB NUMBER 1051-93-211
JOB NAME SAM'S CLUB
3! JOB LOCATION JACKSONVILLE, N.C.
BORING NO. P-2
SAMPLE NO.
no
DEPTH I' - 5'
METHOD OF TEST ASTM D-698
MAX. DRY DENSITY 114.9 PCF
OPT. MOISTURE CONTENT 14.1 %
NAT. MOISTURE CONTENT 18.3 %
2! ATTEREERG LIMITS LL 28 PI 12
SOIL DESCRIPTION
DARK BROWN SANDY LEAN CLAY (CL)
0
LL 120
u
i
u
I s
W
� #44CURVES Of 100 4.e SATURATION FOR
o SPECIFIC DP dVI TIES EDDdL TO'
i 2.70
y 2.en
110
a
1 w
c
y I
K -
0 10IEFT
I 1I I
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100
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II
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90 I I I I I I
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III ' I I I i
as
0 ! 10 IS 20 25 30 35
NOISTU0.1 CONTENT - PERCENT OF DRY WEIGHT
169A

AD MOISTURE- DENSITYtsm
RELATIONSHIP
JOB NUMBER 1051-93-211
JOB NAME SAM'S CLUB
ss JOB LOCATION JACKSONVILLE, N.C.
BORING NO. P-7
SAMPLE NO.
ISO
DEPTH I' - 5'
METHOD OF TEST ASTM D-699 I
MAX. DRY DENSITY 114.5 P F
OPT. MOISTURE CONTENT 14.3 0/,
HAT. MOISTURE CONTENT 25.1 0/0
26 ATTERBERG LIMITS ILL 33 Pit_
N IV SOIL DESCRIPTION
DARK BROWN 8 BLACK SANDY LEAN
CLAY (CL)
o
120
W
e
u I �
I
W
CURVES OF 100% SA7URAfION 'ON
N IIS
c � SPECIFIC GRAVITIES EQUAL T0,
o i
/—2.7o
m 110 / 2.60
—
C 1
os
I I I
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100
I �
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9s
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90
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I I
es
0 s 10 Is 20 28 70 36
MOISTURE CONTENT - PERCENT OF DRY WE17NT
169A

MOISTURE- DENSITY *SWE
140 RELATIONSHIP
JOB NUMBER 1051-93-211
JOB NAME SAM'S CLUB
16 JOB LOCATION JACKSONVI F N. ..
BORING NO. P-12
SAMPLE NO.
DEPTH I' — 5'
130
METHOD OF TEST ASTM D-698
MAX. DRY DENSITY 110.9 PCF
OPT. MOISTURE CONTENT 15.9
NAT. MOISTURE CONTENT 23.9 _q
xs ATTERBERG LIMITS LL 33 PI15
SOIL DESCRIPTION
DARK BROWN FINE SANDY LEAN CLAY (CL)
0
� 120
u
u
u
CURVES OF iOO% SATURA710N FOR
j H I15 SPECIFIC GRAVITIES E9WI. Tn:
ZI
0 2.10
2.70
r
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w IIO
x
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o
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t �
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JOB NO:
1051-93-211
SAWS CLUB

y U S STANDARD SIEVE SIZES
3" tVY' t' 3ri" I/('7v8" 10 16 20 40 80 100 200 270 100
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BORING NO. ELEV/ DEPTH NAT. WC L.L. PL PI DESCRIPTION OR CLASSIFICATION BRAIN SOME DISTRIBUMN
P-2 I' - 5' 18.3 28 16 12 DARK BROWN FINE SANDY LEAN
CLAY (CL) tssm
fib am
JOB No 1051-93-211

US STANDARD SIEVE SIZES
3" 1-iK t' 34 I/f3VEt' 10 16 23 . 40 60 100 200 270 100
100 I
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90 I
60
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Dena COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZEaS,y
BORING NO. ELEV/ DEPTH NAT. WC LL. PL PI DESCRIPTION OR CLASSIFICATION BRAIN SIZE DISTRIBUTION
P-7 I' - 5- 25.1 33 18 15 DLEARK AN BROWN 8 BLACK FINE SANDY
CLA .. E .
JOB NO 1051-93-211

