SW6121201_HISTORICAL FILE_20130313 (2)

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

February 1, 2013
KCI Associates of North Carolina, PA
Landmark Center II, Suite 220
4601 Six Forks Road
Raleigh, North Carolina 27609
Attn: Mr. Chris Aycock, PE
Irerracon
RECEIVED
MAR 13 2013
DENR 4AYaTEWLLE REGIONAL OFROE
Re: Supplement to Geotechnical Engineering Report
C-130 Flight Simulator Facility
Surveyor Street and Titan Street
Pope Army Airfield at Fort Bragg, North Carolina
Terracon Project No. 70125113
Dear Mr. Aycock,
12 @ Lrg-"LI V
FEB 0 5 2013
Please consider this letter a supplement to our Geotechnical Engineering Report for the above
referenced project dated August 22, 2012.
During a phone conversation on January 29, 2013 additional information was requested regarding
the seasonal high water table at the site. Mr. Clay Hankinson of KCI informed us in an email on
January 31, 2013 that the proposed bottom of the stormwater pond at the site will be at elevation
180 feet msl. At your request, we have reviewed the site plan provided to us during the
preparation of our report and dated April 6, 2012, the existing and proposed topography of the site,
and the soil test borings performed at the site. Based on this information, we anticipate the
seasonal high water table elevation to be greater than 2 feet below the proposed bottom of the
stormwater pond elevation.
We appreciate the opportunity to be of service to you on this project. If you have
concerning this letter, or if we may be of further service, please contact us.
Sincerely, rQ
Terraco Consultat nc. SEAL
034749
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d
Mat ew aymon L. " evi" De nton,'fl;'PL''�
Geotechnical Staff Professional Senior Associate
NC Registered 034749
Terracon Consultants, Inc. 5240 Green's Dairy Road Raleigh, NC 27616
P 19191 873 2211 F 19191 873 9555 terracon.com

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KCI
TECHNOLOGIES
February 4, 2013
ENGINEERS • PLANNERS • SCIENTISTS • CON STR UCTIONMANAGERS
936 RIDGEeROOK ROAD . SPARKS, MD 21152 . 41G-316-7800 • (FAX)410-316-7853 RECEIVED
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wetlands and Stormwater Branch
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Attn: Mr. Robert D. Patterson, PE
Sediment and Stormwater Plan Review Division
Re: C-130 Flight Simulator Facility
Stormwater Project Number SW6121201
Dear Mr. Patterson:
14AR 13 2013
DENR-FAYETTEVILLE REGIONAL OFFICE
FEB 0 5 2013
We received comments from your office dated January 23, 2013. Responses to comments are in bold
below.
I. The SHWT elevation determination must be based on soil boring(s) within the footprint of the
proposed BMP(s). The second geotechnical report provided still does not include this information.
Per the definitions [15A NCAC 02H .1002(15)], the SHWT is determined based on mottling of the
soil that results from mineral leaching. The soils reports provided only speak to where the water table
was at the time of the boring, and not specifically what the estimated SHWT elevation is.
Included with this submission is a letter from the geotechnical engineer stating that the seasonal
high water table is greater than two feet below the bottom of the facility.
2. The bioretention detail shows conflicting information for the planting layer. If sod is intended since it
is not a 3' media depth, then the 3" mulch layer is not needed. Also, references to mulch are shown in
the notes on CG-I04. Please revise.
Sections on Sheet C-103 have been updated to show sod. On Sheet C-104, Bioretention General
Notes, references to mulch have been deleted.
3. The rules require a 30' vegetated setback from surface waters. Please revise from the 25' currently
shown.
The vegetated setback has been revised to 30 feet.
4. The media mixture note on CG-104 appears to be missing the language "washed sand" as the 85-88%
part. Please revise.
The missing text has been added per Chapter 12.3.4 to state the following:
KCI Technologies
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C-130 Flight Simulator Facility
Stormwater Project Number SW6121201
February 4, 2013
Page 2
PLANTING MEDIA SOIL MIX SHALL BE A HOMOGENOUS SOIL MIX OF 85-88
PERCENT BY VOLUME WASHED SAND AND (USDA SOIL TEXTURAL
CLASSIFICATION), 8 TO 12 PERCENT FINES (SILT AND CLAY), AND 3 TO 5 PERCENT
ORGANIC MATTER (SUCH AS PEAT MOSS) SHALL BE USED.
5. The construction sequence needs to clearly state that the bioretention media shall not be installed until
the DA is stabilized. Otherwise, there is a high potential for clogging.
Sheet CG-501, Sequence of Construction, Step 15 has been modified to state:
CONSTRUCT STORMWATER MANAGEMENT FACILITY. BIORETENTION MEDIA
SHALL NOT BE INSTALLED UNTIL THE CONTRIBUTING DRAINAGE AREA IS
STABILIZED.
Should you have any questions or comments regarding any of the information please call me at
[phone].
Sincerely,
Clay Han inson, PE, LEED AP BD+C
Associate — Project Manager
Land Development Practice
KCI Technologies, Inc.
Cc: File
KCI Technologies, Inc.
www.kci.com
Employee -Owned Since 7988

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NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P.E. John E. Skvarla, III
Governor Director RECEIVED Secretary
January 23, 2013 MAR 1
3 2013
Mr. Charles Tuck KCI Associates of NC DENR-FAYEf1EWLLEREGIONAL OFFICE
4601 Six Forks Rd., Ste. 220
Raleigh, NC 27609
Subject: Request for Additional Information
Stormwater Project No. SW6121201
C-130 Flight Simulator Facility
Cumberland County
Dear Mr. Tuck:
The Division of Water Quality Central Office received a Stormwater Management Permit Application for the
subject project on December 11, 2012, with additional information including full-size plans on January 14,
2013. 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. The SHWT elevation determination must be based on soil boring(s) within the footprint of the
proposed BMP(s). The second geotechnical report provided still does not include this information.
Per the definitions [15A NCAC 02H .1002(15)], the SHWT is determined based on mottling of the
soil that results from mineral leaching. The soils reports provided only speak to where the water
table was at the time of the boring, and not specifically what the estimated SHWT elevation is.
2. The bioretention detail shows conflicting information for the planting layer. if sod is intended
since it is not a T media depth, then the 3" mulch layer is not needed. Also, references to mulch
are shown in the notes on CG-104. Please revise.
3. The rules require a 30' vegetated setback from surface waters. Please revise from the 25'
currently shown.
4. The media mixture note on CG-104 appears to be missing the language "washed sand" as the 85-
88% part. Please revise.
S. The construction sequence needs to clearly state that the bioretention media shall not be installed
until the DA is stabilized. Otherwise, there is a high potential for clogging.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to February 6, 2013, or the application will be returned
as incomplete. The return of a project will necessitate resubmittal of all required items, including the
application fee.
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, Nohh Carolina 27604
Phone: [phone] FAX: [phone]
Internet: caw .ncwaterquality.org
An Equal Opportunity t All Action Ennpint er
NorthiCarolina
Naturally

Mr. Charles Tuck
SW6121201 - C-130 Flight Sim Facility
January 23, 2013
If you need additional time to submit the information, please mail 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.
All revised original signed documents must be returned or new originals must be provided. Copies are not
acceptable. Any revised calculations or plans must be sealed, signed, and dated. Please reference the State
assigned permit number SW6121201 on all correspondence. If you have any questions concerning this
matter please feel free to call me at [phone], or at [e-mail].
Sincerely,
Robert D. Patterson, PE
Environmental Engineer
Stormwater Permitting Unit
cc: SW6121201 File
ec: James Hankinson, PE - KCI Technologies
David Heins - Fort Bragg DPW
Lee Ward - Fort Bragg DPW-WMB
Mike Lawyer - Fayetteville Regional Office
Page 2 of 2

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KCI
TECHNOLOGIES
January 14, 2013
ENGINEERS • PLANNERS . SCISNTIS'r5 . CONSTRUCTION MANAGERS
936 RIDGEBRoOK ROAD . SPARKS, MD 21152 . 410-316-7800 . (FAX) 410-316-7853
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Wetlands and Stormwater Branch
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Attn: Mr. Robert D. Patterson, PE
Sediment and Stormwater Plan Review Division
Re: C-130 Flight Simulator Facility
Stormwater Project Number SW6121201
Dear Mr. Patterson:
RECEIVED
14AR 13 2013
OENR-FAYETTEVILLE REGIONAL OFFICE
We received comments from your office dated December 27, 2012. Responses to comments are in bold
below.
I. Please provide two full-size sets of plans.
Two full size sets of plans are included with this submission.
2. The table in IV.10 on SWU-101 should be based on the DA to each BMP, not the whole site. Please
revise.
The table has been updated to be based on the proposed BMP.
3. Please provide supporting calculations for the underdrains.
Underdrain design calculations are provided in the updated SWM report.
4. The SHWT elevation determination must be based on soil boring(s) within the footprint of the
proposed BMP(s). The geotechnical report provided does not include this information.
Additional geotechnical information is provided with this submission. Boring B-8 is within the
boundary of the proposed BMP. The boring terminated at 10 feet below grade, at the
approximate elevation of 177. Water was not encountered by the boring. If the water level was
at elevation 177, that would give 3.75 feet of clearance between the water table and the bottom
of the facility, which is greater than the required minimum of 2 feet per Chapter 12.
Based on other boring around the site, the water level is 18.5 feet or more below existing grade.
Therefore the proposed BMP provides sufficient separation between the bottom of the facility
and the SHWT.
KCI TLrhnotogies www.kci.com

C-130 Flight Simulator Facility
Stormwater Project Number S W6121201
January 14, 2013
Page 2
5. The I" design volume, based on the Simple Method, must be stored in the "bowl" of the cell. Void
volume in the media cannot be counted toward this minimum storage volume. Please revise to
provide for storage of the 1" design volume. The ponding elevation may be up to 12" instead of the
6" proposed.
The Bioretention facility has been revised to treat and store the initial I" rainfall event in the
"bowl" of the facility. Raising the overflow inlet from 6" to 12" allowed for the required volume
to be stored in the "bowl'. The revised stormwater management computations and drawings
reflect the changes.
6. Please be sure any revisions are consistently shown on all plans, calculations, and forms.
Revisions have been coordinated.
Should you have any questions or comments regarding any of the information please call me at
(410) 3 16-0808.
Sincerely,
Clay Han -inson, PE, LEED AP BD+C
Associate — Project Manager
Land Development Practice
KCI Technologies, Inc.
Cc: File
KCI Technologies, Inc.
www.kci.com
Employee -Owned Since 1988