US SfANDARO SIEVE SIZES
3" Ihle 1' 111'30 10 16 20. 40 60 100 zoo 270 100
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BORING NO. ELEV/ DEPTH NAT. WC LL. PL PI - DESCRIPTION OR CLASSIFICATION _ GRAIN SIZE DISTR1��N
P-10 I' - 5' 22.8 29 19 10 DARK (L)WN FINE SANDY LEAN GRAIN i a 1 R vV tVR
1051-93-211 E
JOB NO —

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BORING NO. ELE-A(/ DEPTN NAT. WC L.L. PL PI DESCRIPTION OR CLASSIFICATION ^ GRAIN STYE DISTRIBUTION
P-12 I- - 5- 23.9 33 - 18 15 DARK 'BROWN FINE SANDY LEAN.
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0.1 .2 .3 .4 .5 .6 .8 1 2 3 4 5 6 8 10 20 30 40
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VERTICAL PRESSURE IN KIPS PER SQ. FT.
COMPRESSION INDEX " .060 CONSOLIDATION TEST
UNIT WEIGHT 1215 7 WET/108.7 DRY P.C.F. BORING NO. B-1 SAMPLE N0, LID.
WATER CONTENT 18.4D/D ELEV. OR DEPTH2.5'-4.5' JOB NO.1051-93-211
SATURATION 93.6%
INITIAL VOID RATIO 521 sm

0.1 .2 .3 .4 .5 .6 .8 1 2 3 4 5 6 8 10 20 30 40
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COMPRESSION INDEX •217 CONSOLIDATION TEST
UNIT WEIGHT1154 WET/84.6 DRY P.C.F. BORING NO. B-1 SAMPLE NO. UD.
WATER CONTENT 36 5% ELEV. OR DEPTHS' - 11' JOB NO.1051-93-211
SATURATION 100%
INITIAL VOID RATIO .989

0.1 .2 .3 .4 .5 .6 .8 1 2 3 4 5 6 8 IO 20 30 40
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COMPRESSION INDEX .265 CONSOLIDATION TEST
UNIT WEIGHT 117,5 WET/85.8DRY P.C.F. BORING NO. B IS SAMPLE NO. UD.
WATER CONTENT 36.9% ELEV. OR DEPTH 9' - 11' JOB NO. 1051-93-211
SATURATION 100%
INITIAL VOID RATIO 1.043

0.1 .2 .3 .4 ,5 .6 .8 1 2 3 4 5 6 8 10 20 30 40
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COMPRESSION INDEX 094 CONSOLIDATION TEST
UNIT WEIGHT1258 WET1102.3 DRY P.C.F. BORING NO, B-10 SAMPLE NO. UD.
WATER CONTENT 23.0% ELEV. OR DEPTH 3' - 5' JOB NO.1051-93-211
SATURATION 99 2%
INITIAL VOID RATIO .615

MOISTURE- DENSITY MIME
160 RELATIONSHIP
JOB NUMBER 1051-93-211
JOB NAME SAM'S CLUB
Iss JOB LOCATION JACKSONVILLE, N.C.
BORING NO. P-2
SAMPLE NO.
DEPTH I - 5 —
130
METHOD OF TEST ASTM D-698
MAX. DRY DENSITY 114.9 PC
OPT. MOISTURE CONTENT 14.1
NAT. MOISTURE CONTENT 18.3 9'0
125 ATTERBERG LIMITS LL 28 - PI 12
SOIL DESCRIPTION
DARK BROWN SANDY LEAN CLAY (CL)
0
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169A

MOISTURE- DENSITY
140 RELATIONSHIP *SME
JOB NUMBER 051-93-211
JOB NAME SAM'S CLUB
JOB LOCATION
ss JACKSONVILLE, N.C.
BORING NO. P-7
SAMPLE NO.
no'
DEPTH 1' - 5'
METHOD OF TEST ASTM D-698
MAX. DRY DENSITY 114.5 PCF
OPT. MOISTURE CONTENT 14,3 %
NAT, MOISTURE CONTENT 25.1 %
ra . ATTERBERG LIMITS LL 33 PI- 15
SOIL DESCRIPTION
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169A