PWA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakjld, P.E. Dee Freeman
Governor Director RECEIVED Secretary
December 27, 2012 14AR 13 2013
Mr. Charles Tuck KCI Associates of NC DENR -FAYE rTEALLE REGIONAL OFFICE
4601 Six Forks Rd., Ste. 220
Raleigh, NC 27609
Subject: Request for Additional Information
Stormwater Project No. SW6121201
C-130 Flight Simulator Facility
Cumberland County
Dear Mr. Tuck:
The Division of Water Quality Central Office received a Stormwater Management Permit Application for the
subject project on December 11, 2012. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. Please provide two full-size sets of plans.
2. The table in IV.10 on SWU-101 should be based on the DA to each BMP, not the whole site. Please
revise.
3. Please provide supporting calculations for the underdrains.
4. The SHWT elevation determination must be based on soil boring(s) within the footprint of the
proposed BMP(s). The geotechnical report provided does not include this information.
S. The 1" design volume, based on the Simple Method, must be stored in the "bowl" of the cell. Void
volume in the media cannot be counted toward this minimum storage volume. Please revise to
provide for storage of the 1" design volume. The ponding elevation may be up to 12" instead of the
6" proposed.
6. Please be sure any revisions are consistently shown on all plans, calculations, and forms.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to January 26, 2012, 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 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
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] ,,
Internet w .ncvvaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarolina.
)Naturally

Mr. Charles Tuck
SW6121201- C-130 Flight Sim Facility
December 27, 2012
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.
All revised original signed documents must be returned or new originals must be provided. Copies are not
acceptable. Any revised calculations or plans must be sealed, signed, and dated. Please reference the State
assigned permit number SW6121201 on all correspondence. If you have any questions concerning this
matter please feel free to call me at [phone], or at [e-mail].
Sincerely,
Robert D. Patterson, PE
Environmental Engineer
Stormwater Permitting Unit
cc: (SW6121201 File )
ec: David Heins - Fort Bragg DPW
Lee Ward - Fort Bragg DPW-WMB
Mike Lawyer- Fayetteville Regional Office
Page 2 of 2

R,G f U'ew qa Ro6cef f'A lH
Application Completeness Review
p�First Submittal ❑ Re -submittal Date Received: I/ It Date Reviewed
DevelopmenUProject Name:
Receiving stream name LowEe L,' v .2 J.. lassit
River Basin: ('r ., Zi Y A
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, HOW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): /V//v
Latitude and Longitude. 35 /a 29,c/ —79 a/ 2 o tn/ Jurisdiction F,Ic f
Project Address: Su.e✓«mR Sfec�f r'oRr aRA6W C0nJ3ore L.A c, i91
Engineer name and firm: C/tnt' Tito- {!CS Assoc,:4,-s 0f.yc. 4/40, s,
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? fJNes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets C.7.14igh Density ❑ Other
E3 -4 1/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
BUA 5-4 �;b
ul Check for $505.00 included
riginal signature (not photocopy) on application
Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
a -•For subdivided projects, a signed and notarized deed restriction statement
:ealed, signed & dated calculations
✓ Correctsupplementand O&M provided for each BMP on site (check all that were provided & number of each)
�' Bioretention
❑ Rooftop Runoff Management
❑ Dry Detention Basin
❑ Sand Filter
❑ Filter Strip
❑ Stormwater Wetland RECEIVEDLiGrass
Swale
❑ Wet Detention Basin
❑ Infiltration Basin
❑ Low Density
❑ Infiltration Trench
❑ Curb Outlet 14AR 13 2013
❑ Level Spreader
❑ Off -Site
❑ Permeable Pavement
❑ NCDOT Linear Road
DENR-FAYEfTEVILLEREGIDNALOFFICE
Li Restored Riparian Buffer
RTwo sets of sealed, signed & dated layout & finish grading plans with appropriate details
arrative Description of stormwater management provided
Soils report, geotech information provided
-a^ Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
a/' Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
a-"�Dimensions & slopes provided .
ram ainage areas delineate*1, ❑ Pervious and impervious reported for each ❑ Areas of high density
rr/ BMP operation and maintenance agreements provided
Application complete ❑ Application Incomplete Returned: (Date)
Comments
Oct 29 2012 Revision, Bill Dinguid

DECEIVED 12 0 �� ®ENR-FRO
MAR 13 2013 DEC 0 6 2012
DWQ
DENR-FAYETTEVILLE REGIONAL OFFICE
KCIENGINEERS • SCIENTISTS • SURVEYORS . CONSTRUCTION MANAGERS
ASSOCIATES OF
NORTH CAROUNA, PA Landmark Center 11, Suite 220 4601 Six Forks Road Raleigh, NC 27609 [phone] [phone] Fax
Date: 3-December-2012
Company: NCDENR—DWQ
225 Green Street, Suite 714
Fayetteville, NC 28301-5043
Phone [phone]
Contact: Mr. Mike Lawyer
Subject: SWPPP — Permit Application
Submission — C-130
Simulator Facility
r
l
'Description
Check #011887 — Permit Fee: $505.00
2
Stormwater Permit Applications
l
BMP Supplement Form
1,
SWPPP — Calculations and Narrative
1
USGS Quadrangle Location Map
2
Civil Drawing Sets
❑ In accordance with your request
❑ For your review
® For processing
❑ Plans reviewed and accepted
❑ Plans reviewed and accepted as noted
❑ For revision by you
® . For your use/files
❑ Please call when ready
❑ Please return to this office
® Approval requested
❑ Conference requested
Comments:
Please accept this submission for SWPPP permit for the above referenced project at Fort
Bragg. Should there be any questions or comments please call 919-278-2471
Charles Tuck, RCDD,
KCI Associates of NC
KCI ASSOCIATES OF NORTH CAROLINA, P.A.
DEC 1 1 2012
Employce-Owned Since 1988

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5254 111 NW
RECEIVED
MAR 13 2013
DEN -FAYE ILLE REGIONAL FHCE
KCI Associates of North Caroiina, E , US ARMY CORPS OF ENGINEERS
Engineers . Planners . Scientists -Construction Managers
4601 Six Forks Road, Landmark Center 11, Suite 220 C-130 FLIGHT SIMULATOR FACILITY
Raleigh, NC 27609-5210
KCIPhone [phone] POPE ARMY AIRFIELD, NORTH CAROLINA
Fax [phone]
ASSOCIATES OF hit2://www.kci.com
NORTH CAROLINA, PA USGS QUADRANGLE MAP

Geotechnical Engineering Report
C-130 Flight Simulator Facility
Surveyor Street and Titan Street
Pope Army Air Field at Fort Bragg, North Carolina
August 22, 2012
DECEIVED Project No. 70125113
LIAR 131013
DENR -FAYETTEVILLE REGIZAL OFFICE
Prepared for:
KCI Associates of North Carolina, PA
Raleigh, North Carolina
Prepared by:
Terracon Consultants, Inc.
Raleigh, North Carolina

August 22, 2012
KCI Associates of North Carolina, PA
Landmark Center II, Suite 220
4601 Six Forks Road
Raleigh, North Carolina 27609
Attn: Mr. Charles Tuck, RCDD, LEED AP
P: 919-278-2471
F: 919-783-9266
Email: [e-mail]
Re: Geotechnical Engineering Report
C-130 Flight Simulator Facility
Surveyor Street and Titan Street
Pope Army Air Field at Fort Bragg, North Carolina
Terracon Project No. 70125113
Dear Mr. Tuck,
lfi6teacon
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering service's for
the proposed C-130 Flight Simulator Facility project. This study was performed in general
accordance with our proposal number P7012031 1 -revised, dated July 25, 2012. Terracon was
also provided a report previously prepared for the site by AMEC dated October 14, 2011. This
report presents the findings of our subsurface exploration and provides geotechnical
recommendations concerning earthwork and the design of pavements and foundations for the
proposed flight simulator facility.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.�jr �CAq
Sincerely,
Terracon Consultants, Inc.
40W
Matthew J. Alexander, El
Geotechnical Staff Professional
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QP 9C
SEAL
034749 1-
DIE ,
Ra Amond. " evi" Denton, II, PE
Senior Associate
NC Registered 034749
` Terracon Consultants, Inc. 5240 Green's Dairy Road Raleigh, North'Carolina 27616
' P 19191 873 2211 F 19191 873 9555 Terracon.com

TABLE OF CONTENTS
2_LH=
EXECUTIVESUMMARY.................................................................................................
i
1.0 INTRODUCTION...................................................................................................1
2.0 PROJECT INFORMATION...................................................................................1
2.1 Project Description..................................................................................:......................1
2.2 Site Location and Description.........................................................................................2
3.0 SUBSURFACE CONDITIONS..............................................................................3
3.1 Site Geology...................................................................................................................3
3.2 Typical Subsurface Profile..............................................................................................3
3.3 Groundwater ................ :..................................................................................................
4
3.4 Geophysical Methods.....................................................................................................4
3.4.1 Shear Wave Velocity Testing..................................................................................4
3.4.2 Field Electrical Resistivity Testing...........................................................................4
3.5 Seismic Considerations..................................................................................................5
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
........................... 6
4.1 Geotechnical Considerations..........................................................................................6
4.2 Earthwork.......................................................................................................................7
4.2.1 Compaction Requirements......................................................................................9
4.2.2 Grading and Drainage.............................................................................................9
4.2.3 Excavations...........................................................................................................10
4.2.4 Slopes...................................................................................................................10
4.2.5 Construction Considerations.................................................................................11
4.3 Foundation Recommendations.....................................................................................11
4.4 Dynamic Soil Properties...............................................................................................13
4.5 Retaining Wall Considerations.....................................................................................13
4.6 Slabs on Grade.............................................................................................................14
4.7 Pavements....................................................................................................................15
4.8 Underground Utilities (Corrosion Considerations)........................................................17
5.0 GENERAL COMMENTS.....................................................................................17
APPENDIX A — FIELD EXPLORATION AND LABORATORY TESTING
Exhibit A-1
Site Vicinity Diagram
Exhibit A-2
Boring Location Diagram
Exhibit A-3
Shear Wave Velocity Profile
Boring Logs
Borings B-1 through B-6
Exhibit A-5
Field Exploration Description and Laboratory Testing
Laboratory Testing Results
APPENDIX B — SUPPORTING DOCUMENTS
Exhibit B-1 General Notes
Exhibit B-2 Unified Soil Classification System
Responsive u Resourceful o Reliable

Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 c Terracon Project No. 70125113
EXECUTIVE SUMMARY
A geotechnicai exploration has been performed for the proposed C-130 Flight Simulator Facility to
be located north of the intersection of Surveyor Street and Titan Street at Pope Air Field in Fort
Bragg, North Carolina. Terracon's geotechnical scope of work included advancing six soil test
borings to approximate depths of 10 to 30 feet below existing site grades, performing field electrical
resistivity measurements using the Wenner four -pin method, and performing MASW testing.
The site appears suitable for the proposed construction based upon geotechnical conditions
encountered during our exploration and our understanding of the proposed project. The
following geotechnical considerations were identified:
a The proposed structure is expected to consist of a single -story cast -in -place concrete
structure with a slab -on -grade floor. We anticipate that minor grading (cut and fill depths
less than 3 feet) will be utilized to achieve finished grades across the site.
o The portion of the site along Surveyor Street is currently being used as a parking lot. The
remainder of the site is undeveloped and covered in brush, kudzu, and undergrowth.
o If necessary, the existing monitoring wells at the northeast comer of the site should be
abandoned in accordance with NCDENR guidelines.
a Existing fill was encountered in borings B-2, B-3, B-4, B-5, and B-6 extending to depths
ranging from 2.5 to 5.5 feet below the existing ground surface. Deeper zones of existing
fill may exist between the borings. The existing fill consists of loose to dense silty and
clayey sands.
o Highly plastic soils were encountered within 5 feet of the existing ground surface in
borings B-3 and B-5. These soils are not desirable at or near subgrades because of their
potential to shrink and swell due to changes in moisture content. These soils should not
be used within 2 feet of the design subgrade elevations and should be covered by a
separation zone of low to moderate plasticity soil. The separation zone and control of
surface drainage is intended to reduce moisture fluctuation and associated shrink/swell
behavior in the highly plastic clays.
a The soils at the site are moderately moisture -sensitive. The exposed subgrade soils need
to be protected during construction from excessive moisture exposure. Earthwork should
be performed during drier times of the year if practical.
o In our opinion, the soils at the site are suitable for support of shallow foundations in
conjunction with some remedial work. The existing soils should be evaluated carefully at
Responsive o Resourceful o Reliable