MOISTURE- DENSITY *SWE
140 RELATIONSHIP
JOB NUMBER 1051-93-211
3s
JO B N A M E SAWS CLUB
JOB LOCATION JACKSONVILLE. N.C.
BORING NO P-12
SAMPLE NO.
DEPTH
ISO
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MAX. DRY DENSITY 110.9 PCF
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NAT. MOISTURE CONTENT 23.9 %
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SAWS
JACKSONVILLE, N.C.
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v
1051-93-211
SAM'S CLUB
JOB NO:

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TEST I
PROJECT JOB NO: 1051-93-211
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eOUL I
COBBLES GRAVEL SAND FINES
U�aa COARSE I FINE ICOARSEI MEDIUM 1 FINE SILT SIZES CLAY SIZES
y Q �y/�p�
BORING N0. EIEV/ DEPTH NA2 WC LL. PL PI .DESCRIPTION OR CLASSIFICATION GRAIN SIZE DIe7RI -� I17FW
P-2 I' - 5' 18.3 28 16 12 DARK BROWN FINE SANDY LEAN
CLAY (CL)
JOB NO. 1051-93-211 $S&ME

> U S STANDARD SIEVE SIZES
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I 70
70
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�nEnsl COARSE FINE COARSE MEDIUM FIN£ SILT SIZES CLAr sects
BORING N0. ELEV/ DEPTH NAT. WC . LL. PL. PI _ DESCRIPTION OR CLASSIFICATION GRAIN SIZE DISTRIBUTION
P-7 I- - 5- 25.1 33 18 15 DARK BROWN 8 BLACK FINE-SANDY
b
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J013 NO. 1051-93-2lI

J
n U S STANDARD SIEVE SIZES
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GRAIN SIZE IN MILLIMETERS
soul GRAVEL SAND FINES
ocaa COBBLES COARSE FINE COARSE MEDIUM FINE SILT SIZES CLAY SIZES
BORING NO. .ELEV/ DEPTH NAT. WC LL. PL PI DESCRIPTION OR CLASSIFICATION BRAIN SIZE DISTRIBUTION
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CLAY (CL) * SWE
JOB NO 1051-93-211

v
> U S STANDARD SIEVE SIZES
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90 90
80
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70
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BORING NO. ELEV/ DEPTH NAT.. WC LL. PL PI DESCRIPTION OR CLASSIFICATION GRAIN SIZE DISTRIBUTION
i
P-12 I' - 5' 23.9 133 18 15 DARK BROWN FINE SANDY LEAN
CLAY (CL)
JOB NO 1051-93-211

g n z o CONSOLIDATION COEFFICIENT
SQUARE FEET PER DAY
D A m (SOLID LINE) STRAIN
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VERTICAL PRESSURE IN KIPS PER SO. FT.
COMPRESSION INDEX .265 CONSOLIDATION TEST
UNIT WEIGHT 117 5 WET/B5.BDRY P.C.F. BORING NO. B-6 SAMPLE NO. LID.
WATER CONTENT 36.9% ELEV. OR DEPTH 9' - 11' JOB NO. 1051-93-211
SATURATION 100%
INITIAL VOID RATIO 1.043

0.1 .2 .3 .4 .5 .6 .B 1 2 3 4 5 6 8 10 20 30 40
411T
I.0
3:0
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0
9.0
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v 0.1 .2 .3 4 .5 .6 .8 1 2 3 4 5 6 B 10 20 30 40
VERTICAL PRESSURE IN KIPS PER S0. FT.
COMPRESSION INDEX .094 CONSOLIDATION TEST
UNIT WEIGHT125 13 WET/IO2 3 DRY P.C.F. BORING NO. B-10 SAMPLE NO. LID.
WATER CONTENT 23.0% ELEV. OR DEPTH 3' - 5' JOB N0. 1051-93-211
SATURATION 99.2%
INITIAL VOID RATIO .615
I.