Geotechnical Engineering Report 1F�rracon
C-130 Flight Simulator Facility m Fort Bragg, North Carolina
August 22, 2012 ■ Terracon Project No. 70125113
the time of construction in order to allow the proposed structure to be supported on
shallow foundations. A representative of the geotechnical engineer should use a
combination of hand auger borings and dynamic cone penetrometer (DCP) testing to
determine the suitability of the bearing materials for the design bearing pressure. Soft, wet,
or otherwise unsuitable soils, where encountered, should be addressed through localized
overexcavation (undercutting) and replacement with compacted fill, compacted crushed
stone base course, or lean concrete.
o Even with the recommended construction testing, the owner still carries an inherent risk
that unsuitable material may be discovered beneath or within the existing fill. This risk of
unforeseen conditions cannot be eliminated without completely removing and replacing
the existing fill. However, based on our exploration we anticipate this risk to be relatively
low.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
report must be read in its entirety for a comprehensive understanding of the items contained
herein. The section titled GENERAL COMMENTS should be read for an understanding of the
report limitations.
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GEOTECHNICAL ENGINEERING REPORT
C-130 FLIGHT SIMULATOR FACILITY
SURVEYOR STREET AND TITAN STREET
POPE ARMY AIR FIELD AT FORT BRAGG, NORTH CAROLINA
Project No. 70125113
August 22, 2012
1.0 INTRODUCTION
We have completed the geotechnical engineering report for the proposed C-130 Flight Simulator
Facility to be located at the intersection of Surveyor Street and Titan Street in Fort Bragg, North
Carolina. Six borings were performed to depths ranging from approximately 10 to 30 feet below
the existing ground surface at the approximate locations indicated on the Boring Location Diagram.
In addition to our soil test borings, we performed multi -channel analysis of surface waves (MASW)
and in -situ field electrical resistivity testing at the approximate locations indicated on the Boring
Location Diagram. Logs of the borings, a shear wave velocity profile, a site vicinity diagram, and a
boring location diagram are included in Appendix A of this report.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
c subsurface soil conditions
o groundwater conditions
o earthwork
o pavement design and construction
2.0 PROJECT INFORMATION
2.1 Project Description
o foundation design and construction
o seismic considerations
o floor slab design and construction
The project information tabulated in this section is based on a site plan provided by KCI
Associates of North Carolina, PA (KCI); our conversations with Mr. Charles Tuck; and our
experience with similar projects. We were also provided Foundation and Geotechnical Design
Specifications within the project RFP.
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Geotechnical Engineering Report lf�rracon
C-130 Flight Simulator Facility ■ Fort Bragg, North Carolina
August 22, 2012 s Terracon Project No. 70125113
Item
Description
An approximate 9,000 square foot. single -story building. The
Proposed Construction
building will be constructed as a cast -in -place concrete structure.
Construction will also include the associated driveways and parking
areas for the simulator facility.
Finished floor elevation
Not provided. Anticipated to be within 3 feet of existing site grades.
Not provided.
Assume maximum column loads of 75 kips.
Maximum loads
Assume maximum wall loads of 1.5 kips per linear foot for the
administration portion of the building.
Assume maximum walls loads of 3.5 kips per linear foot for the
simulator bay portion of the building.
Maximum allowable settlement
Assumed to be 1 inch total,'/2 inch differential between columns or
in 40 feet along walls.
Grading
Final grading plans were not provided at the time of our exploration,
however, cut and fill depths less than 3 feet are anticipated.
Cut and fill slopes
Assumed to be no steeper than 3H:1 V (Horizontal to Vertical).
A segmental retaining wall is planned adjacent to the northwest
Retaining walls
corner of the proposed building. The maximum wall height will be 6
feet.
2.2 Site Location and Description
Item
Description
Location
The site is located north of the intersection of Surveyor Street and
Titan Street at Pope Army Air Field in Fort Bragg, North Carolina.
Existing improvements
A portion of the site along Surveyor Street is currently being used
as a parking lot. The remainder of the site is undeveloped.
The parking lot portion of the site is covered with asphalt pavement.
Current ground cover
The remainder of the site is covered with brush, kudzu, and
undergrowth.
Based on the provided site plan, the elevations range from
Existing topography
approximately 177 to 169 feet msl across the planned construction
area. The site slopes down toward the wooded and wetland areas
located to the north and west.
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Geotechnical Engineering Report l�erracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
Based on the 1985 Geologic Map of North Carolina, the project site is located within the Coastal
Plain physiographic province. The Coastal Plain soils consist mainly of marine sediments that were
deposited during successive periods of fluctuating sea level and moving shoreline. The soils
include sands, silts, and clays with irregular deposits of shells, which are typical of those lain down
in a shallow sloping sea bottom. Recent alluvial sands, silts, and clays are typically present near
rivers and creeks. More specifically the site is mapped as being underlain by the Middendorf
Formation. The Middendorf Formation is described as gray to pale gray sand, sandstone, and
mucistone with clay and iron -cemented concretions. The formation is also described as having
laterally discontinuous bedding with cross -bedding being common.
3.2 Typical Subsurface Profile
Based on the results of the borings, subsurface conditions on the project site can be generalized
as follows:
Description
Approximate Depth to
Material Encountered
Consistency/Density
Bottom of Stratum (feet)
Surface
0.5 to 1
Asphalt and Crushed
N/A
(where encountered)
Stone Base
Stratum 1
2.5 to 5.5
Fill Consisting of Silty /
Loose to Dense
(where encountered)
Clayey Sand z
Very Loose to Dense
To boring termination depth
Sands with varying
Sand
(Sand)
Stratum 2
of approximately 30
amounts of Silt and Clay
Medium Stiff to Stiff
and Fat Clay
(Clay)
1. Encountered in borings B-1, B-2, B-2, and B-4.
2. Encountered in borings B-2, B-3, B-4, B-5, and B-6.
Conditions encountered at the boring locations are indicated on the boring logs. Stratification
boundaries on the boring logs represent the approximate location of changes in soil types; in -situ,
the transition between materials may be gradual. Variations in the subsurface conditions can also
occur between borings. Further details of the borings can be found on the boring logs in Appendix
A of this report.
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Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
3.3 Groundwater
Groundwater levels were observed during drilling and sampling in borings B-3, B-4, B-5, and B-6
at depths ranging from 18.5 to 23.5 feet below existing site grades. Groundwater level fluctuations
occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at
the time the borings were performed.
3.4 Geophysical Methods
3.4.1 Shear Wave Velocity Testing
Terracon utilized multichannel analysis of surface waves (MASW) to develop shear wave velocity
profiles at the site for use in determining the seismic site class and developing dynamic soil
properties. This method utilizes a computer controlled Geometrics Geode seismograph to record
active source (10 and 20 pound sledge hammer) and passive source (ambient noise) surface wave
dispersion. We utilized two lines of twenty-four 4.5-Hertz geophones set along straight-line arrays
with 5-foot and 8-foot receiver intervals. Our active records consisted of 4 to 6 stacked shots
depending on the noise at the site. The shot points were symmetrically located at each end of the
array at distances equal to approximately 20 and 40 percent of the array length. Additionally, we
collected 10 second and 32 second passive records utilizing the linear arrays.
The collected data was processed using the computer software Seislmager/SWTm by Geometrics
with the results plotted as a conventional shear wave versus depth profile (Exhibit A-3). The shear
wave velocity measurements for this site indicate a stiff soil profile as outlined by the building code.
The weighted average shear wave velocity (Vs -bar) measured for the upper 100 feet of the
subsurface profile was 1,162 feet per second (ft/s).
3.4.2 Field Electrical Resistivity Testing
An electrical resistivity survey was performed at the site using the Wenner Four Pin method and a
Model 4500 Digital Ground Resistance Tester manufactured by AEML Instruments. The area of
investigation included two resistivity traverses (A -A' and B-B') which were located as shown on the
attached Boring Location Diagram. The electrodes were inserted approximately 10 inches into the
ground. One measurement was recorded at each pin spacing interval. The resistivity survey was
performed after a period of dry weather. Soil conditions were moist and the soil was not frozen.
The results of the electrical resistivity survey are tabulated below.
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Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
Field Electrical Resistivity Results
Electrode Spacing
5
10
20
30
40
(ft)
Traverse A - A'
Measured Resistance
12.2
9.1
7.0
6.5
7.2
(0)
Traverse A - A'
Calculated Resistance
11,681
17,426
26,810
37,342
55,152
(f2 - cm)
Traverse B - B'
Measured Resistance
17.9
12.7
12.6
9.6
9.1
P)
Traverse B - B'
Calculated Resistance
17,139
24,320
48,258
55,152
69,706
(a - cm)
3.5 Seismic Considerations
Code Used
Site Classification
2009 North Carolina Building Code
(2006International Building Code (IBC),
D
with North Carolina Amendments)'
Mapped Acceleration Parameters, Ss and S,
Ss = 0.29 and S, = 0.10
Site Coefficients Fa and Fv (Site Class D)
Fa = 1.6 and Fv = 2.4
Design Spectral Response Acceleration
Sos = 0.46 and So, = 0.24
Parameters Sos and
In general accordance with Table 1613.5.2 of the 2009 NCBC.
2. The spectral response parameters provided are based on a site classification of D and assume
that the planned buildings will have a period of less than 0.5 seconds.
The subsurface materials are not considered subject to liquefaction under the magnitude of
seismic events predicted for the area.
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Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility n Fort Bragg, North Carolina
August 22, 2012 c Terracon Project No. 70125113
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
In our opinion, the soils at the site are generally stiff enough to allow the proposed structures to
be supported on shallow spread footings or mat foundations. We recommend close examination
of the foundation bearing materials be performed during footing construction to confirm suitable
bearing conditions. A representative of the geotechnical engineer should use a combination of
hand auger borings and dynamic cone penetrometer (DCP) testing to determine the suitability of
the bearing materials for the design bearing pressure. Soft, wet, or otherwise unsuitable soils, if
encountered, can be addressed through localized overexcavation (undercutting) and replacement
with suitable materials.
Existing soil fill, apparently associated with construction of the existing parking lot on the site,
was encountered in our borings B-2, B-3, B-4, B-5, and B-6. The support of footings, floor slabs,
and pavements on existing fill soils is discussed in this report. However, even with the
recommended remedial work and construction testing activities, the owner still carries an inherent
risk that unsuitable material may be discovered beneath or within the fill. This risk of unforeseen
conditions cannot be eliminated without completely removing and replacing the existing fill.
However, based on the available boring information, this risk appears to be relatively low.
High plasticity clay was encountered within 5 feet of the surface in borings B-3 and B-5. High
plasticity clay creates the potential for shrink/swell behavior and should be addressed during
construction. Where highly plastic clays are encountered at planned subgrades we recommend
reducing the potential for shrink/swell behavior by creating a 2-foot thick protective zone of low to
moderate plasticity soil between the existing soils and the design subgrade elevation. This
protective zone is intended to reduce moisture fluctuations in the underlying soil. The protective
zone can be created by over -excavation and replacement of existing soils, if required.
The clayey and silty soils on site are moisture sensitive. If exposed subgrades are not protected
from the weather, subgrade soil conditions will deteriorate. Remedial measures of the near
surface soils will depend upon the moisture condition and stability of the soils at the time of
construction. The remedial measures will potentially include over -excavation and replacement
or the use of subgrade stabilization fabric in conjunction with a clayey sand fill or crushed stone.
We expect that less remedial work will be necessary if work is performed during summer and
early fall months. We recommend leaving the existing pavements in -place during the
construction phase, even if new pavements are planned, to help protect the subgrade around
the building from weather.
A geotechnical engineer should be retained during the construction phase of the project to
observe earthwork and to perform necessary tests and observations during subgrade
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Geotechnical Engineering Report lferracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
preparation; proofrolling; placement and compaction of controlled compacted fills; backfilling of
excavations into the completed subgrade, and foundation excavation.
A more complete discussion of these points and additional information is included in the following
sections.
4.2 Earthwork
Several monitoring wells are indicated on the site plan. If the monitoring wells are anticipated to be
impacted by the proposed site development, then the impacted wells should be abandoned in
accordance with NCDENR guidelines.
The near surface clayey and silty soils at the site are moisture sensitive and will lose strength and
stiffness with increased moisture content. Earthwork should be performed during summer and
early fall due to the improved drying conditions and shorter time periods of rainfall associated with
these seasons. This does not preclude earthwork during other periods of the year. Rather,
performing site earthwork during late fall, winter and spring increases the potential for needing to
perform remedial subgrade work.
Highly plastic clay was encountered in borings B-3 and B-5 within 5 feet of the existing ground
surface. These soils are not desirable at or near subgrades because of their potential to shrink
and swell due to changes in moisture content. These soils should not be used within 2 feet of
the design subgrade elevations. Low to moderate plasticity soils obtained from approved
sources should be used within 2 feet of the design subgrade elevation to create a separation
zone. The separation zone and control of surface drainage is intended to reduce moisture
fluctuation in the highly plastic clays.
Site preparation should begin by stripping the existing surface vegetation, topsoil, and tree
stumps from construction areas. Based on our field observations, we anticipate a topsoil
stripping depth of about 4 to 6 inches will be required in some areas; however, stripping depths
could vary and actual stripping depths should be evaluated by a Terracon representative.
Deeper stripping depths should be anticipated with the removal of the root -mat associated with
the trees. The existing asphalt pavement in the building area should be demolished and
removed prior to beginning earthwork operations. The existing asphalt pavement outside the
building area may remain in place until the parking lot areas of the site are being developed to
help protect the subgrade. The stone under the existing asphalt may stay in -place if found stable
during a proofroll.
The kudzu at the site should be stripped to allow an evaluation of the condition of the existing
slopes at the site. At the time of our investigation the existing slopes were covered in kudzu and
their condition could not be evaluated. We recommend a geotechnical engineer observe the
slopes prior to placing fill at the site.
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Geotechnical Engineering Report l�orracon
C-130 Flight Simulator Facility u Fort Bragg, North Carolina
August 22, 2012 o Terracon Project No. 70125113
After stripping and demolition are completed, we recommend proof -rolling the exposed soils in
areas to receive fill and at subgrade in the cut areas. Additionally, a representative of the
geotechnical engineer should evaluate and take samples of the exposed subgrade to help identify
the presence of highly plastic clays. Where these soils are identified we recommend undercutting
and replacement as necessary to create the specified 2-foot separation zone. Proofrolling should
also be performed after "rough grading" in areas where existing highly plastic clay is excavated to
create the 2-foot thick separation zone.
Proofrolling should be performed with a loaded, tandem -axle dump truck or similar rubber -tired
construction equipment. The proofrolling operations should be observed by a representative of the
geotechnical engineer and should be performed after a suitable period of dry weather to avoid
degrading an otherwise acceptable subgrade and to reduce the amount of additional undercutting
required.
If the exposed soil surface exhibits excessive deflection, pumping or rutting under the Proof -
rolling operation we recommend overexcavation of the unstable soil and replacement with low to
moderate plasticity approved soil fill or crushed stone base course.
Engineered fill should meet the following material property requirements:
Fill Type'
USCS Classification
Acceptable Location for Placement
Low- to Medium-
CUCH, MUMH, SC or
Plasticity Soil
SM
(Soil having at least
and
All locations and elevations
18% fines)
(LL < 60 & PI < 30)
High Plasticity
CH / MH
> 2 feet below footings, floor slabs, and pavement
Fat Clay
(LL > 60 & PI > 30)
subgrades
1. Washed, crushed stone (NCDOT No. 57) beneath
floor slabs.
2. NCDOT CABC (crushed aggregate base course)
beneath pavements or as a replacement material in
Sand / Gravel with
over -excavated areas.
less than 10% fines
GW/GP, SW/SP
3. "Clean" sand (less than 10% silt and clay) should not
(silt and clay)
be used as general site fill in building and pavement
areas to reduce risk of perched water developing in the
surface fill as water infiltrating the surface zone
becomes trapped above the less permeable clayey and
silty sands and clay soils at the site.
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Geotechnical Engineering Report
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
lrerracon
Fill Type' USCS Classification Acceptable Location for Placement
On -site soils generally appear suitable for use as
engineered fill at all locations and elevations with the
On -site soils CH, SM, SC, SP exception of the high plasticity fat clay. However, the
on -site soils should be evaluated for conformance,
with the above criteria and placed accordingly.
1. Controlled, compacted fill should consist of approved materials that are free of organic matter and
debris. A sample of each material type should be submitted to the geotechnical engineer for
evaluation.
4.2.1 Compaction Requirements
Item
Description
Fill Lift Thickness
9-inches or less in loose thickness (4-inch to 6-inch lifts
when hand -operated equipment is used)
Beneath structures and building slabs to 5 feet beyond the
limits of the structure, beneath streets and paved areas
Compaction Requirements'
except the top 12 inches of paved areas, trenches: 92%
(Represented as minimum percent of
Top 12 inches beneath streets and paved areas: 95%
the material's modified Proctor
Beneath shoulders: 90%
maximum dry density, ASTM D 1557)
Beneath sidewalks and bike paths, grassed areas: 85%
Base course under paved areas: 100%
Within the range of -3% to +3% of optimum moisture content
Moisture Content
as determined by the standard Proctor test at the time of
placement and compaction
1. Engineered fill should be tested for moisture content and compaction during placement. If in -place
density tests indicate the specified moisture or compaction limits have not been met, the area
represented by the tests should be reworked and retested as required until the specified moisture
and compaction requirements are achieved.
4.2.2 Grading and Drainage
During construction, grades should be sloped to promote runoff away from the construction areas.
Based on the provided RFP, final grades in non -paved areas should be sloped away from
structures on all sides with a minimum slope of 5 percent for the first 10 feet around the
structure. Outside of the first 10 feet around the structure the grades should slope a minimum
of 2 percent. If gutters / downspouts do not discharge directly onto pavement they should not
discharge into landscaped areas adjacent to the buildings. This can be accomplished through
the use of splash -blocks, downspout extensions, and flexible pipes that are designed to attach
to the end of the downspout if necessary. Flexible pipe should only be used if it is daylighted in
such a manner that it gravity -drains collected water. Splash -blocks should also be considered
below hose bibs and water spigots.
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Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility o Fort Bragg, North Carolina
August 22, 2012 o Terracon Project No. 70125113
With the presence of the moisture sensitive soils on site, control of water is important. Highly
plastic clays have the potential to shrink/swell when exposed to varying moisture conditions.
Landscaped areas with irrigation systems near the building perimeter are frequently a source of
foundation problems. If a landscape irrigation system is planned, a drainage system should be
installed to divert the irrigation water away for the building's foundations. This can be done by
providing a moisture barrier and then piping the collected irrigation water away.
4.2.3 Excavations
The soils at the site may be excavated with conventional construction equipment, such as
bulldozers, backhoes, and trackhoes. Temporary excavations may be required during grading
operations and/or for installation of utilities. As a minimum, all temporary excavations should be
sloped or braced as required by Occupational Safety and Health Administration (OSHA)
regulations to provide stability and safe working conditions. The grading contractor, by his
contract, is usually responsible for designing and constructing stable, temporary excavations
and should shore, slope or bench the sides of the excavations as required, to maintain stability
of both the excavation sides and bottom. All excavations should comply with applicable local,
state and federal safety regulations, including the current OSHA Excavation and Trench Safety
Standards. Since exposure to weather can significantly weaken the sidewalls of a trench, a
competent person should evaluate the excavations for stability prior to each entry by personnel.
4.2.4 Slopes
We recommend that the existing slopes at the site be observed by the geotechnical engineer
after site stripping is complete. The slopes were covered with kudzu during our site visits and
the condition of the existing slopes could not be determined.
For permanent slopes in unreinforced compacted fill areas, recommended maximum
configurations for on -site materials are as follows:
Material
Maximum Slope
Horizontal:Vertical
Cohesive soils (on-site/imported clays and silts) .................................................... 3:1
Cohesionless soils (on-site/imported granular soils, greater than 18% fines) .... 2-1/2:1
If steeper slopes are required for site development, stability analyses should be completed to
design the grading plan. The face of all slopes should be compacted to the minimum
specification for fill embankments. Alternately, fill slopes can be overbuilt and trimmed to
compacted material.
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Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 c Terracon Project No. 70125113
If fill is placed in areas of the site where existing slopes are steeper than 5:1 (horizontal:vertical),
the area should be benched to reduce the potential for slippage between existing slopes and
fills. Benches should be wide enough to accommodate compaction and earth moving
equipment and to allow placement of horizontal lifts of fill.
4.2.5 Construction Considerations
The clayey and silty soils at the site are moisture -sensitive and will lose strength and rut or
deflect excessively under construction traffic when they become wet. Performing earthwork
operations during warmer, drier periods of the year (May through October) will reduce the
potential for problems associated with unstable subgrades. The moisture sensitivity of the on -site
soils does not preclude performing earthwork at other times of the year, but does lead to an
increased potential for having to perform overexcavation and replacement or some other form of
remedial work.
Protecting the exposed subgrade soils from infiltration of surface water by keeping the site
grades sloped to promote runoff and by "sealing" disturbed clay soil surfaces with rubber -tired
equipment in advance of rain events will also reduce the potential for needing to perform
remedial work on wet subgrades. Placing additional crushed stone base course as a protective
layer and working surface in exposed subgrade areas could also be considered to protect the
subgrade soils. Should unstable subgrade conditions develop, stabilization measures should be
employed.
The site should also be graded to prevent ponding of surface water on the prepared subgrades
or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed,
the affected material should be removed or these materials should be scarified, moisture
conditioned, and recompacted.
A geotechnical engineer should be retained during the construction phase of the project to
observe earthwork and to perform necessary tests and observations during subgrade
preparation; proofrolling; placement and compaction of controlled compacted fills; backfilling of
excavations to the completed subgrade, and prior to placing reinforcing steel in the footing
excavations.
4.3 Foundation Recommendations
The proposed building structure can be supported by shallow, spread footing foundation
systems or thickened portions of monolithic slabs. Based on conversation with KCI, we
understand the simulator will be supported on an independent concrete mat/block isolated from
the surrounding floor slab for the building. Design recommendations for foundations for the
proposed structures and other structural elements are presented in the following table and
paragraphs.
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Geotechnical Engineering Report ��C�fr7COr1 C-130 Flight Simulator Facility o Fort Bragg, North Carolina
August 22, 2012 c Terracon Project No. 70125113
Description
Column
Wall
Net allowable bearing pressure'
2,000 psf
2,000 psf
Minimum dimensions
24 inches
16 inches
Minimum embedment below finished grade for
frost protection
18 inches
18 inches
Approximate total settlements
<1 inch
<1 inch
Estimated differential settlements
<1/2 inch between
<1/2 inch over 40 feet
columns
Modulus of subgrade reaction (k) for mat
foundation
8 pounds per square inch per inch (psi/in)
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be undercut and replaced with engineered fill.
2. The foundation settlement will depend upon the variations within the subsurface soil profile, the
structural loading conditions, the embedment depth of the footings, the thickness of compacted fill,
and the quality of the earthwork operations.
Finished grade is defined as the lowest adjacent grade within five feet horizontally of the
foundation for perimeter (or exterior) footings and finished floor level for interior footings. The
allowable foundation bearing pressures apply to dead loads plus design live load conditions.
The design bearing pressure may be increased by one-third when considering total loads that
include wind or seismic conditions. The weight of the foundation concrete below grade may be
neglected in dead load computations.
The dead weight of the foundation and the soil directly over the plan area of the footing should
be used in calculating uplift resistance. For this calculation, we recommend a soil unit weight of
110 pounds per cubic foot and a safety factor of at least 1.5. Lateral resistance may be
calculated by using a coefficient of friction of 0.3 between the bottom of a footing and the
underlying soil with a factor of safety of 2.
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Concrete should be placed as soon as practical after excavating to reduce bearing
soil disturbance. Should the soils at bearing level become excessively disturbed or saturated,
the affected soil should be removed prior to placing concrete. It is recommended that the
geotechnical engineer be retained to observe and test the soil foundation bearing materials.
The foundation bearing materials should be evaluated at the time of the foundation excavation.
A representative of the geotechnical engineer should use a combination of hand auger borings
and dynamic cone penetrometer (DCP) testing to determine the suitability of the bearing
materials for the design bearing pressure. Excessively soft, wet, or otherwise unsuitable bearing
soils should be overexcavated to a depth recommended by the geotechnical engineer. The
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Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
footings could then bear directly on these exposed soils at the lower level or the excavated soils
could be replaced with compacted soil fill, lean concrete, or crushed stone base course. However,
clean, washed stone (No. 57) should not be used for foundation support beneath structures subject
to dynamic loadings such as oscillating equipment, due to the potential for subsidence of, this
material under dynamic loading.
4.4 Dynamic Soil Properties
Dynamic behavior should be considered in the design of foundations subjected to rotating or
eccentric equipment loads such as the proposed flight simulator. The dynamic analysis should
incorporate the natural frequencies and dynamic responses of the foundation. To account for soil
and structure interaction, we recommend the dynamic design parameters listed below be used to
determine the soil/structure interaction of vibrating foundations.
Dynamic Soil Properties
Angle of Internal Friction, 0
300
Mass Density, p
3.42 lbs-sect/ft"
Poisson's Ratio, p
0.35
Dynamic Modulus of Elasticity, Ed
4,850 ksf
Dynamic Shear Modulus, G
1,800 ksf
Damping (Internal), %
5
The recommended elastic constants are based upon geophysical tests and propagation of
seismic waves through soil at very low strain levels (less than 10-6). The shear modulus of the
material will need to be reduced in accordance with relationships given by Seed et al. (1984) and
as outlined in ACI 351.3R for higher strains.
A preliminary damping ratio of 0.05 is suggested to account for internal damping of the soils.
Actual design values will be dependent upon the shape and depth of the foundation and the mass
of the system supported by the foundation. A soil density of 110 pcf is recommended for use in
final calculation of the damping ratio.
4.5 Retaining Wall Considerations
We understand the retaining wall planned for the northwest corner of the site will be constructed
as a modular block faced-geogrid reinforced backfill system. These walls are typically
subcontracted as design -build structures, since design details are often manufacturer specific.
Established design methods for modular block walls address local and internal stability, but do
not specifically address the global stability of the wall system. Therefore, we recommend that
Responsive o Resourceful o Reliable 13

Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 c Terracon Project No. 70125113
the following general and specific considerations be included in the project specifications for the
wall design.
Internal stability analyses should conform to the latest design methodology accepted for use by
either the Federal Highway Administration (FHWA), AASHTO, or the National Concrete
Masonry Association (NCMA). Since these analysis procedures are based on the use of
drained strength parameters, the backfill used for the geogrid reinforced backfill section should
be drainable, granular material to conform with the assumptions of the analysis. Cohesive soil
or granular material containing high amounts of fines (silts and clays) are not considered
drainable and should not be allowed in the geogrid reinforced backfill zone unless provisions are
made to provide backslope and surface drainage that would prevent water from entering the
backfill. The designer should state in the construction specifications the backfill material
description and design strength parameters so that unsuitable materials are not allowed in the
backfill zone during construction.
Global stability of the wall system should be analyzed using both drained and undrained
strength parameters. The wall contractor/designer should be required to provide the global
stability analyses based on the planned final cross section, including the topography above and
below the wall, using the generalized subsurface stratigraphy discussed in this report. Terracon
should be provided the opportunity to review and comment on the wall system design and
analysis prior to construction. Testing and monitoring during construction by qualified
geotechnical personnel is strongly recommended.
4.6 Slabs on Grade
Approved site soils and/or approved, properly placed, engineered fill soils are suitable for support
of the proposed floor slabs for the project. Design recommendations are discussed in the following
paragraphs.
ITEM
DESCRIPTION
Floor slab support
Approved/prepared site soils or new engineered fill
Modulus of subgrade reaction
100 pounds per square inch per inch (psiln) for point
loading conditions
Capillary Break
6 inches of crushed, washed stone (NCDOT No. 57 or
NCDOT No. 67)
Vapor Barrier
Lapped polyethylene sheeting having a minimum
thickness of 10 mils placed directly beneath the slab
We recommend floor subgrades be maintained in a relatively moist, yet stable, condition until
floor slabs are constructed. If the subgrade should become excessively desiccated or wet prior
to construction of floor slabs and pavements, the affected material should be removed or the
Responsive 13 Resourceful o Reliable 14

Geotechnical Engineering Report l��rracon
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
materials scarified, moisture conditioned, and recompacted. Saw -cut control joints should be
placed in the slab to help control the location and extent of cracking. For additional
recommendations refer to the ACI Design Manual.
4.7 Pavements
When prepared as outlined in section 4.2 Earthwork, the subsurface materials appear to be
suitable for support of the planned pavement sections. Prior to parking lot construction, the
pavement subgrade should be proofrolled as outlined in section 4.2 Earthwork of this report. Soft,
wet, or otherwise unsuitable soils delineated by the proofrolling operation should be undercut and
backfilled as recommended by the geotechnical engineer. Remediation options may include
placement of additional crushed aggregate base course in conjunction with stabilization fabric.
Pavement thickness design is dependent upon:
o the anticipated traffic conditions during the life of the pavement;
o subgrade and paving material characteristics; and
o climatic conditions of the region.
The following were assumed pavement design parameters:
o Traffic loading information was not provided. Traffic is assumed to be pneumatic tired
passenger vehicles and occasional truck traffic. No tracked vehicles anticipated.
n A California Bearing Ratio (CBR) value of 20 based on laboratory testing.
o Pavement structure designed in general accordance with UFC 3-250-01 FA Pavement
Design for Roads, Streets, Walks, and Open Storage Areas.
o In addition, we should be contacted to confirm the traffic assumptions outlined above. If
the actual traffic varies from the assumptions outlined above, modification of the
pavement section thickness will be required.
Recommended pavement sections are listed in the table below. For areas subject ,to
concentrated and repetitive loading conditions, i.e. dumpster pads and ingress/egress aprons,
or in areas where vehicles will turn at low speeds, we recommend using a Portland cement
concrete pavement with a thickness of at least 7 inches underlain by at least 6 inches of
crushed stone. For dumpster pads, the concrete pavement area should be large enough to
support the container and tipping axle of the refuse truck.
Responsive o Resourceful o Reliable 15