0.1 .2 .3 .4 .5 .6 .8 1 2 3 4 5 6 8 10 20 30 40
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VERTICAL PRESSURE IN KIPS PER S0. FT.
COMPRESSION INDEX .060 CONSOLIDATION TEST
UNIT WEIGHT 128 7 WET/108 7 DDRY P.C.F. BORING NO. B-1 SAMPLE NO. LID.
WATER CONTENT 18.4% ELEV. OR DEPTH2.5'-45 JOB N0.1051-93-211
SATURATION 93.6%
INITIAL VOID RATIO 521
I

.� Moderate severity rutting and patching(Location 1) High severity fatigue cracking(Location 2)
igh severity fatigue cracking(Location 2) igh severity fatigue cracking(Location 3)
5&ME Sam's Club Store No. 6573-04 S&ME Project# 1051-08-173
Jacksonville, North Carolina Taken by: JAB r Date Taken: May 9, 2008

High severity fatigue cracking(Location 3) igh severity fatigue cracking(Location 4)
t , • r
J
High severity fatigue cracking(Location 5) oderate severity fatigue cracking(Location 6)
S&ME Sam's Club Store No. 6573-04 S&ME Project# 1051-08-173
Jacksonville, North Carolina Taken by: JAB Date Taken: May 9, 2008

Moderate severity fatigue cracking (Location 6) 10 (High seventy fatigue cracking(Location 7)
1
11 High severity fatigue cracking(Location 7) 12 (Moderate severity non-wheelpath longitudinal cracking
(Location 8)
S&ME Sam's Club Store No. 6573-04 S&ME Project# 1051-08-173
- Jacksonville, North Carolina ITaken by: JAB Date Taken: May 9, 2008

13 Moderate severity non-wheelpath longitudinal cracking 14 igh severity fatigue cracking(Location 9)
Location 8)
15 High severity fatigue cracking and raveling(Location 9) 16 Moderate severity non-wheelpath longitudinal cracking
Location 10)
�S&ME Sam's Club Store No. 6573-04 S&ME Project# 1051-08-173
�r Jacksonville, North Carolina Taken by: JAB I Date Taken: May 9, 2008

7 Medium severity non-wheelpath longitudinal cracking ( 18 igh severity concrete spilling (Location 11)
9 High severity concrete spalling(Location 11) 1 O High severity concrete spalling(Location 11)
i I
S&M E Sam's Club Store No. 6573-04 SSME Project# 1051-08-173
Jacksonville, North Carolina Taken by: JAB I Date Taken: May 9.2008

r
F'
w M1.
.� Moderate severity longitudinal cracking(Location 12)) 2 Moderate severity longitudinal cracking(Location 12)
I31 _I 4I
S&ME Sam's Club Store No. 6573-04 SSME Project# 1051-08-173
Jacksonville, North Carolina Taken by: JAB I Date Taken: May 9,2008

*S&ME
Project Name: Jacksonville Sam's Club Store
Pro ect Number: 1051-08-173
Project Location: Jacksonville North Carolina
Test Location: C-1
Existing Surface
i
e -
Elevation View of Core Plan View of Core
Asphalt Thickness inches 3.0
ABC Stone Thickness inches 11.0
Estimated Structural No.of Existing Pavement 2.6
Top Bottom Average
Depth' Depth' $OB Type CBR % Z
0.0 1.6 Tan-Gray Clayey Fine SAND SC Moist 6
1.6 2.0 Tan-Gray Sandy CLAY CL ,Wet 2
Depth is referenced from bottom of ABC stone
ZDetermined using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

tS&ME
Project Name: Jacksonville Sam's Club Store
Project Number: 1051-08-173
Project Location: Jacksonville North Carolina
Test Location: C-2
11
Existing Surface
I �
Elevation View of Core Plan View of Core
Asphalt Thickness inches 2.25
ABC Stone Thickness inches 7.0
Estimated Structural No.of Existing Pavement 1.8
Top Bottom Average
Depth' Depth' Soil Type CBR % 2
0.0 0.3 Black-Tan Sandy CLAY CL Moist to Wet 5
0.3 2.4 Black-Tan Sandy CLAY CL Wet 2.5
Depth is referenced from bottom of ABC stone
2Determmed using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

, SWE
Project Name: Jacksonville Sam's Club Store
Project Number: 1051-08-173
Project Location: Jacksonville,North Carolina
Test Location: C-3
Existing Surface
• t
Elevation View of Core Plan View of Core
Asphalt Thickness inches 1.75
ABC Stone Thickness inches 4.5
Estimated Structural No.of Existing Pavement 1.2
Top Bottom Average
Depth' Depth' Soil Pe CBR % _
0.0 0.9 Tan-Gray Sandy CLAY CL Wet 2
0.9 1.3 Tan-Gray Sandy CLAY CL Wet 1
1.3 2.3 Tan-Gray Sandy CLAY CL ,Wet 3.5
Depth is referenced from bottom of ABC stone
Determined using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