Geotechnical Engineering Report
C-130 Flight Simulator Facility o Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
Recommended Pavement Sections
Pavement Type I Material
Rigid (4,000 psi)
Crushed Aggregate Base Course
(NCDOT CABC Type 1 or Type 2)
Asphalt Surface
Flexible Asphalt Binder
(Superpave) (NCDOT I-19.0B)
Crushed Aggregate Base Course
(NCDOTCABC Type 1 or Type 2)
lrerracon
Layer Thickness (inches)
7
4
1
3
8
The placement of a partial pavement thickness for use during construction is not suggested
without a detailed pavement analysis incorporating construction traffic.
Recommendations for pavement construction presented depend upon compliance with
recommended material specifications. To assess compliance, observation and testing should
be performed under the direction of the geotechnical engineer.
Asphalt concrete aggregates and base course materials should conform to the North Carolina
Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures."
Concrete pavement should be air -entrained and have a minimum compressive strength of 4,000
psi after 28 days of laboratory curing per ASTM C-31.
The performance of all pavements can be enhanced by minimizing excess moisture which can
reach the subgrade soils. The following recommendations should be considered a minimum:
o site grading at a minimum 2 percent grade away from the pavements;
o subgrade and pavement surface with a minimum 1/4 inch per foot slope to promote
proper surface drainage; and
n installation of joint sealant to seal cracks immediately.
Prevention of infiltration of water into the subgrade is essential for the successful performance
of any pavement. Both the subgrade and the pavement surface should be sloped to promote
surface drainage away from the pavement structure.
Preventative maintenance should be planned and provided for through an ongoing pavement
management program to enhance future pavement performance. Preventative maintenance
activities are intended to slow the rate of pavement deterioration and to preserve the pavement
investment. Preventative maintenance, which consists of both localized maintenance (e.g. crack
Responsive o Resourceful o Reliable 16

Geotechnical Engineering Report l��rra�on
C-130 Flight Simulator Facility u Fort Bragg, North Carolina
August 22, 2012 n Terracon Project No. 70125113
and joint sealing and patching) and global maintenance (e.g. surface sealing), is usually the first
priority when implementing a planned pavement maintenance program and provides the highest
return on investment for pavements.
4.8 Underground Utilities (Corrosion Considerations)
In addition to the field resistivity performed at the site by the 4-pin Wenner method, laboratory
electrical resistivity was performed on portions of the bulk samples collected from borings B-1
and B-2. The laboratory test results indicate that the on -site soils in,borings B-1 and B-2 have a
minimum electrical resistivity value of 33,000 and 46,000 ohm -centimeters, respectively. The
bulk sample soils were also tested for pH and soluble sulfate content. The pH value for the bulk
samples collected in borings B-1 and B-2 were 4.3 and 4.6, respectively. Results of soluble
sulfate testing indicate negligible values (less than 100 ppm) for both bulk samples. These
values should be used to determine potential corrosive characteristics of the on -site soils with
respect to contact with the various underground materials that will be used for project
construction.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur across the site, or due to the
modifying effects of weather. The nature and extent of such variations may not become evident
until during or after construction. If variations appear, we should be immediately notified so that
further evaluation and supplemental recommendations can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
Responsive o Resourceful o Reliable 17

Geotechnical Engineering Report l��rr�con
C-130 Flight Simulator Facility a Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive o Resourceful o Reliable 18

N
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Approximate G' "Airfield`.
Site LocationWWnW.�Ater Rd
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LOCATION ONLY, AND IS NOT App.ve b/
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SITE VICINITY DIAGRAM
EXHIBIT
C-130 FLIGHT SIMULATOR FACILITY
SURVEYOR STREET AND TITAN STREET
FORT BRAGG, NORTH CAROLINA
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Irerracon
Approximate resistivity traverse
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Consulting Engincers R kicnlists
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WGRAI IS FOR GENERAL LOCATION ONLY, AND IS NOT
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INTENDED FOR CONSTRUCTION PURPOSES
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BORING LOCATION DIAGRAM EXHIBIT
C-130 FLIGHT SIMULATOR FACILITY
SURVEYOR STREET AND TITAN STREET -2
FORT BRAGG, NORTH CAROLINA

S-wave Velocity (ft/s)
503 5: 1000 1.50 150E inn, 21300 _-V I
20
25
30
35
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65
70
75
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65
90
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100
105
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"°I"`"° SHEAR WAVE VELOCITY PROFILE EXHIBIT
D,25"' 1�erracon sUie.N.T.S. C-130 FLIGHT SIMULATOR FACILITY
File Name: Consulting 6lgincerSd Slll`I1lI5lSSURVEYOR STREET AND TITAN STREET A-3
]at 111 MDale: • AUGUST2012 .an�a,venzv Peee ,e,.�,,,ms FORT BRAGG, NORTH CAROLINA

Geotechnical Engineering Report l��rr�con
C-130 Flight Simulator Facility o Fort Bragg, North Carolina
August 22, 2012 a Terracon Project No. 70125113
Field Exploration Description
The boring locations were determined using a handheld GPS and by measuring distances from
existing landmarks at the site. Ground surface elevations were surveyed and provided to us by
KCI Associates of North Carolina, PA. State plane coordinates indicated on the boring locations
are in NAD 83 (Georgia West State Plane Coordinates) and the datum used for the elevations
indicated on the boring logs was NGVD 29.
The borings were drilled with a Diedrich D-50T rotary drill rig mounted on a rubber tracked
Marooka carrier. The borings were advanced by hollow auger drilling methods. Samples of the
soil encountered in the machine -advanced borings were obtained using the split barrel sampling
procedures. A representative bulk sample of the auger cuttings in borings B-1 and B-2 were
collected for the purpose of performing modified Proctor and CBR testing.
In the split -barrel sampling procedure, the number of blows required to advance a standard 2-inch
O.D. split -barrel sampler the last 12 inches of the typical total 24-inch penetration by means of a
140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value
(SPT-N). This value is used to estimate the in -situ relative density of cohesionless soils and
consistency of cohesive soils.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings performed
on this site. A significantly greater efficiency is achieved with the automatic hammer compared to
the conventional safety hammer operated with a cathead and rope. This higher efficiency has an
appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information for this report.
A field log of each boring was prepared by the drill crew. These logs included visual classifications
of the materials encountered during drilling as well as the driller's interpretation of the subsurface
conditions between samples. Final boring logs included with this report represent the engineer's
interpretation of the field logs and include modifications based on laboratory observation and tests
of the samples.
Laboratory Testing
Descriptive classifications of the soils indicated on the boring logs are in accordance with the
enclosed General Notes and the Unified Soil Classification System. Also shown are estimated
Unified Soil Classification Symbols. A brief description of this classification system is attached
to this report. Classification was by visual manual procedures. Selected samples were further
classified using the results of Atterberg limit testing. Corrosivity testing consisting of water
soluble sulfate content and pH was performed on selected samples. A selected sample of the
representative pavement subgrade materials were collected for modified Proctor testing and
California Bearing Ratio. Laboratory test results are attached.

LOG OF BORING NO. B-1
Page 1 of 1
CLIENT
NORTHING EASTING
KCI Associates of North Carolina, PA
518369 ft 1993258 ft
SITE Surveyor Street and Titan Street
PROJECT
Fort Bragg, North Carolina
C-130 Flight Simulator Facility
SAMPLES
TESTS
C7
DESCRIPTION
JO
°'
c
>
e
-c >
u
V
>
W
W
Z
wF
Z
m
o
a
F
y
m
w
a
p
?�
<O
aoi
m
(9
Approx. Surface Elev.: 188.0 ft
w
o
uVi
D
z
w
m
a�
m m
U
a:_
O n
co0
u v
a
m
Approx. 6" ASPHALT and CRUSHED
CL
1
SS
5
5
STONE BASE
2-2-3
3 SANDY LEAN CLAY 185
Light gray, medium stiff
SP
2
SS
8
8
2-4-4
POORLY GRADED SAND
Tan, fine-grained, loose to medium dense
5
SP
3
SS
8
23
4-10-13
4-10-11
SP
4
SS
9
21
.' .
10 178
10
BORING TERMINATED
The stratification lines represent the approximate boundary lines ' SPT performed with automatic hammer
between soil and rock types: in -situ, the transition may be gradual. Advanced 3-114 inch hollow augers to 8.5 feet.
WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED 7-30-12
WL
¢
IT
BORING COMPLETED 7-30-12
WL
_V__
_V_
RIG Diedrich D-50
FOREMAN WTD
WL
DCI @ 4 feet
APPROVED MJA
JOB # 70125113

LOG OF BORING NO. B-2
Page 1 of 1
CLIENT
NORTHING EASTING
KCI Associates of North Carolina, PA
518518 ft 1993397 ft
SITE Surveyor Street and Titan Street
PROJECT
Fort Bragg, North Carolina
C-130 Flight Simulator Facility
SAMPLES
TESTS
O
DESCRIPTION
O
m
`
>
r
S
U
m
W
_
Z�
Z
Z
m$
o
o-
qa
o
rn
O
w
a
p
U
O
WH
¢O
O
warn
In
Approx. Surface Elev.: 167.39 It
o
z
¢
Q. m
3 U
o a
cow
o
a
0
Approx. 5" ASPHALT and CRUSHED
SM
1
SS
9
10
STONE BASE
8-5-5
FILL - SILTY SAND
Tan and gray, fine-grained, loose to
SM
2
SS
9
4
medium dense
3-2-2
5.5 182
5
1-2-2
SILTY SAND
SM
3
SS
7
4
Tan, fine-grained, loose
2-2-2
SM
4
SS
7
4
to
...12
175.5
CLAYEY SAND
Gray, fine-grained, loose
SC
5
SS
4
7
3-3-4
15 172.5
15
i I
,
i
I
i
i
BORING TERMINATED
i The stratification lines represent the approximate boundary lines ' SPT performed with automatic hammer
i between soil and rock types: in -situ, the transition may be gradual. Advanced 3-114 inch hollow augers to 8.5 feet.
WATER LEVEL OBSERVATIONS, It
Irerracon
BORING STARTED 7-30-12
' WL
Q
L
BORING COMPLETED 7-30-12
WL
V
Y
RIG Diedrich D-50
FOREMAN WTD
WL
s
I DCI @ 7.5 feet
APPROVED MJA
JOB # 70125113

LOG OF BORING NO. B-3
Page 1 of 1
CLIENT
NORTHING EASTING
KCI Associates of North Carolina, PA
518567 ft 1993333 ft
SITE Surveyor Street and Titan Street
PROJECT
Fort Bragg, North Carolina
C-130 Flight Simulator Facility
SAMPLES
TESTS
DESCRIPTION
J
m
>
m�
2
°
U
U
a
s
=
2
m
W
r
z
F>
r
a�i
o
W
o
o
°
Approx. Surface Elev.: 188.48 ft
o
nz
W
to
mm
�U
0
6 _
°~om
'
1.1 Approx. 13" ASPHALT and CRUSHED 187.5
STONE BASE
SC
1
SS
9
35
16-15-20
13-12-12
5-3-6
2.5 FILL -CLAYEY SAND 186
q Brown, fine-grained, dense 184 5
SM
2
SS
9
24
FILL - SILTY SAND
CH
3
SS
11
9
s.s an, fine-grained, medium dense 183
5
SM
4
SS
9
18
10-13-5
FAT CLAY
Light gray, stiff
3-4-5
SM
5
SS
9
9
3-1-2
8.5 SILTYan, fineSAND-grained, medium dense to loose 180
T
SC
6
SS
7
3
0
SC
7
SS
9
3
1-1-2
CLAYEY SAND
11.5 Tan, fine-grained, very loose 177
SP
8
SS
8
9
3-5-4
POORLY GRADED SAND
Tan, light orange, fine- to medium -grained,
7-9-10
SP
9
SS
8
19
loose to medium dense
SP
10
SS
7
17
15
4-6-11
74-4
SP
11
SS
10
18
7-6-7
SP
12
SS
10
13
1s lsss
1-1-1
SILTY SAND
SM
13
SS
6
2
Gray to tan, very loose to medium dense
20
4-10-10
SM
14
SS
10
20
25
27 161.5
POORLY GRADED SAND
Tan, fine- to medium -grained, dense
SP
15
SS
10
j 30
10-13-17
30 158.5
30
BORING TERMINATED
The stratification lines represent the approximate boundary lines ' SPT performed with automatic hammer
between soil and rock types: in -situ, the transition may be gradual. Advanced 3-1/4 inch hollow augers to 28.5 feet.
WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED 7-30-12
WL
V 185 WS
N.
BORING COMPLETED 7-30-12
WL
T
-L
RIG Diedrich D-50
FOREMAN WTD
WL
I DCI @ 16 feet
APPROVED MJA
JOB # 70125113

LOG OF BORING NO. B-4
Page 1 of 1
CLIENT
NORTHING EASTING
KCI Associates of North Carolina, PA
518503 ft 1993275 ft
SITE Surveyor Street and Titan Street
PROJECT
Fort Bragg, North Carolina
C-130 Flight Simulator Facility
SAMPLES
TESTS
(7
DESCRIPTION
p
2
F
rr
5
a >
CO)
U
t
>
V)
K
W
of
W
>
—
Z V!
Z
W W
~
Z
c wt
, m—
3
o
d
F
N
m
W
O
3
W H
¢p
o n p
o c
m
Approx. Surface Elev.: 188.89 ft
o
z
w
W
G_�
m m
U
�6
o a
i'o =
D U W
a
W
Approx. 10" ASPHALT and CRUSHED
SM
1
SS
4
10
STONE BASE
10-6-4
3 FILL - SILTY SAND 186
Dark brown, fine-grained, medium dense
11-10-7
SM
2
SS
9
17
SILTY SAND
5
Tan to light orange, fine- to
SM
3
SS
9
19
medium -grained, loose to medium dense
10-9-10
3-3-4
SM
4
SS
12
7
10
6-7-8
SM
5
SS
9
15
t5
10-13-10
SM
6
1 SS
11
1 23
20
22 167
CLAYEY SAND
Tan, fine-grained, loose 4
SC
7
SS
11
6
5-1-5
25
27 162
POORLY GRADED SAND
Tan, fine- to medium -grained, medium
SP
8
SS
11
23
dense
5-11-14
30 5s
30
i
i
BORING TERMINATED
i
i
i
S
i
i The stratification lines represent the approximate boundary lines ' SPT performed with automatic hammer
between soil and rock types: in -situ, the transition may be gradual. Advanced 3-1/4 inch hollow augers to 28.5 feet.
WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED 7-31-12
WL
23.5 WS
1-Y
BORING 7 -31-12
WL
Y
V
RIG Diedrich D-50EDFOREMAN
WTD
WL
I DCI @ 14 feet
APPROVED MJA
JOB # 70125113

3
LOG OF BORING NO. B-5
Page 1 of 1
CLIENT
NORTHING EASTING
KCI Associates of North Carolina, PA
518601 It 1993268 It
SITE Surveyor Street and Titan Street
PROJECT
Fort Bragg, North Carolina
C-130 Flight Simulator Facility
SAMPLES
TESTS
V,
DESCRIPTION
J
2
>
a > �,
0
2
Y
K
w
z
~
c yr t
3
a
F
N
m
w
0
?�
ww
7
am
m
w
W
D
o.
w
o.o. �
< 0
X
c o
a
Approx. Surface Elev.: 188.23 ft
o
n
z
it
X
W m
3 0
o
a o u
W
FILL - SILTY FINE SAND
Gray, medium dense
3-4-5
SM
1
SS
8
9
3 185
7-3-4Light
FAT CLAY
gray, medium stiff
CH
2
SS
6
7
5.5 182.5
5
SILTY SAND
SM
3
SS
10
12
Gray, fine-grained, medium dense
4-6-6
8 180
1-1-2
CLAYEY SAND
SC
4
SS
12
3
Gray, fine-grained, very loose
10
2 176
POORLY GRADED SAND
Tan, fine-grained, medium dense
SM
5
SS
10
18
6-8-10
15
17 171
FAT CLAY
Gray, medium stiff Q
CH
6
SS
6
5
2-1-4
20
22 166
' POORLY GRADED SAND
Tan, fine- to medium -grained, medium
SP
7
SS
6
17
dense
10-9-8
25
4-4-12
SP
8
SS
10
16
30 Ise
30
BORING TERMINATED
The stratification lines represent the approximate boundary lines ' SPT performed with automatic hammer
between soil and rock types: in -situ, the transition may be gradual. Advanced 3-1/4 inch hollow augers to 28.5 feet.
WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED 7-31-12
WL
Q 18.5 WS
-V
BORING COMPLETED 7-31-12
WL
1
RIG Diedrich D-50
FOREMAN WTD
WL
DCI @ 17 feet
APPROVED MJA I
JOB # 70125113

LOG OF BORING NO. B-6
Page 1 of 1
CLIENT
NORTHING EASTING
KCI Associates of North Carolina, PA
518576 ft 1993223 ft
SITE Surveyor Street and Titan Street
PROJECT
Fort Bragg, North Carolina
C-130 Flight Simulator Facility
SAMPLES
TESTS
DESCRIPTION
O
m
>
e
a > y
12
C
o
>
in
12.5
m
N
W
m
p
rr1
, 3
=Wzwt-
w�oZ
w
a
w
a w
¢ Zp
c oApprox.
Surface Elev.: 187.80 ft
o
z
mm
3 U
OFILL
- CLAYEYSAND
SC
1
SS
6
8
6-4-4Gray,
fine-grained, loose lass
1-2-3
1-1-6
CL
2
SS
8
5
LEAN CLAY
CL
3
SS
11
7
4.5 Light gray, medium stiff 183.5
5
4-3-6
SILTY SAND
SM
4
SS
11
9
6 Gray, fine-grained, loose 182
3-34
CH
5
SS
6
7
7.5 FAT CLAY 180.5
Light gray, medium stiff
5-6-14
SM
6
SS
10
20
.
SILTY SAND
10.5 Light gray, medium dense 177.5
10
SM
7
SS
10
28
8-14-14
7-6-8
POORLY GRADED SAND
SP
8
SS
10
14
Tan, fine-grained, medium dense
44-7
SP
9
SS
10
11
10-10-14
SP
10
SS
10
24
15
SP
11
SS
10
25
10-11-14
6.5 171.s
3-2-3
SILTY SAND
SM
12
SS
10
5
Gray and tan, loose
3-3-6
SM
13
SS
10
9
20
1-3-4
SM
14
SS
10
7
22 166
POORLY GRADED SAND
Tan, fine- to medium -grained, medium 9__
SP
15
SS
14
18
dense
5-8-10
zs
7-8-12
SP
16
SS
10
20
30 158
30
i
i
i
BORING TERMINATED
I
i
I
i
I The stratification lines represent the approximate boundary lines ' SPT performed with automatic hammer
between soil and rock types: in -situ, the transition may be gradual. Advanced 3-1/4 inch hollow augers to 28.5 feet.
j WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED 7-31-12
WL
� 23.5 WD
�
BORING COMPLETED 7-31-12
WL
Y
Y
RIG Diedrich D-50
FOREMAN WTD
t
WL
s
DCI @ 16 feet
APPROVED MJA
JOB # 70125113

60
CL
CH
50
P
L
S 40
T
I
C
T 30
Y
N 20
D
E
X
—
10
CL-ML ML MH
0
0 20 40 60 80 100
LIQUID LIMIT
Specimen Identification
LL
PL
PI
%Fines
Classification
•
_B-1 1.0ft
40
17
23
53
SANDY LEAN CLAY(CL)
B-5 3.5ft
63
27
36
90
FAT CLAY(CH)
Irerracon
ATTERBERG LIMITS RESULTS
Project: Flight Simulator Facility
Site: Surveyor Street and Titan Street Fort Bragg, North Carolina
Job #: 70125113

U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS 1 HYDROMETER
I
"11■1■Illm■®IIII11�i .;11
,11■■IIIIIII■■Illlln■!�►�II111■■IIIIIII■■Illlln■
:11■■IIIIIII■■IIIIIII■■11►1111■■IIIIIII■■IIIIIII■
�' iii■iiinii■®IIIIIII■■iri �i■■°IIIII■■IIIIIII■
11■■IIIIIII■■IIIIIII■■IIIII►\■■IIIIIII■■IIIIIII■
�Ism1■■IIII ■■III!!I��'i■IIIIIII■■IIIIIII■
1111 NNE III ■■IIIII111111■IIIIIII■■IIIIIII■
Ism 111111■■IIII1■■IIIIIIII■■IIIII■IIIIIII■■IIIIIII■
�I■■u1111■■IIII 11■■ulll 1 '■IIIIIII■■IIIIIII■
11■■IIIIiII■■IIII 11■ IIII11■■IIIIIII■
IIII`i111111■■IIIIlismillillismillillinEll
I■■IIIIIII■■IIIIIII■■III 11 �.���,�I IIIII■■IIIIIII.
,11■■IIIIIII■■IIIIIII■■III�11�■.11�1111■■IIIIIII.
11■■IIIIIII■■IIIIII■■II1IIIH■IIIIII■■IIIIIII■
►■■IIIIIII■■IIIIII ■■II IIII■IIIIIII■■IIII�1�■
' 1■■IIIIIII■■IIIIIII■■IIIIIII I■IIIII�1■■IIII 1
1■■Illlln■■IIIIIII■■IIIIIII '■IIIII I■■IIIIIII
' 1■■Illlln■■IIII�1■■IIIIIII■■IIIIIII■■IIIIIII■
Iln■■u11 1■■Iu1111■�M11■■IIIIIII■
GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
I
coarse fine
coarse medium fine
Specimen Identification
Classification
LL
PL
I PI
I Cc
Cu
•
B-3 17.5ft
POORLY GRADED SAND(SP)
0.99
2.99
z
B-3 19.Oft
SILTY SAND(SM)
NP
NP
NP
•
B-4 10.Oft
SILTY SAND(SM)
NP
NP
NP
o *
B-6 17.5ft
SILTY SAND(SM)
NP
NP
NP
0
p Specimen Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
w •
B 3 17.5ft
9.5
0.533
0.307
0.178
2
w
a z
u
B-3 19.0ft
4.75
0.307
0.084
28
a •
B-4 10.0ft
9.5
0.24
0.082
28
u
*
B-6 17.5ft
9.5
0.314
0.083
29
0
GRAIN SIZE DISTRIBUTION
N
Project: C-130 Flight Simulator Facility
Irerracon
Site: Surveyor Street and Titan Street Fort Bragg, North Carolina
Job #: 70125113
Date: 8-16-12