RtS&ME
Project Name: Jacksonville Sam's Club Store
Project Number: 1051-08-173
Project Location: Jacksonville North Carolina
Test Location: C-4
Existing Surface
Elevation View of Core Plan View of Core
Asphalt Thickness inches 1.75
ABC Stone Thickness inches 4.0
Estimated Structural No.of Existing Pavement 1.2
Top Bottom Average
Depth' Depth' Soil Type CBR % z
0.0 0.4 Gm -Tan Clayey Fine SAND SC Wet 0.7
0.4 0.6 Gray-Tan Clayey Fine SAND SC Wet 4.5
0.6 1.3 Gray-Tan Clayey Fine SAND(SC),Wet 7.5
1.3 1.9 Tan-Gray Sandy CLAY CL Wet 2.5
1.9 2.6 Tan-Gray Sandy CLAY CL ,Wet 3
Depth is referenced from bottom of ABC stone
2Determined using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

t, S&ME
Project Name: Jacksonville Sam's Club Store
Project Number: 1051-08-173
Project Location: Jacksonville,North Carolina
Test Location: C-5
Existing Surface
Elevation View of Core Plan View of Core
Asphalt Thickness inches 3.0
ABC Stone Thickness inches 3.0
Estimated Structural No.of Existing Pavement 2.0
Top Bottom Average
Depth' De thl Sou Type CBR % a
0.0 0.4 Tan Clayey SANDS Wet 7
0.4 1.2 Tan Clayey SAND(SC),Wet 10.5
1.2 1.7 Tan-Gray Sandy CLAY CL Wet 5
1.7 2.5 Tan-Gray Sandy CLAY CL Wet 1
Depth is referenced from bottom of ABC stone
ZDetennined using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

S&ME
Project Name: Jacksonville Sam's Club Store
Project Number: 1051-08-173
Project Location: Jacksonville North Carolina
Test Location: C-6
Existing Surface
7
Elevation View of Core Plan View of Core
Asphalt Thickness inches 2.25
ABC Stone Thickness inches 5.0
Estimated Structural No.of Existing Pavement 1.5
Top Bottom Average
Depth' Depth' SOB Type CBR % 2
0.0 0.5 Tan Fine SAND SP Wet 1.5
0.5 1.2 Black-Tan Clayey SAND SC Wet 11
1.2 1.8 Black-Tan Clayey SAND SC Wet 8
1.8 2.2 Tan-Gray Sandy CLAY CL Wet 2
Depth is referenced from bottom of ABC stone
ZDetermined using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

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S&M E
Project Name: Jacksonville Sam's Club Store
Project Number: 1051-08-173
Project Location: Jacksonville North Carolina
Test Location: C-8
Existing Surface
Elevation View of Core Plan View of Core
Concrete Thickness inches 7.25
ABC Stone Thickness inches 8.0
Top Bottom Average
Depth' Depth' Soil Type CBR % 2
0.0 0.6 Black-Gray Sandy CLAY CL Wet 7
0.6 1.0 Gray-Tan Sandy CLAY CL Wet 4
1.0 1.5 Gray-Tan Sandy CLAY CL Wet 3
1.5 1.7 Gray-Tan Sandy CLAY CL Wet 5
Depth is referenced from bottom of ABC stone
2Determined using Dual-Mass Dynamic Cone Penetrometer(DCP)Testing(ASTM D 6951)

Proposed Sam's Club Expansion area Detention pond west of proposed expansion
roposed Sam's Gas inkhole(proposed Sam's Gas)
*S&ME Sam's Club Store No. 6573-04 S&ME Project# 1051-08-173
Jacksonville, North Carolina Taken by: JAB I Date Taken: May 9, 2008

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Proposed detention pond utlet point for stormwater sewer in proposed detention pond
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S&ME Sam's Club Store No. 6573-04 S&ME Project# 1051-08-173
Jacksonville, North Carolina Taken by: JAB I Date Taken: May 9. 2008

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