135
130
125
120
115
110
a
x
3 105
100
95
90
Source of Material B-1 1-5'
Description of Material Cla eey Sand (SC)
Test Method ASTM D1557 Method A
TEST RESULTS
Maximum (optimum) Dry Unit Weight 128.5 PCF
Optimum Water Content 9.4 %
� �
_ ATTERBERG LIMITS
LL PL PI
31 14 17
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.60
85
80
`
TJ
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT, %
Irerracon
MOISTURE -DENSITY RELATIONSHIP
Project: C-130 Flight Simulator Facility
Site: Surveyor Street and Titan Street Fort Bragg, North Carolina
Job #: 70125113
Date: 8-21-12

REPORT FOR CALIFORNIA BEARING RATIO
1 ��rracon
Report Number: 70125113.0001
Service Date: 08/17/12
5240 Green's Dairy Road
Report Date: 08/22/12
Raleigh, NC 27616
919-873-2211
Client
Project
KCI Associates of NC PA Inc.
Pope Air Field - C-130 Flight Simulator Building
4601 Six Forks Road, Suite 220
NWC of Surveyor Street and Titan Street
Landmark Center II
Fort Bragg, North Carolina
Raleigh, North Carolina 27609-5210
Project No. 70125113
SAMPLE INFORMATION
Sample Number: Bulk Sample Proctor Method: ASTM D1557 - Method A
Boring Number: B-1 Maximum Dry Density (pcf): 128.5
Sample Location: N/A Optimum Moisture: 9.4
Depth: 1-5' Liquid Limit: 31
Material Description: Light Gray Clayey Sand Plasticity Index: 17
CBR TEST DATA
CBR Value at 0.100 inch 19.7
CBR Value at 0.200 inch 27.5
Surcharge Weight (lbs) 10
Soaking Condition Soaked
Length of Soaking (hours) 96
Swell (%) 0.3
DENSITY DATA
Dry Density Before Soaking (pcf) 126.4
Compaction of Proctor (%) 98.4
MOISTURE DATA
Before Compaction (%) 9.9
After Compaction (%) 10.1
Top V After Soaking (%) 10.8
Average After Soaking (%) 10.9
Comments:
• r r •
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Services: Obtain soil sample and test for California Bearing Ratio
Terracon Rep: Stephanie Hardison
Reported To: Matthew Alexander
Contractor:
Report Distribution
Reviewed by:
Matthew Alexander
Geotechnical Staff Professional
Test Methods:. ASTM D 1883
The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client
indicated above and shall not be reproduced except in full without the written approval of Terracon. Test results transmitted herein are only applicable to the
actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.
Page t of t

135
130
125
120
115
110
U
d
_
w
3 105
o
100
95
Source of Material B-2 1-5'
Description of Material Silty Sand ISM)
Test Method ASTM D1557 Method A
TEST RESULTS
Maximum (optimum) Dry Unit Weight 121.5 PCF
Optimum Water Content 8.9 %
\
ATTERBERG LIMITS
LL PL PI
NP NP NP
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
----- 2.70
2.60
�
85
80
75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT, %
1rerracon
ISTURE-DENSITY RELATIONSHIP
FlightSimulatorFacility
Street and Titan Street Fort Bragg, North Carolina
13
ffe2

REPORT FOR CALIFORNIA BEARING RATIO l��rr�con
Report Number: 70125113.0002
Service Date: 08/17/12 5240 Green's Dairy Road
Report Date: 08/22/12 Raleigh, NC 27616
919-873-2211
Client Project
KCI Associates of NC PA Inc. Pope Air Field - C-130 Flight Simulator Building
4601 Six Forks Road, Suite 220 N WC of Surveyor Street and Titan Street
Landmark Center I I Fort Bragg, North Carolina
Raleigh, North Carolina 27609-5210
Sample Number:
Boring Number:
Sample Location:
Depth:
Material Description:
Bulk Sample
B-2
N/A
1-5'
Dark Gray Silty Sand
CBR TEST DATA
CBR Value at 0.100 inch 52.5
CBR Value at 0.200 inch 67.0
Surcharge Weight(lbs) 10
Soaking Condition Soaked
Length of Soaking (hours) 96
Swell (%) 0.0
DENSITY DATA
Dry Density Before Soaking (pcf) 118.2
Compaction of Proctor (%) 97.3
MOISTURE DATA
Before Compaction (%) 8.7
After Compaction (%) 9.0
Top I" After Soaking (%) 9.3
Average After Soaking (%) 10.5 _
Comments:
Project No. 70125113
SAMPLE INFORMATION
Proctor Method: ASTM Di 557 - Method A
Maximum Dry Density (pcf): 121.5
Optimum Moisture: - 8.9
Liquid Limit: NP
Plasticity Index: NP
r r r
mmmmmm
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r
r rrr r rr r rr r rr r rr r rr
Services: Obtain soil sample and test for California Bearing Ratio
Terracon Rep: Stephanie Hardison
Reported To: Matthew Alexander
Contractor:
Report Distribution
Reviewed by:
Matthew Alexander
Geotechnical Staff Professional
Test Methods: ASTM D1883
The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client
indicated above and shall not be reproduced except in full without the written approval of Tenacon. Test results transmitted herein are only applicable to the
actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.
Page 1 of 1

GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon — 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin -Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger
RS: Ring Sampler- 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring -4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration' or "N-value".
WATER LEVEL MEASUREMENT SYMBOLS
WL:
Water Level
WS:
While Sampling N/E: Not Encountered
WCI:
Wet Cave in
WD:
While Drilling
DCI:
Dry Cave in
BCR:
Before Casing Removal
AB:
After Boring
ACR:
After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater.
In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System, Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may
be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the
basis of their in -place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS
RELATIVE DENSITY OF COARSE -GRAINED SOILS
Unconfined Standard Penetration
Standard Penetration Ring
Sampler IRS)
Compressive or N-value (SS)
Consistency
or N-value (SS)
Blows/FL Relative Density
Strength, Ou, Ps f Blows/Ft.
Blows/Ft.
< 500 <2
Very Soft
0-3
0-6 Very Loose
500 — 1,000 2-3
Soft
4-9
7-18 Loose
1,001 —2,000 4-6
Medium Stiff
10-29
19-58 Medium Dense
2,001 —4,000 7-12
Stiff
30-49
59-98 Dense
4,001 — 8,000 13-26
Very Stiff
50+
99+ Very Dense
8,000+ 26+
Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL
GRAIN SIZE TERMINOLOGY
Descriptive Term(s) of other
Percent of
Maior Component
Particle Size
Constituents
Dry Weight
of Sample
Trace
< 15
Boulders
Over 12 in. (300mm)
With
15 — 29
Cobbles
12 in. to 3 in. (300mm to 75 mm)
Modifier
> 30
Gravel
3 in. to #4 sieve (75mm to 4.75 mm)
Sand
#4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay
Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES
PLASTICITY DESCRIPTION
Descriptive Terms) of other
Percent of
Term
Plasticity
Constituents
Dry Weight
Index
Trace
< 5
Non -plastic 0
With
5-12
Low
1-10
Modifiers
> 12
Medium
11-30
High
30+

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Soil Classification
Group
Symbol
croup Names
Coarse Grained Soils:
More than 50% retained
Gravels:
More than 50% of
Coarse
fraction retained on
No 4 sieve
Clean Gravels:
Less than 5% fines
Cu 2 4 and 1 s Cc s 3
GW
Well -graded gravel'
Cu < 4 and/or 1 > Cc> 3 E
GP
Poorly graded gravel
Gravels with Fines:
More than 12% fines`
Fines classify as ML or MH
GM
Silty gravel '`'"
Fines classify as CL or CH
fY
GC
Clayey ravel �"
Y Y 9
on No. 200 sieve
Sands:
50% or more of coarse
fraction passes
No.4 sieve
Clean Sands:
Less than 5 % fines
Cu 2 6 and 1 < Cc s 3 s
SW
Well -graded sand
Cu < 6 and/or 1 > Cc> 3 E
SP
Poorly graded sand'
Sands with Fines:
More than 12%fines °
Fines classify as ML or MH
SM
Silty santl c"'
Fines Classify as CL or CH
SC
Clayey sand
Fine -Grained Soils:
50% or more the
Silts and Clays:
Liquid limit less than 50
Inorganic:
PI > 7 and plots on or above "A" line'
CL
Lean clay K.LM
PI <4 or plots below "A" line
ML
Siltl.L.M
Organic:
Liquid limit - oven dried
<0.75
OL
Organic clay KLKN
Liquid limit - not dried
Organic silt L,Mo
passes
No. 200 sieve
Silts and Clays:
Liquid limit 50 or more
Inorganic:
PI plots on or above "A" line
CH
Fat day KL.M
PI plots below "A" line
MH
Elastic Silt KLA
Organic:
Liquid limit -oven dried
<0.75
OH
Organic clay KL M °
Liquid limit -not dried
Organic silt LM°
Highly organic soils:
Primarily organic matter, dark in Color, and omanic odor
PT
Peal
A Based on the material passing the 3-in. (75-mm) sieve
s If field sample Contained cobbles or boulders, or both, add "with Cobbles
or boulders, or both" to group name.
` Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
° Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand with silt, SW -SC well -graded sand with day, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
s Cu=Dea/Dio Cc=
Duo x Den
F If soil Contains 2 15% sand, add "with sand" to group name.
° If fines classifv as CL-ML, use dual svmbol GC -GM. or SC-SM.
afl
50
d
W 40
O
Z
> 30
H
U
5 20
a
10
7
4
0
0
" If fines are organic, add With organic fines" to group name.
' If soil Contains 2 15% gravel, add with gravel" to group name.
' If Atterberg limits plot in shaded area, soil is a CL-ML, silty day.
" If soil contains 15 to 29% plus No. 200, add Wth sand" or "with
gravel," whichever is predominant.
L If soil contains 2 30% plus No. 200 predominantly sand, add "sandy"
to group name.
M If soil contains 2 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
" PI 2 4 and plots on or above "A" line.
° PI < 4 or plots below "A" line.
° PI plots on or above "A" line.
° PI plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
of coarse -grained soils
Equation of - line
\ce
+Vice
Horizontal att PIto LL=25.5.
then PI=0.73 (LL-20)
(L
—
Equation of "Ll" - line ,'
Vertical at LL=16 to PI=7,
' G`Z`o�
then PI=0.9
IvO�
MH or
OH
ML
or OL
10 16 20 30 40 50 60 70 60 90 100 110
LIQUID LIMIT (LL)
Exhibit B-2